Underwater anti-floating pile anchor-beam-slab structure system and construction method

Abstract

The present invention discloses an underwater anti-floating pile-anchor-beam-slab structural system, comprising double rows of steel pipe piles located on both sides of a river, connected by a connecting plate. C20 concrete is poured inside the steel pipe piles to form a river embankment slope protection. A pair of steel sheet piles is provided between the two sides of the protection. A series of steel pipe piles are sequentially arranged within the area enclosed by the pair of steel sheet piles. The steel pipe piles are connected by a transverse rigid skeleton and a longitudinal rigid skeleton. Anchor rods and anchoring pieces are inserted into the steel pipe piles. Concrete is poured within the rigid skeleton. Mud suction equipment or excavation is used to clean silt, soil, sand, etc., and concrete is poured between the steel sheet piles. The pile-anchor-beam-slab structural system of the present invention forms a deep underwater foundation pit in a limited space, solving the problems of insufficient anti-floating due to large-scale sloping, excavation, and replacement of fill in the water, saving engineering effort and ensuring project safety and quality.

Description

Technical Field

[0001] The invention relates to an underwater anti-floating pile anchor-beam-slab structural system and a construction method, and belongs to the technical field of tunnel engineering and underwater structural engineering. Background Art

[0002] River crossings can be accomplished by tunnels or bridges. To address land use and urban planning issues, more and more underground tunnels are being constructed across rivers and streams in cities. Due to topographical factors, lead line lengths, and investment decisions, a large number of shallow river tunnel projects face challenges. The key challenges are anti-floating and anti-seepage safety during construction and operation, as well as the feasibility of the construction plan. Currently available technologies involve diverting temporary river channels near tunnel lines to ensure smooth flow, while also implementing dryland construction protection measures or backfilling to address existing problems. During tunnel shield boring, the depth of the silt layer can cause the shield machine to sink and the tunnel to float. This can be addressed through the comprehensive use of high-pressure jet grouting to reinforce the foundation under dryland conditions. The method of excavating temporary river channels for diversion requires a large amount of engineering work and requires increasing the land space to accommodate the setting up of temporary river channels. For example, 201910978416.3 Construction method of earth pressure shield crossing river channel in water bag pebble mixed soil layer and 201910780497.6 A construction process of tunnel under the river both use the method of excavating temporary river channels and have a long construction period, which has affected the progress of engineering construction to a certain extent.

[0003] Common methods for reinforcing soft soils, such as silt, include high-pressure jet grouting, pressure grouting, and in-situ cement mixing. However, these methods are difficult to implement in shallow buried areas without sufficient cover and underwater. The underwater sludge suction and replacement process addresses the challenges of deep underwater foundation pits. On the one hand, it addresses slope stability and minimizes excavation workload; on the other, it addresses the stability of riverbank slopes and surrounding buildings. The stability of foundation pits with weak layers is particularly complex.

[0004] Patent No. 202110961945.X describes a method for constructing a tunnel excavation through a non-navigable river. This method utilizes both river channel backfill and excavation backfill. This method is applicable only to rivers that can be shut off and de-navigated. It cannot address the instability of shallow burials in muddy riverbeds. Backfilling only provides a temporary anti-floating solution during construction, not a permanent solution after excavation. Therefore, it only provides a temporary solution, resulting in a high workload and significant impact on the river. Summary of the Invention

[0005] Purpose of the Invention: To overcome the shortcomings of the existing technology, the present invention provides an underwater anti-floating pile-anchor-beam-slab structure system and construction method. This pile-anchor-beam-slab structure creates a confined underwater deep foundation pit, resolving the challenges of large-scale sloping, excavation, and backfilling underwater, thus saving engineering effort. Underwater construction avoids the significant investment and risks associated with dry-land construction involving slope stabilization and anti-seepage treatment.

[0006] Technical solution: To solve the above technical problems, the underwater anti-floating pile anchor-beam-slab structure system and construction method of the present invention include the following steps:

[0007] (1) Driving the first steel pipe piles for retaining soil on both sides of the river channel in the shield tunneling area;

[0008] (2) Without interrupting water transport and river flooding, in accordance with the construction drawings, the second steel pipe pile is driven in at a suitable location. High-strength anchor bars (high-strength threaded steel anchor rods or prestressed anchor cables) are implemented in the steel pipe piles. Micro-expansion concrete is poured into the steel pipe piles to achieve rock (soil)-pile-anchor bar integration. Steel sheet piles are driven on both sides of the tunnel boundary. For the shield area, dredging and soil removal are carried out between the second steel pipe piles on both sides of the tunnel to achieve a reliable bearing layer. For hard soil layers, weakly weathered layers, slightly weathered layers, etc., a water-flushing mud pump or a auger can be used to loosen the soil at the riverbed, mix it with water to form mud, and suck it into the pump body through the mud suction pipe and discharge it to the mud discharge area through the mud discharge pipe;

[0009] (3) Flanges, stiffening plates or supporting poles are installed on the sides around the top of the pile. The length of the horizontal rigid frame legs is roughly adjusted, and fine-tuning is achieved through thin steel plates. An appropriate amount of silt is cleaned around to provide space for the rigid frame to be in place. Then the rigid frame grid is in place. The main load-bearing components of the upper and lower chords of the rigid frame are made of angle steel and other steel sections, and the web members are made of small angle steel and other steel sections to play an overall load-bearing role and at the same time bear the lateral load of the internal concrete. Small angle steel is used at the bottom to meet the structural stability requirements. The side formwork needs to be combined with the later concrete at the part with the post-casting strip closing net, and the formwork does not need to be removed. The parts that are not combined with the later concrete, such as the ends, can use thin steel plates or non-removal formwork. Design and construction methods of rigid frame concrete beams: 1. Design. A rigid frame is a different type of structure from conventional reinforced concrete. It serves as both the formwork support for the beam structure and the reinforcement and tensile resistance of the beams. Therefore, the rigid frame is designed as a spatial truss capable of meeting construction load requirements. The rigid frame concrete beams also serve as the primary load-bearing beam structure for later anti-floating requirements. The main members and components of the rigid frame truss include upper and lower chords, webs, connecting plates, lifting point rings, support and adjustment steel legs, auxiliary connecting rods, and supporting components for pile locations. 2. Fabrication. Before fabrication, the positions of the piles are verified and the truss dimensions are adjusted. The side trusses are the primary load-bearing components. Connecting plates connect the upper and lower chords and webs to form trusses. The left and right trusses are then connected using connecting plates and connecting rods to form a spatial truss, meeting the required length, width, and height. Connections can be bolted, welded, or a combination of both. 3. Installation. The truss is transported to the designated location by boat and gradually lowered and adjusted into position using guide chains. Connecting high-strength anchor materials to the rigid frame system, or connecting rebar embedded in steel pipe piles to the rigid frame, facilitates reliable connection of the concrete beams to the pile-anchor system later. The rigid frame also forms the formwork framework for the grid beams. The rigid frame formwork is partially constructed of steel plates and partially of non-removal formwork. The upper and lower chords of the rigid frame are primarily load-bearing members made of angle steel and other shaped steel, while the web members utilize small angle steel and other shaped steel to support the overall load and also withstand the lateral loads of the internal concrete. Small angle steel is used at the bottom to ensure structural stability. Where the side forms need to connect with the later concrete, post-casting strips with mesh are used, eliminating the need for removal of formwork. Areas not requiring connection to the later concrete, such as the ends, can use either thin steel plates or non-removal formwork. Note: Where reliable connection with the surrounding concrete is required later, fish-scale mesh formwork, also known as post-casting strips with mesh, is used. The rigid frame utilizes a long-span truss structure, utilizing limited steel to achieve high bending resistance and reduce the difficulty of installation and fabrication.While casting in water presents various difficulties, such as erecting formwork, water also offers various advantages. For example, the temperature is relatively uniform, preventing large temperature rises or cracking caused by temperature drops. Due to the buoyancy of the water and lateral pressure, the concrete pouring load is greatly reduced, lowering the bearing capacity requirements for the rigid frame. Since the bottom and sides utilize non-removable formwork, both the bottom and sides can be supported by the underwater soil, further reducing requirements. Because the rigid frame is relatively independent of the surrounding area, the internal concrete pouring can better meet quality requirements. Furthermore, staged pouring can be used, allowing the lower layer of concrete to reach sufficient strength before serving as part of the load-bearing structure for later concrete. Debris within the rigid frame is cleared, and underwater, non-dispersed concrete is poured, forming a rigid frame concrete grid beam system. Thus, the pile-anchor-grid beam system forms the framework for the main temporary and permanent load-bearing system. Around the pile-anchor-grid beam system, a ship-mounted plate inserter continuously drives Larsen steel sheet piles and plastic steel retaining systems along the outer edges of the steel pipe piles. The steel sheet piles interlock with each other, with the pile bases driven below the cleared soil layer, and the pile tops ultimately cut to a depth of 50cm below the original riverbed elevation. Plastic steel profiles are driven at the ends, and high-pressure jet grouting is used to reinforce the bank slope, ensuring both support and the passage of the shield machine. Both Larsen steel sheet piles and plastic steel sheet piles serve as retaining walls. Because shield machines encounter high-strength and tough steel, the risks are significant. Cut and broken steel can damage the blades as it traverses the shield disc, preventing it from being expelled. Plastic steel, however, is a material with plastic properties. After being cut and pulverized by the shield blades, it can be expelled along with the mud and debris. Therefore, plastic steel can be used for temporary reinforcement in areas where the shield machine passes, rather than steel sheet piles. Steel or plastic can be used on both sides.

[0010] (4) Use suction dredgers, long-arm excavators, etc. to carry out silt removal within the enclosure, and use underwater depth sounding instruments and divers to conduct inspections and test the foundation; monitor the stability of the supports on both sides and in various parts during the excavation process, as well as the safety of surrounding buildings. During the excavation process, the steel sheet piles on both sides tend to deform and shift inward. Design an underwater 0-self-weight steel pipe support with symmetrical steel sheet piles on both sides. After the bottom cushion layer is completed, it can be evacuated. The 0-self-weight steel pipe support means that the gravity and buoyancy are equal. This method is also relatively easy to implement; or a support system composed of plastic steel;

[0011] (5) C20 underwater concrete is poured between the steel sheet piles, and C20 underwater concrete is poured on the top surface to reliably form a whole with the rigid skeleton grid beam; the quality of C20 underwater concrete pouring is achieved through two aspects. On the one hand, the underwater buried pipe method is used for construction, that is, the pipe is first lowered to the bottom of the water, and then a certain amount of concrete funnel is used to lower the concrete at one time to bury the pipe mouth in the concrete. The concrete that is lowered flows out from the pipe mouth to support the existing concrete surface to rise, thereby ensuring that only a small amount of concrete is in contact with the water body, and the rest of the concrete is not in contact with the water body as a whole, ensuring the quality of the concrete. As the thickness of the concrete increases, the concrete pipe mouth can be appropriately raised to ensure a certain burial depth; for large-area pouring, multiple feeding funnel mouths are used at the same time to ensure synchronous rising and relative flatness;

[0012] (6) Tie the cover plate reinforcement on the ground, transport it to the location using a floating raft, and lower it for installation;

[0013] (7) An underwater micro-expansion, non-dispersive self-leveling concrete cover plate is poured in the area surrounded by the fish-scale mesh of the grid beam. The cover plate concrete forms a reliable bite with the fish-scale mesh and the rigid skeleton to meet the shear resistance requirements;

[0014] (8) The concrete is equally strong. The lower concrete solves the problem of the shield section being soft at the top and hard at the bottom. The upper concrete plays a role in structural anti-floating. The concrete of a certain thickness on both sides meets the requirements of anti-seepage and stability, and basically meets the conditions for the shield machine to pass through.

[0015] (9) At a certain distance inside the two rows of steel sheet piles, grouting pipes are pre-buried at a certain interval at the bottom of the cushion layer. When the concrete reaches above 0.5MPa and below 2.0MPa, grouting reinforcement is carried out. Drilling, grouting reinforcement, and inspection are carried out to improve the integrity, anti-seepage safety, and reliability of the system; or drilling inspection and grouting reinforcement are carried out later.

[0016] Beneficial effects: The underwater pile-anchor-beam-slab-replacement concrete structure system and construction method of the present invention generally solve the temporary and permanent anti-floating problems in shallow and unfavorable geological conditions; the pile-anchor-beam-slab structure system forms a deep underwater foundation pit in a limited space, solves the problems of large-scale sloping, large-scale excavation and large-scale replacement underwater, and saves engineering volume; the pile-anchor-beam-slab structure system forms an effective vertical anchoring force, which can avoid the problem of temporary loading above the construction period; the designed rigid skeleton + fish-scale mesh formwork system solves the problem of casting underwater grid beam structure and the problem of reliable connection between grid beam and cover plate; the designed underwater zero-weight end water-filled or air-filled temporary support system, and the phased excavation and phased bottom cushion casting to form support, solve the problem of steel sheet pile support reliability; the pre-buried grouting reinforcement pipe at the bottom of the cushion can solve the problems of insufficient bottom cleaning and insufficient local anti-seepage, improve the reliability of the system, and also serve as a better inspection and examination for the entire system. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 Schematic diagram of the system of the present invention.

[0018] Figure 2 Schematic diagram of the cross section of the middle part of the river channel in the figure.

[0019] Figure 3 It is a schematic structural diagram of the transverse rigid skeleton in the present invention.

[0020] Figure 4 for Figure 3 Schematic diagram of the left side. DETAILED DESCRIPTION

[0021] The present invention will be further described below with reference to the accompanying drawings.

[0022] like Figures 1 to 4 As shown, the underwater shield anti-floating pile anchor-beam-slab structure system of the present invention includes first steel pipe piles located on both sides of the river. The first steel pipe piles are in double rows, and the double rows of steel pipe piles are connected into a whole by a connecting plate 2. C20 concrete 9 is poured in the steel pipe piles, and a pair of steel sheet piles are provided between the steel pipe piles on both sides. A series of second steel pipe piles are provided in sequence in the area surrounded by the pair of steel sheet piles. The second steel pipe piles are connected by a transverse rigid frame 5 and a longitudinal rigid frame 6. Anchor rods 8 and anchor pieces are inserted into the steel pipe piles, concrete 9 is poured in the transverse rigid frame 5 and the longitudinal rigid frame 6, and concrete 9 is poured between the steel sheet piles.

[0023] The construction method of the underwater shield anti-floating pile anchor-beam-slab structure system of the present invention comprises the following steps:

[0024] (1) Driving the first steel pipe piles 1 for retaining soil on both sides of the river channel in the shield tunneling area;

[0025] (2) Without interrupting water transport and river flooding, in accordance with the construction drawings, the second steel pipe pile 4 is driven into place at a suitable location, high-strength anchor bars are anchored into the rock or soil inside the second steel pipe pile 4, and micro-expansive concrete 9 is poured into the steel pipe pile to achieve rock or soil-pile-anchor bar integration;

[0026] (3) For the shield area, between the second steel pipe piles 4 on both sides of the tunnel, dredging and soil removal are carried out on the riverbed to achieve a reliable bearing layer, such as hard soil layer, weakly weathered layer, slightly weathered layer, etc. A water-flushing mud pump or auger can be used to loosen the soil on the riverbed, mix it with water to form mud, and suck it into the pump body through the mud suction pipe and discharge it to the mud discharge area through the mud discharge pipe;

[0027] (4) Flanges, stiffening plates or supporting poles are installed on the sides around the top of the pile. The length of the legs of the transverse rigid frame 5 is roughly adjusted, and small and precise leveling is achieved through thin steel plates. An appropriate amount of silt is cleaned around to provide space for the rigid frame to be in place. Then the rigid frame grid is in place. The main load-bearing components of the upper and lower chords of the rigid frame are made of angle steel 11 and other steel sections, and the web members are made of small angle steel and other steel sections to play an overall load-bearing role and at the same time bear the lateral load of the internal concrete 9. Small angle steel is used at the bottom to meet the structural stability requirements. The side formwork needs to be combined with the later concrete 9. The part with a post-cast strip is used to close the mesh and the formwork does not need to be removed. The parts such as the ends that are not combined with the later concrete 9 can use thin steel plates or non-removal formwork. Design and construction method of rigid frame concrete 9 beam: 1. Design. The rigid frame is different from conventional reinforced concrete structures. It serves as both the formwork support for the beam structure and the reinforcement and tensile resistance of the beams. Therefore, the rigid frame is designed as a spatial truss capable of meeting construction load requirements. The rigid frame concrete beams also serve as the primary load-bearing beam structure for later anti-floating requirements. The main members and components of the rigid frame truss include upper and lower chords, webs, connecting plates, lifting point rings, support and adjustment steel legs, auxiliary connecting rods, and supporting components for pile locations. 2. Fabrication. Before fabrication, the positions of the piles are verified and the truss dimensions are adjusted. The side trusses are the primary load-bearing components. Connecting plates connect the upper and lower chords and webs to form trusses. The left and right trusses are then connected by connecting plates and connecting rods to form a spatial truss, meeting the required length, width, and height. Connections can be bolted, welded, or a combination of both. 3. Installation. The truss is transported to the designated location by boat and gradually lowered and adjusted into position using guide chains. Connecting high-strength anchor rods (8) to the rigid frame system, or connecting rebar embedded in steel pipe piles to the rigid frame, ensures reliable connection between the concrete beam (9) and the pile-anchor system. The rigid frame also forms the formwork framework for the grid beam. The rigid frame formwork is partially constructed of steel plate and partially of non-removable formwork. The upper and lower chords of the rigid frame are primarily load-bearing components, using angle steel and other shaped steel. The web members, using small angle steel and other shaped steel, provide overall load-bearing support and also withstand the lateral loads of the internal concrete (9). Small angle steel is used at the bottom to ensure structural stability. Side forms that require connection to the later concrete (9) utilize post-casting mesh with non-removable formwork. Areas not requiring connection to the later concrete (9), such as the ends, can utilize thin steel plates or non-removable formwork. Note: Fish-scale mesh formwork (12), also known as post-casting mesh with non-removable formwork, is used for areas requiring reliable connection to the surrounding concrete (9). The rigid frame utilizes a long-span truss structure, utilizing limited steel resources to achieve high bending resistance and reduce the difficulty of installation and fabrication.There are various difficulties in casting in water, such as setting up formwork, but there are various advantages in water. For example, the temperature is relatively uniform, which will not cause a large temperature rise or cracking due to temperature drop. Due to the buoyancy of water and the lateral pressure, the pouring load of concrete 9 is greatly reduced, and the bearing capacity requirements of the rigid skeleton are reduced; since the bottom and sides are made of non-removal formwork, the bottom and sides can be supported by the soil in the water, which further reduces the requirements; since the rigid skeleton is relatively independent of the surrounding area, the internal concrete 9 pouring can better meet the quality requirements; and the pouring can be carried out in stages, so that the lower layer of concrete 9 can serve as part of the bearing structure of the later concrete 9 after the strength is reached.

[0028] (5) Clean the debris inside the rigid skeleton and pour underwater non-dispersible concrete 9 to form a rigid skeleton concrete 9 grid beam system. At this point, the pile-anchor-grid beam system forms the main temporary and permanent force system framework;

[0029] (6) Around the pile anchor-grid beam system, a ship-borne plate inserter is used to continuously insert Larsen steel sheet piles 3 and plastic steel retaining systems along the outer edge of the steel pipe piles. The steel sheet piles are interlocked with each other, and the pile bottoms are driven below the cleaned soil layer. The pile tops are finally cut and retained 50cm below the original riverbed elevation. Among them, the ends are inserted with plastic steel profile plates and high-pressure rotary grouting foundation reinforcement to support the bank slope, so as to achieve the purpose of support and shield machine passage. Larsen steel sheet piles 3 and plastic steel sheet piles both play a retaining role. Since the shield machine encounters a material with high strength and toughness such as steel, the risk is very high. The cut and broken steel will damage the blades on the shield plate and cannot be discharged. Plastic steel is actually a material with plastic properties. After being cut and crushed by the shield blade, it can be discharged together with mud and slag. Therefore, plastic steel can be used for temporary reinforcement in the places where the shield machine passes, and steel sheet piles 3 cannot be used. Steel or plastic materials can be used on both sides.

[0030] (7) C20 underwater concrete 9 is poured between two rows of steel sheet piles. The quality of underwater concrete 9 pouring is achieved through two aspects. On the one hand, the underwater buried pipe method is used for construction, that is, the pipe is first lowered to the bottom of the water, and then a certain amount of concrete 9 funnel is used to lower the concrete 9 at one time to bury the pipe mouth in the concrete 9. The concrete 9 that is lowered then flows out from the pipe mouth to support the existing concrete 9 surface and rise, thereby ensuring that only a small amount of concrete 9 is in contact with the water body, and the rest of the concrete 9 is not in contact with the water body as a whole, thereby ensuring the quality of concrete 9. As the thickness of concrete 9 increases, the concrete 9 pipe mouth can be appropriately raised to ensure a certain burial depth; for large-area pouring, multiple feeding funnel mouths are used at the same time to ensure synchronous rising and relative flatness;

[0031] (8) Tie up the 10 reinforcements for the installation cover plate on the ground, use a floating raft to transport it to the location and lower it for installation;

[0032] (9) Pour underwater micro-expansion non-dispersive self-leveling concrete 9 cover plate 10 in the area surrounded by the grid beam fish scale mesh. The cover plate 10 concrete 9 forms a reliable bite with the fish scale mesh and the rigid skeleton to meet the shear resistance requirements;

[0033] (10) The concrete 9 is of equal strength. The lower concrete 9 solves the problem of the shield section being soft at the top and hard at the bottom. The upper concrete 9 plays a role in structural anti-floating. The concrete 9 of a certain thickness on both sides meets the requirements of anti-seepage and stability, and basically meets the conditions for the shield machine to pass through.

[0034] (11) At a certain distance inside the two rows of steel sheet piles 3, grouting pipes are pre-buried at a certain interval at the bottom of the cushion layer. When the concrete 9 reaches above 0.5 MPa and below 2.0 MPa, grouting reinforcement is carried out. Drilling, grouting reinforcement, and inspection are carried out to improve the integrity, anti-seepage safety, and reliability of the system; or drilling inspection and grouting reinforcement are carried out later.

[0035] The above is only a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the principles of the present invention. These improvements and modifications should also be regarded as the scope of protection of the present invention.

Claims

1. A construction method for an underwater anti-floating pile anchor-beam-slab structure system, wherein the underwater anti-floating pile anchor-beam-slab structure system is characterized by: The method comprises first steel pipe piles located on both sides of the river, the first steel pipe piles are arranged in double rows, the double rows of steel pipe piles are connected into a whole by connecting plates, C20 concrete is poured in the first steel pipe piles, a pair of steel sheet piles are provided between the steel pipe piles on both sides, a series of second steel pipe piles are sequentially provided in the area surrounded by the pair of steel sheet piles, the second steel pipe piles are connected by a transverse rigid frame and a longitudinal rigid frame, anchor rods and anchor pieces are inserted into the second steel pipe piles, concrete is poured in the transverse rigid frame and the longitudinal rigid frame, and concrete is poured between the steel sheet piles. The method is characterized in that it comprises the following steps: (1) Driving the first steel pipe piles for retaining soil on both sides of the river channel in the shield tunneling area; (2) Without interrupting water transport and river flooding, according to the construction drawings, the second steel pipe pile is driven into the appropriate position, high-strength anchor bars are anchored into the rock or soil in the second steel pipe pile, and micro-expansion concrete is poured into the second steel pipe pile to achieve rock or soil-pile-anchor bar integration; (3) Install flanges, stiffening plates or supporting poles on the sides around the top of the second steel pipe pile to level the transverse rigid frame. After the transverse rigid frame is in place, connect the high-strength anchor bars to the longitudinal rigid frame system. The longitudinal rigid frame is connected through the reserved connectors of the transverse rigid frame. (4) Clean the debris inside the rigid skeleton and pour underwater non-dispersible concrete C30 in one go or in batches to form a rigid skeleton concrete grid beam system; the tops of the two rows of second steel pipe piles are respectively constrained by the longitudinal rigid skeleton beams to form a reliable underwater foundation pit support system; (5) Around the pile anchor-grid beam system, Larsen steel sheet piles are continuously inserted along the outer edge of the steel pipe piles using a ship-borne plate inserter. The steel sheet piles are interlocked with each other, and the pile tops are finally cut to retain 50 cm below the original riverbed elevation. In the shield area, dredging and soil removal are carried out on the riverbed between the steel sheet piles on both sides of the tunnel to achieve a reliable bearing layer; (6) C20 underwater concrete is poured between the steel sheet piles on both sides, and C20 underwater concrete is poured on the top surface to reliably form a whole with the rigid skeleton grid beam; (7) Tie the cover plate reinforcement on the ground, use a floating raft to transport it down and install it on the top of the rigid frame; (8) Pour underwater slightly expanding non-dispersing self-leveling concrete cover slab in the area surrounded by the rigid frame.

2. The construction method of the underwater anti-floating pile anchor-beam-slab structure system according to claim 1 is characterized by: The rigid frame comprises a frame made of section steel, and a water-stop fish-scale mesh template is installed on the side wall of the frame.

3. The construction method of the underwater anti-floating pile anchor-beam-slab structure system according to claim 1 is characterized by: The high-strength anchor bars are high-strength threaded steel anchor rods or prestressed anchor cables.

Images