Steel pipe pile lock catch cofferdam leaking stoppage system in large tidal range marine environment and construction method

Abstract

The invention relates to a large tidal range marine environment steel pipe pile lock catch cofferdam leaking stoppage system and a construction method. The construction method comprises the following construction steps that S1, measurement and positioning are conducted; s2, inserting and hitting a steel casing and designing a cofferdam; s3, digging a guide hole; s4, lock catch steel pipe piles are manufactured; s5, lock catch pretreatment; s6, hole guiding concrete is poured; s7, lock catch steel pipe piles are inserted and driven; s8, the enclosing purlin is put down; s9, mounting a counter-pull leakage-proof device; s10, pouring concrete in the pile; s11, pumping water in the cofferdam; s12, desilting is conducted in the cofferdam; s13, the enclosing purlin lowering device is dismantled; s14, the steel casing is dismantled; s15, pouring a bearing platform; and S16, the cofferdam is dismantled. Through the design of the lock catch type steel pipe pile, lock catches are tightly connected, and water leakage is effectively prevented; in a high-tidal-range environment, a counter-pull leakage-proof device is adopted to push a steel strand to contract inwards through a hydraulic rod, the cofferdam is hooped, lock catch gaps are reduced, and the sealing performance of the cofferdam is further enhanced; and the design of three layers of enclosing purlins is adopted, so that the overall stability of the cofferdam in a high-tidal-range environment is ensured.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge construction, and in particular relates to a steel pipe pile locking cofferdam plugging system for a large tidal range marine environment and a construction method. Background Art

[0002] When constructing marine engineering infrastructure such as bridges in a large tidal range marine environment, the traditional steel pipe pile cofferdam construction method still has its own advantages to a certain extent. For example, it uses the high strength and good corrosion resistance of steel pipe piles to provide certain support and containment in the marine environment, creating a relatively stable working space for the construction area. At the same time, the reusability of steel pipe piles also makes it competitive in terms of economy, especially in some small or short-term marine engineering projects, which can effectively reduce material costs. However, despite the above advantages of the traditional steel pipe pile cofferdam construction method, it still has many shortcomings in a large tidal range marine environment. The sealing of the traditional cofferdam is poor, and the connection between the lock buckles is difficult to ensure complete sealing, which is prone to water leakage, which not only affects the construction environment in the cofferdam, but also may cause the stability of the cofferdam structure to decrease and increase the construction risk. In a large tidal range environment, the tidal fluctuation is large, and the water flow is complex and strong. When facing such a strong water flow, the traditional cofferdam is prone to gaps at the lock buckle, resulting in water leakage, and may even cause the overall structure of the cofferdam to deform or damage. In addition, the supporting structure of traditional cofferdams is often not stable enough to effectively resist the impact of tides and water currents, which can easily cause the cofferdam to tilt or shift, thereby affecting the construction quality and safety. In traditional construction methods, the process of inserting and driving steel pipe piles is relatively complicated, and requires multiple adjustments and corrections, resulting in low construction efficiency. In addition, the assembly and dismantling process of the cofferdam is also relatively cumbersome, which increases construction time and cost. Traditional construction methods may generate a large amount of wastewater and waste residue during the construction process, causing pollution to the marine ecological environment. At the same time, construction noise may also interfere with marine life, affecting their normal life and reproduction. Therefore, there is an urgent need in the prior art for a steel pipe pile lock cofferdam plugging system and construction method that can effectively solve problems such as sealing, tidal resistance, and structural stability in a large tidal range marine environment, so as to improve construction efficiency, reduce construction risks, and reduce the impact on the marine environment. Summary of the invention

[0003] In order to overcome the technical problems in the prior art, the present invention provides a steel pipe pile locking cofferdam plugging system and a construction method for a large tidal range marine environment.

[0004] The invention discloses a steel pipe pile locking cofferdam plugging system and a construction method for a large tidal range marine environment, comprising the following steps:

[0005] S1. Measurement and positioning;

[0006] S2, steel casing insertion and cofferdam design;

[0007] S3, digging the lead hole;

[0008] S4, production of locking steel pipe piles;

[0009] S5, lock pretreatment;

[0010] S6, pouring the lead hole concrete;

[0011] S7, insert and drive locking steel pipe piles;

[0012] S8, lower the purlin;

[0013] S9. Install the anti-leakage device;

[0014] S10, pouring concrete in piles;

[0015] S11, pumping water from the cofferdam;

[0016] S12, silt removal inside the cofferdam;

[0017] S13, dismantle the purlin lowering device;

[0018] S14, steel casing removal;

[0019] S15, pouring of foundation cap;

[0020] S16. Cofferdam removal.

[0021] Preferably, in step S2, the steel casing includes a main casing and a corner casing, and the main casing and the corner casing are driven into the soil according to predetermined positions; a steel equipment platform is welded above the steel casing, the steel casings located at the four corner positions are corner casings, and the remaining steel casings are main casings; the equipment platform on the main casing is cantilevered in the direction of the outer cofferdam to form a cantilevered platform; the equipment platform is used to place a purlin lowering device, and the cantilevered platform is used to place a reverse pull leak prevention device;

[0022] A support rod is provided under the cantilever platform, which is welded to the outside of the main casing to provide support for the cantilever platform; a guide rail is welded to the outside of the main casing, and three movable brackets are arranged on the guide rail, and the movable brackets can move vertically; a removal bracket is provided on the outside of the corner casing, and the removal bracket includes a cross bar and a second diagonal bar, and the cross bar and the second diagonal bar are hinged to the angle steel welded on the outside of the corner casing by bolts, and the connection between the cross bar and the second diagonal bar is connected by a latch;

[0023] The cofferdam is formed by merging steel pipe piles. The steel pipe piles include pile bodies and lock buckles. The lock buckles include left lock buckles and right lock buckles. The left lock buckle and the right lock buckle are respectively arranged on two adjacent pile bodies. The left lock buckle and the right lock buckle are buckled with each other to achieve locking. All steel pipe piles are divided into four steel pipe pile groups. The steel pipe piles at both ends of each steel pipe pile group are reverse-tension steel pipe piles. The outer side of the reverse-tension steel pipe piles is welded with a steering device for steering the steel strand. The reverse-tension steel pipe piles are located in the middle of each direction of the cofferdam, and the steering device is located below the cantilever platform.

[0024] The steering device consists of a shaft, a sleeve and a baffle. One end of the shaft is welded to the outside of the steel pipe pile, and the other end is welded with a baffle. The sleeve is wrapped around the outside of the shaft, and steel balls are distributed between the sleeve and the shaft to ensure that the sleeve can rotate around the shaft, thereby reducing the friction between the steel strand and the anti-pull device.

[0025] Preferably, in step S4, a pilot hole is first excavated on the seabed by a rotary drilling rig; the pilot hole on the pier side uses the pier as a construction platform, and the pilot hole on the side without the pier uses a floating vessel as a construction platform.

[0026] Preferably, the specific method of step S5 is as follows: evenly apply water-stop glue on the inner contact surface of the lock buckle, and use a scraper to scrape the water-stop glue flat, wherein wood chips and water-swelling rubber are mixed in the water-stop glue; the steel pipe piles are tightly connected by the lock buckle to form a cofferdam structure, and the water-swelling rubber is filled in the gap of the lock buckle, and expands when exposed to water to form a sealing effect;

[0027] In step S6, when pouring the lead hole concrete, the lead hole is first cleaned by using the air lift reverse circulation method, and then C25 underwater concrete is poured to the top of the lead hole in the position of the first inserted lead hole, and the subsequent lead holes are poured in sequence.

[0028] Preferably, the specific method of step S7 is as follows: a guide device is welded on the supporting casing of the pier, and steel pipe piles are driven in before the concrete in the guide hole begins to set, and subsequent steel pipe piles are driven in sequence until the steel pipe piles are connected; when the steel pipe piles are driven in, ensure that the lock gap is not greater than 0.5 mm; and use plugging materials to plug the lock connection.

[0029] Preferably, in step S8, the purlin is lowered layer by layer, and the specific method is: first install the purlin lowering device, and then lower the first layer purlin, the second layer purlin and the third layer purlin in sequence; wherein the purlin is divided into three layers at the top, the middle and the bottom, namely the first layer purlin, the second layer purlin and the third layer purlin, and each layer of purlin is composed of horizontal braces, diagonal braces and vertical braces, and the vertical braces are arranged between two adjacent layers of horizontal braces;

[0030] The purlin lowering device is composed of a hydraulic through-hole jack, a fine-rolled threaded steel bar, a support frame, and two upper and lower limit bolts; the fine-rolled threaded steel bar successively passes through the top of the support frame, the hydraulic through-hole jack, the equipment platform, and the three movable brackets on the guide rail, and the three movable brackets are the first movable bracket, the second movable bracket, and the third movable bracket from bottom to top. The movable brackets and the fine-rolled threaded steel bar are connected by bolts; first assemble a layer of purlins, and when assembling, insert the pins, the cross bar and the second diagonal bar The connection point is supported and the unloading corbel is lifted, the limit bolts are loosened, and the hydraulic through-hole jack is started. The hydraulic through-hole jack lifts the fine-rolled threaded steel bar and lifts the first movable corbel to the construction height so that the top of the first movable corbel is consistent with the elevation of the unloading corbel; then the limit bolts are tightened, the horizontal brace is hoisted on the first movable corbel, and the four horizontal braces are connected with bolts to form a square frame structure, and then the diagonal brace is connected with the horizontal brace, and a vertical brace is added above the horizontal brace, thereby completing the assembly of the first layer of perimeter purlins;

[0031] When the first layer of purlin is installed, loosen the limit bolts, start the hydraulic through-hole jack, lift the fine-rolled threaded steel bar with the jack, lift the movable corbel, and make it effortless to remove the corbel, then remove the latch on the removed corbel so that the crossbar and the second diagonal bar of the removed corbel lose support and automatically fall, then loosen the limit bolts, start the purlin lowering device, and lower the movable corbel along the guide rail;

[0032] After the lowering of the first-floor purlin is completed, the second movable corbel is made to reach the construction height. When the second movable corbel is at the construction height, the top of the second movable corbel is consistent with the elevation of the removed corbel; then the second-floor purlin is installed on the four second movable corbels, and the second-floor purlin is lowered by using the purlin lowering device; after the installation of the second-floor purlin is completed, the third movable corbel is made to reach the construction height. When the third movable corbel is at the construction height, the top of the third movable corbel is consistent with the elevation of the removed corbel, then the third-floor purlin is installed on the third movable corbel, and finally lowered to the design height.

[0033] Preferably, the specific method of step S9 is as follows: when installing the reverse-pull leak-proof device, first construct a cantilever platform outward on the equipment platform above the positive casing, and install the reverse-pull leak-proof device above the cantilever platform. Four reverse-pull leak-proof devices are respectively installed on the cantilever platforms above the four positive casings. The reverse-pull leak-proof device consists of a hydraulic base, a hydraulic rod, a reverse-pull block, an anchor and a steel strand; the hydraulic rod is arranged on the hydraulic base, and the hydraulic base is used to drive the hydraulic rod to push upward, and the reverse-pull block is placed above the hydraulic rod. The steel strands are arranged symmetrically around the outside of the steel pipe pile group, and there are four steel strands in total; first, one end of the steel strand is anchored on the anti-pull block with an anchor, and then the steel strand passes through the anti-pull block and comes to the outside of the anti-pull steel pipe pile, the steel strand bypasses the anti-pull steering device and horizontally bypasses the cofferdam corner to the anti-pull steering device on the other side of the steel pipe pile group, and then bypasses the shaft of the steering device and passes upward through the anti-pull block on another anti-pull leak-proof device, and the other end of the steel strand is anchored by the anchor; the remaining steel strands are installed in sequence according to the above method;

[0034] The hydraulic rod is operated to rise upward. When the hydraulic rod is raised, it pushes the anti-pull block and the two ends of the steel strand anchored on the anti-pull block to move upward. The upward force is converted into an inward contraction force of the steel strand through the anti-pull steering device. The steel strand applies a tightening force to the steel pipe pile, thereby tightening the steel pipe pile and reducing the gap between the locks.

[0035] Preferably, the specific method of step S10 is as follows: after the concrete in the bottom lead hole has been cured for 1 day, a rotary drill is used to drill a hole in the steel pipe pile, the bottom elevation of the hole is 1.5m lower than the bottom of the steel pipe pile, and concrete piles are poured in the steel pipe pile in sequence; the amount of concrete poured in the reverse pull steel pipe pile is greater than the amount of concrete poured in the other steel pipe piles;

[0036] The specific method of step S11 is as follows: during the pumping process, as the water level in the cofferdam drops, the construction workers weld support brackets inside the cofferdam, the support brackets are welded to the lower side of each layer of horizontal braces, and are welded sequentially from top to bottom, and the support brackets provide pre-support for each layer of horizontal braces on the purlin;

[0037] The specific method of step S13 is as follows: after the pumping is completed, the dismantling and dredging of the purlin lowering device are carried out simultaneously. After loosening the limit bolts, the support frame and the hydraulic through-hole jack are removed in turn. When removing the fine-rolled threaded steel bars, it is necessary to loosen the bolts at the connection points of each set of movable corbels connected in series simultaneously and pull them out from the equipment platform above. After the purlin lowering device is removed, an up and down escalator is installed inside the cofferdam.

[0038] Preferably, the specific method of step S15 is as follows: before the formal pouring of the cap, it is necessary to pour bottom concrete for bottom construction. After the bottom concrete reaches the design strength, the cap is poured. During pouring, the pile head is cleaned first, and then the steel bars are tied and the first layer of cap concrete is poured; after the first layer of cap reaches the design strength, the first layer of surrounding purlins is cut off, and then the second layer of cap steel bars are tied and the second layer of cap concrete is poured; then the second layer of surrounding purlins is cut off, the third layer of cap steel bars are tied and the second layer of cap is poured; finally, the third layer of surrounding purlins is cut off.

[0039] The steel pipe pile locking cofferdam plugging system for large tidal range marine environment is constructed by the construction method of the steel pipe pile locking cofferdam plugging system for large tidal range marine environment.

[0040] Beneficial effects of the present invention:

[0041] 1) Through the design of the lock-type steel pipe pile, the locks are tightly connected, and water-stop glue is applied to the inside of the lock, mixed with wood chips and water-swelling rubber to ensure the sealing of the lock gap and effectively prevent water leakage.

[0042] 2) In a high tidal range environment, a reverse pull leak prevention device is used to push the steel strands inward through hydraulic rods to tighten the cofferdam, reduce the gap between the lock buckles, further enhance the sealing of the cofferdam, and prevent water leakage caused by tidal changes.

[0043] 3) A three-layer purlin design is adopted. Each layer of purlin is composed of horizontal braces, diagonal braces and vertical braces. They are lowered layer by layer through hydraulic through-hole jacks and precision-rolled rebar to ensure the overall stability of the cofferdam in a high tidal range environment.

[0044] 4) Use a rotary drilling rig to dig a pilot hole on the seabed to reduce the resistance when driving the steel pipe pile and improve the driving efficiency. At the same time, the concrete pouring in the pilot hole and the driving of the steel pipe pile are carried out simultaneously to ensure the stability of the steel pipe pile in the riverbed.

[0045] 5) Through effective plugging measures and sealing design, the pollution to the marine environment during the construction process can be reduced. At the same time, reasonable construction process and equipment use can reduce construction noise and interference with the marine ecology. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] Figure 1 It is the construction flow chart of the present invention;

[0047] Figure 2 This is a schematic diagram of the appearance of the present invention;

[0048] Figure 3 A top view of the steel pipe pile cofferdam of the present invention;

[0049] Figure 4 is a cross-sectional view of the lock buckle of the present invention;

[0050] Figure 5 This is a schematic diagram of lowering the purlin of the present invention;

[0051] Figure 6 This is a schematic diagram of the reverse pull leak prevention device of the present invention;

[0052] Figure 7 It is a cross-sectional schematic diagram of the anti-pull steering device of the present invention;

[0053] Figure 8 This is a schematic diagram of the present invention's unloading of the corbel;

[0054] In the figure: 1. Steel pipe pile; 2. Steel strand; 3. Steering device; 4. Corner casing; 5. Equipment platform; 6. Purlin lowering device; 7. Anti-pull leakage prevention device; 8. Diagonal rod; 9. Purlin; 10. Cantilever platform; 11. Positive casing; 12. Anti-pull steel pipe pile; 13. Anti-pull block; 14. Hydraulic rod; 15. Hydraulic base; 16. Guide rail; 17. Vertical support; 18. Anchor; 19. First movable corbel; 20. Second movable corbel; 21. Third movable corbel; 22. Finished rolled threaded steel; 23. Horizontal support; 24. Lock; 25 Pile body; 26. Unloading Corbel; 27. Movable corbel; 28. Diagonal brace; 29. ​​Baffle; 30. Sleeve; 31. Axle; 32. Steel ball; 33. Left lock buckle; 34. Right lock buckle; 35. Water-stop glue; 36. Gap; 37. Inner contact surface; 38. Sawdust and water-swellable rubber; 39. Limit bolt; 40. Hydraulic through-hole jack; 41. Three-layer purlin; 42. Second-layer purlin; 43. First-layer purlin; 44. Bolt; 45. Angle steel; 46. Crossbar; 47. Latch; 48. Second diagonal bar; 49. Support frame; 50. Trestle; 51. Support casing; 52. Guide device. DETAILED DESCRIPTION

[0055] The present invention is further described below in conjunction with the embodiments. The following embodiments are only used to help understand the present invention. It should be noted that, for ordinary persons in the art, the present invention can be modified in several ways without departing from the principles of the present invention, and these improvements and modifications also fall within the scope of protection of the claims of the present invention.

[0056] Embodiment 1:

[0057] like Figure 1 As shown, a large tidal range marine environment steel pipe pile locking cofferdam plugging system and construction method comprises the following steps:

[0058] S1. Measurement and positioning;

[0059] S2. Insert steel casing and design cofferdam;

[0060] S3, digging the lead hole;

[0061] S4, production of locking steel pipe piles;

[0062] S5, lock pretreatment;

[0063] S6, pouring the lead hole concrete;

[0064] S7, insert and drive locking steel pipe piles;

[0065] S8, lower the purlin;

[0066] S9. Install the anti-leakage device;

[0067] S10, pouring concrete in piles;

[0068] S11, pumping water from the cofferdam;

[0069] S12, silt removal inside the cofferdam;

[0070] S13, dismantle the purlin lowering device;

[0071] S14, steel casing removal;

[0072] S15, pouring of foundation cap;

[0073] S16. Cofferdam removal.

[0074] Embodiment 2:

[0075] like Figure 2 and Figure 3 As shown, the specific method of step S1 is as follows: the actual hydrological environment and conditions of the steel cofferdam should be accurately measured and observed in the early stage of design, so as to reasonably plan the size, shape and size of each steel pipe pile 1 of the cofferdam according to the above data, construction drawings and various mechanical and strength requirements, and provide reference for the design of the subsequent steel pipe pile lock cofferdam, and reasonably plan the site according to these data, and set up the construction pretreatment trestle 50 and the steel casing insertion platform. It is necessary to set up a real-time monitoring device on the construction trestle 50 to monitor the tidal changes, wave conditions and water flow data of the construction area. Under the large tidal range environment, the tidal fluctuation amplitude is large and the wave action is complex, so as to ensure the stability of the construction platform and the working state of the cofferdam at work and the safety of the construction personnel at construction. In the large tidal range marine environment, the stability of the construction platform is crucial. It is necessary to carry out detailed design of the structure of the construction platform to ensure that it can withstand the combined effects of tides, waves and water flow. The construction platform should adopt sufficient supporting structure and be fixed by anchoring to prevent displacement or tilting during measurement and subsequent construction. According to the design data of the foundation and the on-site observation data, the lowering position of the cofferdam and the insertion positions of the corner casing 4 and the main casing 11 are planned on site.

[0076] Embodiment three:

[0077] like Figure 2 and Figure 3 As shown, the specific method of step S2 is as follows: according to the data obtained by measurement and the layout positioning, the steel casing is inserted in the construction site. The steel casing includes a main casing 11 and a corner casing 4. The main casing 11 and the corner casing 4 are inserted into the soil according to the predetermined position by the hydraulic impact method. The verticality of the casing must be strictly guaranteed during the insertion process. The steel casing is arranged inside the cofferdam to provide a reference point for subsequent construction. A steel equipment platform 5 is welded on the top of the steel casing to classify the steel casing. The steel casings located at the four corner positions are corner casings 4, and the remaining steel casings are main casings 11. The equipment platform 5 on the main casing 11 is cantilevered in the direction of the outer cofferdam to form a cantilevered platform 10. The equipment platform 5 is used to place the purlin lowering device 6, and the cantilevered platform 10 is placed with a reverse pull anti-leakage device 7.

[0078] Embodiment 4:

[0079] like Figure 2 and Figure 3 As shown, in step S2, a support rod is provided below the cantilever platform 10, and the support rod is welded to the outside of the main casing 11 to provide support for the cantilever platform 10. In addition, a guide rail 16 is welded to the outside of the main casing 11, and three movable brackets 27 are arranged on the guide rail 16. The movable brackets 27 are steel brackets, and the movable brackets 27 can move vertically; a discharge bracket 26 is arranged on the outside of the corner casing 4, and the discharge bracket 26 is composed of a cross bar 46 and a second diagonal bar 48. The cross bar 46 and the second diagonal bar 48 are both hinged to the angle steel 45 welded to the outside of the corner casing 4 by bolts 44, and the connection between the cross bar 46 and the second diagonal bar 48 is connected by a latch 47. The guide rail 16, the movable bracket 27 and the discharge bracket 26 are all used for the subsequent lowering of the surrounding purlin 9.

[0080] Embodiment five:

[0081] like Figure 2 and Figure 3As shown, in step S2, the locking steel pipe pile cofferdam is designed according to the data obtained by measurement. The cofferdam is formed by the merging of steel pipe piles 1 one by one. It is necessary to carry out reasonable size design and material selection according to the data measured on site. The steel pipe pile 1 is composed of a pile body 25 and a locking buckle 24. The locking buckle 24 is used to connect two adjacent pile bodies 25. The locking buckle 24 includes a left locking buckle 33 and a right locking buckle 34. The left locking buckle 33 and the right locking buckle 34 are respectively arranged on two adjacent pile bodies 25. The left locking buckle 33 and the right locking buckle 34 are buckled with each other to achieve locking, so as to ensure that each steel pipe pile 1 is connected to each other without generating excessive gaps; all the steel pipe piles 1 are divided into four steel pipe pile groups, and the steel pipe piles 1 at both ends of each steel pipe pile group are reverse pull steel pipe piles 12. The outer side of the reverse pull steel pipe pile 12 is welded with a steering device 3 for steering the steel strand 2. The reverse pull steel pipe pile 12 is located in the middle position of each direction of the cofferdam, and the steering device 3 is located below the cantilever platform 10.

[0082] Embodiment six:

[0083] like Figure 2 and Figure 3 As shown, the specific method of step S3 is as follows: in the face of a large tidal range environment, in order to ensure the smooth insertion and driving of the steel pipe pile 1 and the work efficiency, a guide hole is first dug on the seabed by a rotary drilling rig, and the rotary drilling rig cuts the soil to form a hole through the rotation of its drill rod and drill bit and the action of gravity, so as to reduce the resistance when the steel pipe pile 1 is inserted and provide convenient conditions for the subsequent insertion and driving of the steel pipe pile 1. The guide hole on the side of the pier 50 uses the pier 50 as a construction platform, and the guide hole on the side without the pier 50 uses a floating ship as a construction platform.

[0084] Embodiment seven:

[0085] In step S3, before drilling, the rotary drilling rig first levels the island construction plane, measures the elevation of the drilling pile position and the center line of the drilling hole, uses an excavator to excavate the drilling hole position and backfill loess to facilitate the riser and rotary drilling; the excavation size is 75cm on each side of the center line of the drilling hole, and the depth is 2m. After the loess filling is completed, the rotary drilling site is leveled again, and the drilling point of the rotary drilling rig is arranged according to the drill bit diameter; before drilling, the elevation is measured with a level to provide the drilling depth data to the rotary drilling rig. Using the skip hole drilling method, when the steel sheet pile encounters pebbles, conglomerates and muddy sandstones with larger diameters when driving, it cannot be driven to the required depth of the design. The steel sheet pile driving construction needs to use a rotary drilling rig to drill the hole.

[0086] Embodiment eight:

[0087] like Figure 2 , Figure 3 , Figure 7As shown, in step S4, the steel pipe pile 1 is divided into an ordinary steel pipe pile and a reverse pull steel pipe pile 12. The ordinary steel pipe pile is composed of a pile body 25 and a lock buckle, and the lock buckle is symmetrically distributed on both sides of the pile body 25. The reverse pull steel pipe pile 12 is based on the ordinary steel pipe pile, and a steering device 3 is welded on the outside thereof. The steering device 3 is composed of a shaft body 31, a sleeve 30 and a baffle 29. One end of the shaft body 31 is welded to the outside of the steel pipe pile, and the other end is welded with a baffle 29. The sleeve 30 is wrapped around the outside of the shaft body 31. Steel balls 32 are distributed between the sleeve 30 and the shaft body 31 to ensure that the sleeve 30 can rotate around the shaft body 31, thereby reducing the friction between the steel strand 2 and the reverse pull device. The baffle 29 provides a limiting effect for the steel strand 2, so that the steel strand 2 is always close to the cofferdam and the reverse pull steering device 3. The function of the steering device 3 is to make the steel strand 2 horizontally wrapped around the outside of the cofferdam turn, so as to change the direction of the force applied by the anti-leakage device 7, thereby tightening the cofferdam and reducing the gap in the lock buckle.

[0088] Embodiment nine:

[0089] In step S4, when the length of the steel pipe pile 1 is insufficient, it can be welded and extended on the construction trestle 50 by butt splicing and groove welding, and multiple stiffening steel plates are welded at the weld to ensure the strength of the weld.

[0090] Embodiment ten:

[0091] like Figures 1 to 4 As shown, in step S5, before the steel pipe pile 1 is driven, the lock buckle 24 of the steel pipe to be driven is pretreated. First, the inner contact surface 37 of the lock buckle 24 is evenly coated with water-stop glue 35, the coating thickness is not less than the design value, and the water-stop glue 35 is scraped flat with a scraper. The water-stop glue 35 is mixed with wood chips and water-swelling rubber 38. The water-stop glue 35 ensures the tight fit of the lock buckle 24, and the wood chips and water-swelling rubber 38 further reduce the gap in the gap 36 of the lock buckle 24. The steel pipe pile 1 is tightly connected by the lock buckle 24 to form a cofferdam structure, and the water-swelling rubber is filled in the gap 36 of the lock buckle 24. After contacting water, it expands to form a sealing effect to prevent water leakage. The construction process includes installing the lock buckle steel pipe pile, filling wood chips and water-swelling rubber 38, and checking the sealing.

[0092] Embodiment eleven:

[0093] The specific method of step S6 is as follows: when pouring the lead hole concrete, first use the air lift reverse circulation method to clean the lead hole, then pour C25 underwater concrete to the top of the lead hole in the first inserted lead hole position, and then pour the subsequent lead holes in sequence.

[0094] Embodiment 12:

[0095] The specific method of step S7 is as follows: a guide device 52 is welded on the support casing 51 of the trestle 50. The purpose of the guide device 52 is to ensure that the steel pipe pile is driven downward according to the predetermined position and to ensure the vertical verticality of the steel pipe pile 1. The concrete in the lead hole is driven into the steel pipe pile 1 before the initial setting. The concrete in the lead hole is to ensure the stability of the steel pipe pile 1 in the riverbed and will not be displaced due to the impact of the water flow. The design of the concrete and the lock 24 ensures the air tightness of the steel pipe pile 1 under water. The steel pipe pile 1 is driven into the concrete before the initial setting of the concrete in the lead hole, and the subsequent steel pipe piles are driven in sequence until the steel pipe pile 1 is closed. When the steel pipe pile 1 is driven, it is necessary to strictly ensure that each lock part needs to be aligned, ensure that the gap 36 of the lock 24 is not greater than 0.5mm, and use a measuring tool to check the verticality of the gap 36 of the lock 24 and the connection part to ensure that the design requirements are met. In addition, before the water stop glue 35 in the lock is cured, avoid external force collision or contamination. When the steel pipe pile 1 is driven, the lock-type steel pipe pile is quickly and accurately inserted into the hole using a hydraulic pile driver. The hydraulic pile driver uses its powerful impact force to press the steel pipe pile 1 into the soil until it reaches the designed depth; at the connection of the lock 24, plugging materials and technologies are used for plugging. The plugging materials must have good adhesion and sealing properties to ensure the waterproof effect of the lock connection.

[0096] Embodiment 13:

[0097] like Figure 5 As shown, the specific method of step S8 is as follows: after the steel cofferdam is closed, in order to ensure the overall stability of the steel cofferdam in a high tidal range environment, it is necessary to erect a purlin 9 inside the cofferdam, and the purlin 9 is lowered layer by layer. The specific method is: first install the purlin lowering device 6, and then lower the first layer of purlins, the second layer of purlins, and the third layer of purlins in turn. Among them, the purlin 9 is divided into three layers, namely, the first layer of purlins 43, the second layer of purlins 42, and the third layer of purlins 41. Each layer of purlins 9 is composed of horizontal braces, diagonal braces 28, and vertical braces 17. The horizontal braces 23 are placed horizontally in four positive directions to fill the gap between the cofferdam and the steel casing. The diagonal braces 28 are to keep the relative position of the horizontal braces of each layer of the cofferdam fixed and the stability of each layer of purlins 9. The vertical braces 17 ensure the stability between each layer of purlins 9 and the rigidity and stability of the entire purlin structure. The vertical braces 17 are arranged between two adjacent layers of horizontal braces.

[0098] Embodiment 14:

[0099] like Figure 5As shown, in step S8, before the purlin 9 is lowered, it is first necessary to set up the purlin lowering device 6 on the equipment platform 5 above the main casing 11, and the purlin lowering device 6 is composed of a hydraulic through-hole jack 40, a finely rolled threaded steel bar 22, a support frame 49, and two upper and lower limit bolts 39. The finely rolled threaded steel bar 22 passes through the top of the support frame 49, the hydraulic through-hole jack 40, the equipment platform 5, and the three movable brackets 27 on the guide rail 16 in sequence. The three movable brackets 27 are the first movable bracket 19, the second movable bracket 20, and the third movable bracket 21 from bottom to top. The movable brackets 27 and the finely rolled threaded steel bar 22 are connected by bolts. Two limit bolts 39 are connected to the finely rolled threaded steel bar 22 and are respectively located on both sides of the support frame 49. By adjusting the limit bolts 39, the finely rolled threaded steel bar 22 and the support frame 49 can be locked or loosened. Then, the first layer of the purlin 43 is assembled. During assembly, the pin 47 is inserted into the connection between the cross bar 46 and the second diagonal bar 48, and the unloading bracket 26 is supported. The limit bolt 39 is loosened, and the hydraulic through-hole jack 40 is started. The jack lifts the finely rolled threaded steel bar 22, and the first movable bracket 19 is lifted to the construction height. At the same time, the elevation of the unloading bracket 26 on both sides is referred to, so that the top of the first movable bracket 19 is consistent with the elevation of the unloading bracket 26. Then, the limit bolt 39 is tightened, the horizontal support 23 is hoisted on the first movable bracket 19, and the four horizontal supports 23 are connected by bolts to form a square frame structure. Then, the diagonal support 28 is connected to the horizontal support 23, and the vertical support 17 is added above the horizontal support 23, so as to complete the assembly of the first layer of the purlin 43.

[0100] Embodiment 15:

[0101] like Figure 5 As shown, in step S8, when the first layer of purlins is installed, the limit bolts 39 are loosened, and the hydraulic through-hole jack 40 is started. The jack lifts the fine-rolled threaded steel bar 22, lifts the movable corbel 27, and makes it effortless to remove the corbel 26. Then, the latch 47 on the removed corbel 26 is pulled out so that the cross bar 46 and the second diagonal bar 48 of the removed corbel 26 lose support and automatically fall down. Then, the limit bolts 39 are loosened, and the purlin lowering device 6 is started to slowly lower the movable corbel 27 along the guide rail 16. The guide rail 16 provides a constraint for the movable corbel 27 so that it can only move up and down along the axial direction of the fine-rolled threaded steel bar 22. In order to increase work efficiency, construction personnel can directly assemble the purlin 9 on the equipment platform 5 above the casing. In addition, for construction accuracy, it is necessary to ensure that the elevations of all the unloading corbels 26 are consistent, and the placement height of the purlin 9 on the unloading corbel 26 can be adjusted by paving blocks between the crossbar 46 and the corbel 9.

[0102] Embodiment 16:

[0103] like Figure 5As shown, in step S8, after the lowering of the first-layer purlin 43 is completed, the second movable corbel 20 is made to reach the construction height. When the second movable corbel 20 is at the construction height, the top of the second movable corbel 20 is consistent with the elevation of the unloading corbel 26; then, the second-layer purlin 42 is installed on the four second movable corbels 20 in the same manner as the installation of the first-layer purlin 43, and then the second-layer purlin 42 is lowered by the purlin lowering device 6; the installation of the third-layer purlin 41 is also the same, firstly the third movable corbel 21 is made to reach the construction height. When the third movable corbel 21 is at the construction height, the top of the third movable corbel 21 is consistent with the elevation of the unloading corbel 26, and then the third-layer purlin 41 is installed on the third movable corbel 21, and finally lowered to the design height. At this time, the first layer of purlin 43 is at the bottom, and from bottom to top are the first layer of purlin 43, the second layer of purlin 42, and the third layer of purlin 41. Then, tighten the limit bolts 39, and rely on the buoyancy of water and the lifting force of the precision-rolled threaded steel 22 to suspend the purlin as a whole between the cofferdam and the casing.

[0104] Embodiment 17:

[0105] like Figure 6 As shown, in step S9, when installing the back-pull leak-proof device 7, firstly, a cantilever platform 10 is constructed outwardly on the equipment platform 5 located above the positive casing 11, and the back-pull leak-proof device 7 is installed above the cantilever platform 10. There are four back-pull leak-proof devices 7 respectively installed on the cantilever platforms 10 above the four positive casings 11. The back-pull leak-proof device 7 is composed of a hydraulic base 15, a hydraulic rod 14, a back-pull block 13, an anchor 18 and a steel strand 2. The hydraulic rod 14 is arranged on the hydraulic base 15, and the hydraulic base 15 can drive the hydraulic rod 14 to push upward, and the anti-pull block 13 is placed above the hydraulic rod 14. The steel strand 2 is symmetrically arranged around the outer side of the steel pipe pile group, and there are four steel strands 2; first, one end of the steel strand 2 is anchored on the anti-pull block 13 with an anchor 18, and then the steel strand 2 passes through the anti-pull block 13 and comes to the outside of the anti-pull steel pipe pile 12, the steel strand 2 bypasses the anti-pull steering device 3 and horizontally bypasses the cofferdam corner to the anti-pull steering device 3 on the other side of the steel pipe pile group, and then bypasses the shaft 31 of the steering device 3 and passes upward through the anti-pull block 13 on another anti-pull leakage prevention device 7, and anchors the other end of the steel strand 2 through the anchor 18, and the remaining steel strands 2 are installed in sequence according to the above steps.

[0106] Embodiment 18:

[0107] like Figure 2 , Figure 3 , Figure 6As shown, although water-stopping measures are taken at the lock buckle 24, under the influence of the high tide difference, it is inevitable that some tiny gaps will be generated at the inner side 37 of the lock buckle 24, which may cause water leakage. The anti-pull leakage prevention device 7, when facing the strong water flow caused by the high tide difference, relies on the tide on the construction trestle and the data monitored by the water flow monitoring equipment to operate the hydraulic rod 14 to rise upward. The rising of the hydraulic rod 14 pushes the anti-pull block 13 and the two ends of the steel strand 2 anchored on the anti-pull block 13 to move upward, and the upward force is converted into an inward contraction force of the steel strand 2 through the anti-pull steering device 3. The steel strand 2 applies a clamping force to the steel pipe pile, thereby tightening the steel pipe pile, gradually tightening the cofferdam, and then reducing the gap 36 between the lock buckles.

[0108] Embodiment 19:

[0109] The specific method of step S10 is as follows: after the concrete in the bottom lead hole is cured for 5 days, a rotary drill is used to drill a hole in the locking steel pipe pile, the bottom elevation of the hole is 1.5m lower than the bottom of the locking steel pipe pile, and concrete piles are poured in the locking steel pipe pile in sequence, and the material of the concrete pile is C25 concrete. In addition, the amount of concrete in the reverse pull steel pipe pile 12 needs to be increased, that is, the amount of concrete poured in the reverse pull steel pipe pile 12 is greater than the amount of concrete poured in the remaining steel pipe piles, so as to ensure that the steel pipe pile will not be lifted during the reverse pull operation.

[0110] Embodiment 20:

[0111] In step S11, water should be pumped out according to the internal support construction until the water in the cofferdam is drained. When pumping, observe the deformation of the steel cofferdam wall. If abnormality occurs, stop pumping immediately. It is worth noting that during the pumping process, as the water level in the cofferdam drops, the construction workers weld support brackets inside the cofferdam. The support brackets are welded to the lower side of each layer of horizontal braces 23 and welded sequentially from top to bottom. The support brackets provide pre-support for each layer of horizontal braces 23 on the purlin 9, thereby providing safety guarantee for subsequent work.

[0112] Embodiment 21:

[0113] The specific method of step S12 is as follows: after the pumping is completed, the construction personnel are immediately sent down to desilt the bottom of the cofferdam. The desilting work inside the cofferdam can be carried out by combining a long-arm excavator and a telescopic arm excavator. After cleaning to the bottom, the construction personnel use a high-pressure water gun and a steel brush to carefully clean the bottom of the cofferdam, the periphery of the steel casing and the base to prevent the formation of weak areas and ensure that the bottom sealing concrete is tightly combined with the pile foundation and the cofferdam. The space between the steel casings and between the steel casings and the cofferdam is limited, and a small bucket can be made by hand for operations in space-limited areas.

[0114] Embodiment 22:

[0115] The specific method of step S13 is as follows: after the drainage is completed, the dismantling and silting of the purlin lowering device 6 are carried out simultaneously. After loosening the limit bolt 39, the support frame and the hydraulic through-hole jack 40 are removed in turn. When removing the fine-rolled threaded steel bar 22, it is necessary to loosen the bolts at the connection of each group of movable corbels connected in series simultaneously and pull them out from the equipment platform 5 above. When the purlin lowering device 6 is removed, the gravity of the purlin is borne by the cofferdam, and then an up and down escalator is installed inside the cofferdam.

[0116] Embodiment 23:

[0117] The specific method of step S14 is as follows: the staff comes to the base to cut the steel casing, adopts the ring cutting method, and before cutting, fixes the top of the cut casing with a crane in advance, and after the cutting is completed, lifts it out with a crane.

[0118] Embodiment 24:

[0119] The specific method of step S15 is as follows: before the formal pouring of the foundation, it is necessary to pour the bottom concrete for bottom construction. The order of bottom construction is to rush from one end of the cofferdam to the other end and pour it in place at one time. The number and position of the distribution points should be calculated in combination with the flow radius of the concrete, and the top surface elevation of the concrete at the pouring point should be tracked and detected in time to prevent the concrete from being too high or the thickness of the bottom concrete from being insufficient, which will affect the later foundation construction; after the bottom construction is completed, the foundation is poured after the bottom concrete reaches the design strength. When pouring, the pile head is cleaned first, and then the steel bars are tied to pour the first layer of foundation concrete. After the first layer of foundation reaches the design strength, the first layer of purlin 43 is cut off, and then the second layer of foundation steel bars are tied to pour the second layer of foundation concrete; then the second layer of purlin 42 is cut off, the third layer of foundation steel bars are tied and the second layer of foundation is poured; finally, the third layer of purlin 41 is cut off.

[0120] Embodiment 25:

[0121] In step S16, the steel cofferdam removal construction is carried out according to the general idea of ​​"block cutting, block removal, and ensuring safety". The steel cofferdam is based on the top elevation of the pedestal, and the part above the reference elevation is cut and removed in blocks, and the steel cofferdam wall panels cut in blocks are lifted by crawler cranes.

[0122] Embodiment 26:

[0123] During the overall construction, the anti-leakage prevention device 7 needs to be prepared at all times to cope with the influence of large tidal range on the leakage of the cofferdam, and the hydraulic rod 14 of the anti-leakage prevention device 7 needs to be operated in time to tighten the overall steel cofferdam.

[0124] Embodiment 27:

[0125] The steel pipe pile locking cofferdam plugging system for a large tidal range marine environment is constructed by the construction method of the steel pipe pile locking cofferdam plugging system for a large tidal range marine environment described above.

Claims

1. A construction method for a steel pipe pile locking cofferdam plugging system in a large tidal range marine environment, characterized in that: The following steps are involved: S1. Measurement and positioning; S2, steel casing insertion and cofferdam design; S3, digging the lead hole; S4, production of locking steel pipe piles; S5, lock pretreatment; S6, pouring the lead hole concrete; S7, insert and drive locking steel pipe piles; S8, lower the purlin; S9. Install the anti-leakage device; S10, pouring concrete in piles; S11, pumping water from the cofferdam; S12, silt removal inside the cofferdam; S13, dismantle the purlin lowering device; S14, steel casing removal; S15, pouring of foundation cap; S16. Cofferdam removal.

2. The construction method of the steel pipe pile locking cofferdam plugging system for large tidal range marine environment as claimed in claim 1 is characterized in that: In step S2, the steel casing includes a main casing (11) and a corner casing (4), and the main casing (11) and the corner casing (4) are driven into the soil at predetermined positions; A steel equipment platform (5) is welded above the steel casing, the steel casings located at the four corners are corner casings (4), and the remaining steel casings are main casings (11); the equipment platform (5) on the main casing (11) is cantilevered in the direction of the outer cofferdam to form a cantilevered platform (10); the equipment platform (5) is used to place the purlin lowering device (6), and the cantilevered platform (10) is used to place the anti-pull leakage prevention device (7); A support rod is provided below the cantilever platform (10), and the support rod is welded to the outside of the main casing (11) to provide support for the cantilever platform (10); a guide rail (16) is welded to the outside of the main casing (11), and three movable brackets (27) are arranged on the guide rail (16), and the movable brackets (27) can move in the vertical direction; a removal bracket (26) is provided on the outside of the corner casing (4), and the removal bracket (26) includes a cross bar (46) and a second diagonal bar (48), and the cross bar (46) and the second diagonal bar (48) are hinged to the angle steel (45) welded to the outside of the corner casing (4) through bolts (44), and the connection between the cross bar (46) and the second diagonal bar (48) is connected by a latch (47); The cofferdam is formed by merging steel pipe piles (1), wherein the steel pipe piles (1) include a pile body (25) and a lock buckle (24), wherein the lock buckle (24) includes a left lock buckle (33) and a right lock buckle (34), wherein the left lock buckle (33) and the right lock buckle (34) are respectively arranged on two adjacent pile bodies (25), and the left lock buckle (33) and the right lock buckle (34) are mutually buckled to achieve locking; all the steel pipe piles (1) are divided into four steel pipe pile groups, wherein the steel pipe piles (1) located at both ends of each steel pipe pile group are reverse pull steel pipe piles (12), and a steering device (3) for steering a steel strand (2) is welded on the outer side of the reverse pull steel pipe pile (12), wherein the reverse pull steel pipe pile (12) is located at the middle position of each direction of the cofferdam, and the steering device (3) is located below the cantilever platform (10); The steering device (3) is composed of a shaft (31), a sleeve (30) and a baffle (29). One end of the shaft (31) is welded to the outside of the steel pipe pile, and the other end is welded to the baffle (29). The sleeve (30) is wrapped around the outside of the shaft (31). Steel balls (32) are distributed between the sleeve (30) and the shaft (31) to ensure that the sleeve (30) can rotate around the shaft (31), thereby reducing the friction between the steel strand (2) and the anti-pull device.

3. The construction method of the steel pipe pile locking cofferdam plugging system for large tidal range marine environment as claimed in claim 1 is characterized in that: In step S4, a pilot hole is first excavated on the seabed by a rotary drilling rig; the pilot hole on the pier (50) side uses the pier (50) as a construction platform, and the pilot hole on the side without the pier (50) uses a floating ship as a construction platform.

4. The large tidal range marine environment steel pipe pile locking cofferdam plugging system and construction method as claimed in claim 1, characterized in that: The specific method of step S5 is as follows: the waterproof glue (35) is evenly coated on the inner contact surface (37) of the lock buckle (24), and the waterproof glue (35) is scraped flat with a scraper, wherein wood chips and water-swellable rubber (38) are mixed in the waterproof glue (35); the steel pipe pile (1) is tightly connected through the lock buckle (24) to form a cofferdam structure, and the water-swellable rubber is filled in the gap (36) of the lock buckle (24), and expands when exposed to water to form a sealing effect; In step S6, when pouring the lead hole concrete, the lead hole is first cleaned by using the air lift reverse circulation method, and then C25 underwater concrete is poured to the top of the lead hole in the position of the first inserted lead hole, and the subsequent lead holes are poured in sequence.

5. The construction method of the steel pipe pile locking cofferdam plugging system for large tidal range marine environment as claimed in claim 1 is characterized in that: The specific method of step S7 is as follows: a guide device (52) is welded on the support casing (51) of the trestle (50), and the concrete in the lead hole is driven into the steel pipe pile (1) before the initial setting, and the subsequent steel pipe piles are driven in sequence until the steel pipe piles (1) are connected; when the steel pipe piles (1) are driven, it is ensured that the gap (36) of the lock buckle (24) is not greater than 0.5 mm; and a plugging material is used to plug the connection of the lock buckle (24).

6. The construction method of the steel pipe pile locking cofferdam plugging system for large tidal range marine environment as claimed in claim 1, characterized in that: In step S8, the purlin (9) is lowered layer by layer, and the specific method is: first install the purlin lowering device (6), and then lower the first layer purlin, the second layer purlin and the third layer purlin in sequence; wherein the purlin (9) is divided into three layers at the top, the middle and the bottom, namely the first layer purlin (43), the second layer purlin (42) and the third layer purlin (41), and each layer of the purlin (9) is composed of horizontal braces (23), diagonal braces (28) and vertical braces (17), and the vertical braces (17) are arranged between two adjacent layers of horizontal braces (23); The purlin lowering device (6) is composed of a hydraulic through-hole jack (40), a finely rolled threaded steel bar (22), a support frame (49) and two upper and lower limit bolts (39); the finely rolled threaded steel bar (22) successively passes through the top of the support frame (49), the hydraulic through-hole jack (40), the equipment platform (5), and three movable brackets (27) on the guide rail (16), the three movable brackets (27) are, from bottom to top, the first movable bracket (19), the second movable bracket (20), and the third movable bracket (21), and the movable brackets (27) and the finely rolled threaded steel bar (22) are connected by bolts; first assemble a layer of purlin (43), and during assembly, insert the latch (47), the cross bar (46) and the second The connection of the diagonal rod (48) and the unloading bracket (26) are supported, the limiting bolt (39) is loosened, and the hydraulic through-hole jack (40) is started. The hydraulic through-hole jack (40) lifts the finely rolled threaded steel (22) and lifts the first movable bracket (19) to the construction height, so that the top of the first movable bracket (19) and the unloading bracket (26) are at the same elevation; then the limiting bolt (39) is tightened, the horizontal support (23) is hoisted on the first movable bracket (19), and the four horizontal supports (23) are connected by bolts to form a square frame structure, and then the diagonal support (28) is connected to the horizontal support (23), and a vertical support (17) is added above the horizontal support (23), thereby completing the assembly of a layer of purlins (43); When the first layer of the purlin is installed, the stop bolt (39) is loosened, and the hydraulic through-hole jack (40) is started. The jack lifts the finely rolled threaded steel bar (22), lifts the movable corbel (27), and makes it easier to remove the corbel (26). Then, the latch (47) on the corbel (26) is pulled out, so that the cross bar (46) and the second diagonal bar (48) of the corbel (26) lose support and automatically fall down. Then, the stop bolt (39) is loosened, and the purlin lowering device (6) is started to lower the movable corbel (27) along the guide rail (16). After the lowering of the first-layer purlin (43) is completed, the second movable corbel (20) is made to reach the construction height. When the second movable corbel (20) is at the construction height, the top of the second movable corbel (20) is at the same elevation as the unloading corbel (26); then the second-layer purlin (42) is installed on the four second movable corbels (20), and the second-layer purlin (42) is lowered by using the purlin lowering device (6); after the installation of the second-layer purlin (42) is completed, the third movable corbel (21) is made to reach the construction height. When the third movable corbel (21) is at the construction height, the top of the third movable corbel (21) is at the same elevation as the unloading corbel (26); then the third-layer purlin (41) is installed on the third movable corbel (21), and finally lowered to the design height.

7. The steel pipe pile locking cofferdam plugging system and construction method for large tidal range marine environment as claimed in claim 2, characterized in that: The specific method of step S9 is as follows: when installing the reverse pull leak prevention device (7), firstly, a cantilever platform (10) is constructed outwardly on the equipment platform (5) located above the positive casing (11), and the reverse pull leak prevention device (7) is installed above the cantilever platform (10). Four reverse pull leak prevention devices (7) are respectively installed on the cantilever platforms (10) above the four positive casings (11). The reverse pull leak prevention device (7) is composed of a hydraulic base (15), a hydraulic rod (14), a reverse pull block (13), an anchor (18) and a steel strand (2); the hydraulic rod (14) is arranged on the hydraulic base (15), the hydraulic base (15) is used to drive the hydraulic rod (14) to push upward, and the reverse pull block (13) is placed on the hydraulic rod (14). The steel strands (2) are arranged symmetrically around the outer side of the steel pipe pile group, and a total of four steel strands (2) are provided; firstly, one end of the steel strand (2) is anchored on the anti-pull block (13) by an anchor (18), and then the steel strand (2) passes through the anti-pull block (13) and comes to the outer side of the anti-pull steel pipe pile (12), the steel strand (2) bypasses the anti-pull steering device (3) and horizontally bypasses the cofferdam corner to come to the anti-pull steering device (3) on the other side of the steel pipe pile group, and then bypasses the shaft (31) of the steering device (3) and passes upward through the anti-pull block (13) on another anti-pull leakage prevention device (7), and the other end of the steel strand (2) is anchored by the anchor (18); the remaining steel strands (2) are installed in sequence according to the above method; The hydraulic rod (14) is operated to rise upward. When the hydraulic rod (14) rises, it pushes the anti-pull block (13) and the two ends of the steel strand (2) anchored on the anti-pull block (13) to move upward. The upward force is converted into an inward contraction force of the steel strand (2) through the anti-pull steering device (3). The steel strand (2) applies a clamping force to the steel pipe pile, thereby tightening the steel pipe pile, thereby reducing the gap (36) between the lock buckles.

8. The steel pipe pile locking cofferdam plugging system and construction method for large tidal range marine environment as claimed in claim 1, characterized in that: The specific method of step S10 is as follows: after the concrete in the bottom lead hole has been cured for (5) days, a rotary drill is used to drill a hole in the steel pipe pile (1), the bottom elevation of the hole being 1.5 m lower than the bottom of the steel pipe pile (1), and concrete piles are poured in the steel pipe piles in sequence; the amount of concrete poured in the reverse pull steel pipe pile (12) is greater than the amount of concrete poured in the other steel pipe piles; The specific method of step S11 is as follows: during the pumping process, as the water level in the cofferdam drops, the construction workers weld support brackets inside the cofferdam, the support brackets are welded to the lower side of each layer of horizontal braces (23), and are welded sequentially from top to bottom, so that each layer of horizontal braces (23) on the surrounding purlin (9) is provided with pre-support by the support brackets; The specific method of step S13 is as follows: after the pumping is completed, the dismantling of the cofferdam lowering device (6) and the silting work are carried out simultaneously. After loosening the limit bolts (39), the support frame and the hydraulic through-hole jack (40) are removed in turn. When removing the fine-rolled threaded steel (22), it is necessary to simultaneously loosen the bolts at the connection of each group of movable brackets connected in series and pull them out from the upper equipment platform (5). After the cofferdam lowering device (6) is removed, an up and down escalator is installed inside the cofferdam.

9. The construction method of the steel pipe pile locking cofferdam plugging system for large tidal range marine environment as claimed in claim 1, characterized in that: The specific method of step S15 is as follows: before the formal pouring of the cap, it is necessary to pour the bottom sealing concrete for bottom sealing construction. After the bottom sealing concrete reaches the design strength, the cap is poured. During the pouring, the pile head is first cleaned, and then the steel bars are tied and the first layer of cap concrete is poured; after the first layer of cap reaches the design strength, the first layer of surrounding purlins (43) are cut off, and then the second layer of cap steel bars are tied and the second layer of cap concrete is poured; then the second layer of surrounding purlins (42) are cut off, the third layer of cap steel bars are tied and the second layer of cap is poured; finally, the third layer of surrounding purlins (41) are cut off.

10. A steel pipe pile locking cofferdam plugging system for large tidal range marine environment, characterized in that: The invention is obtained by the construction method of the steel pipe pile locking cofferdam plugging system for large tidal range marine environment as described in any one of claims 1 to 9.

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