Large-tidal-range marine environment steel pipe pile lock cofferdam leaking stoppage system and construction method

Abstract

The present application relates to a kind of big tidal range marine environment steel pipe pile lock buckle cofferdam leak stoppage system and construction method, comprising the following construction steps: S1, measurement positioning;S2, insert and drive steel casing and cofferdam design;S3, excavate pilot hole;S4, lock buckle steel pipe pile production;S5, lock buckle pretreatment;S6, pouring pilot hole concrete;S7, insert and drive lock buckle steel pipe pile;S8, coffering purlin under release;S9, install anti-leakage device;S10, pile concrete pouring;S11, cofferdam water pumping;S12, cofferdam dredging;S13, remove coffering purlin under release device;S14, steel casing removal;S15, pile cap pouring;S16, cofferdam removal.The present application is designed by lock buckle type steel pipe pile, lock buckle is closely connected, effectively prevent water leakage;In high tidal range environment, using anti-leakage device through hydraulic rod to push steel strand to contract inward, tighten cofferdam, reduce the gap between lock buckle, further enhance the sealing of cofferdam;Three-layer coffering purlin design is used, to ensure the overall stability of cofferdam in high tidal range environment.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of bridge construction, and particularly relates to a large-tidal-range marine environment steel pipe pile lock buckle cofferdam leakage stopping system and a construction method. BACKGROUND

[0002] When carrying out bridge and other marine infrastructure construction 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 utilizes the high strength and good corrosion resistance of steel pipe piles to provide certain support and protection 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 them 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 performance of the traditional cofferdam is poor, and the connection between the locks is difficult to ensure complete sealing, which is prone to water leakage. This not only affects the construction environment inside the cofferdam, but also can lead to a decrease in the stability of the cofferdam structure, increasing the construction risk. In a large-tidal-range environment, the tidal range is large, the water flow is complex and strong, and the traditional cofferdam is prone to gaps at the lock position under the action of such strong water flow, leading to water leakage and even deformation or damage of the overall structure of the cofferdam. In addition, the support structure of the traditional cofferdam is often not stable enough to effectively resist the impact of tides and water flow, which can easily cause the cofferdam to tilt or displace, thereby affecting the construction quality and safety. In the traditional construction method, the insertion and driving process of the steel pipe pile is complex and needs to be adjusted and corrected multiple times, resulting in low construction efficiency. In addition, the assembly and disassembly process of the cofferdam is also cumbersome, increasing the construction time and cost. The traditional construction method may generate a large amount of wastewater and waste during construction, causing pollution to the marine ecological environment. At the same time, the construction noise can 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 leakage stopping system and construction method that can effectively solve the problems of sealing performance, anti-tidal ability, structural stability, etc. in a large-tidal-range marine environment, in order to improve construction efficiency, reduce construction risk, and reduce the impact on the marine environment. SUMMARY

[0003] In order to overcome the technical problems in the prior art, the present application provides a large-tidal-range marine environment steel pipe pile lock cofferdam leakage stopping system and a construction method.

[0004] The large-tidal-range marine environment steel pipe pile lock cofferdam leakage stopping system and construction method comprises the following steps: a construction method of a large-tidal-range marine environment steel pipe pile lock cofferdam leakage stopping system, comprising the following steps:

[0005] S1, measuring and positioning;

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

[0007] S3, excavating a lead hole;

[0008] S4, making a locking steel pipe pile;

[0009] S5, pretreatment of the lock;

[0010] S6, pouring lead hole concrete;

[0011] S7, inserting a locking steel pipe pile;

[0012] S8, lowering the cofferdam;

[0013] S9, installing a reverse pulling leak-proof device;

[0014] S10, pouring concrete in the pile;

[0015] S11, pumping water in the cofferdam;

[0016] S12, dredging in the cofferdam;

[0017] S13, removing the cofferdam lowering device;

[0018] S14, removing the steel casing;

[0019] S15, pouring a pile cap;

[0020] S16, removing the cofferdam.

[0021] As preferred, in step S2, the steel casing includes a vertical casing and a corner casing, and the vertical casing and the corner casing are inserted into the soil according to a predetermined position; a steel equipment platform is welded above the steel casing, the steel casing at four corner positions is the corner casing, and the remaining steel casing is the vertical casing; the equipment platform on the vertical casing is cantilevered to the outside of the cofferdam to form a cantilevered platform; the cantilevered platform is used to place a cofferdam lowering device, and the cantilevered platform is used to place a reverse pulling leak-proof device;

[0022] A support rod is arranged below the cantilevered platform, the support rod is welded to the outside of the vertical casing to provide support for the cantilevered platform; a guide rail is welded to the outside of the vertical casing, and three movable corbels are arranged on the guide rail, the movable corbels can move vertically; a dismounting corbel is arranged on the outside of the corner casing, the dismounting corbel includes a horizontal rod and a second inclined rod, the horizontal rod and the second inclined rod are hinged to an angle steel welded to the outside of the corner casing through bolts, and the horizontal rod and the second inclined rod are connected by a bolt;

[0023] The cofferdam is formed by closing the steel pipe piles, the steel pipe pile comprises a pile body and a lock buckle, the lock buckle comprises a left lock buckle and a right lock buckle, the left lock buckle and the right lock buckle are arranged on two adjacent pile bodies respectively, and the left lock buckle and the right lock buckle are buckled to each other to realize locking; all the steel pipe piles are divided into four groups, the steel pipe piles at two ends of each group are reverse tension steel pipe piles, a turning device for turning the steel strand is welded to the outer side of the reverse tension steel pipe pile, and the reverse tension steel pipe pile is located at the middle position of each direction of the cofferdam, and the turning device is located below the cantilever platform;

[0024] The turning device is composed of a shaft body, a sleeve and a baffle, one end of the shaft body is welded to the outer side of the steel pipe pile, the other end is welded with the baffle, the sleeve is wrapped outside the shaft body, and steel balls are distributed between the sleeve and the shaft body to ensure that the sleeve can rotate around the shaft body, thereby reducing the friction between the steel strand and the reverse tension device.

[0025] As preferred, in step S4, a lead hole is first excavated on the seabed by the rotary drilling rig; the lead hole on the side of the trestle uses the trestle as a construction platform, and the lead hole on the side without the trestle uses a floating boat as a construction platform.

[0026] As preferred, the specific method of step S5 is as follows: the inner side contact surface of the lock buckle is uniformly coated with water stop glue, and the water stop glue is scraped flat using a scraper, and wood chips and water-swelling rubber are mixed in the water stop glue; the steel pipe piles are tightly connected through the lock buckles to form a cofferdam structure, the water-swelling rubber is filled in the gap of the lock buckle, and the water-swelling rubber expands to form a sealing effect after being contacted with water;

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

[0028] As preferred, the specific method of step S7 is as follows: a guide device is welded on the support sleeve of the trestle, the steel pipe pile is inserted and driven before the initial setting of the concrete in the lead hole, and the insertion and driving of the subsequent steel pipe piles are sequentially performed until the steel pipe piles are closed; when the steel pipe pile is inserted and driven, the gap of the lock buckle is ensured to be not greater than 0.5 mm; a plugging material is used for plugging treatment at the connection of the lock buckle.

[0029] As preferred, in step S8, the cofferdam purlin lowering method adopts layer-by-layer lowering, and the specific method is: first, install the cofferdam purlin lowering device, then sequentially perform one-layer cofferdam purlin lowering, two-layer cofferdam purlin lowering and three-layer cofferdam purlin lowering; wherein the cofferdam purlin is divided into three layers, namely one-layer cofferdam purlin, two-layer cofferdam purlin and three-layer cofferdam purlin, and each layer of cofferdam purlin is composed of horizontal supports, inclined supports and vertical supports, and the vertical supports are arranged between the adjacent two horizontal supports;

[0030] The device is composed of a hydraulic through jack, a fine rolled threaded steel, a support frame and two upper and lower limiting bolts; the fine rolled threaded steel passes through the top of the support frame, the hydraulic through jack, the equipment platform and three movable corbels on the guide rail in sequence, the three movable corbels are the first movable corbel, the second movable corbel and the third movable corbel from bottom to top, and the movable corbel and the fine rolled threaded steel are connected by bolts; a layer of surrounding purlin is assembled first, when assembling, the bolt is inserted into the connection between the horizontal rod and the second inclined rod and the dismounting corbel is lifted, the limiting bolt is loosened, the hydraulic through jack is started, the fine rolled threaded steel is lifted by the hydraulic through jack, the first movable corbel is lifted to the construction height, the top of the first movable corbel is consistent with the elevation of the dismounting corbel; then the limiting bolt is tightened, the horizontal support is hoisted on the first movable corbel, four horizontal supports are connected by bolts to form a square frame structure, then the inclined support is connected with the horizontal support, and a vertical support is additionally arranged above the horizontal support, thereby completing the assembly of the layer of surrounding purlin;

[0031] When the first layer of surrounding purlin is installed, the limiting bolt is loosened, the hydraulic through jack is started, the fine rolled threaded steel is lifted by the jack, the movable corbel is lifted, the dismounting corbel is not strained, then the bolt on the dismounting corbel is pulled out, the horizontal rod and the second inclined rod of the dismounting corbel lose support and automatically fall, then the limiting bolt is loosened, and the surrounding purlin lowering device is started to lower the movable corbel along the guide rail;

[0032] When the layer of surrounding purlin is lowered, the second movable corbel reaches 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 dismounting corbel; then the second layer of surrounding purlin is installed on the four second movable corbels, and the second layer of surrounding purlin is lowered by the surrounding purlin lowering device; after the second layer of surrounding purlin is installed, the third movable corbel reaches 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 dismounting corbel, then the third layer of surrounding purlin is installed on the third movable corbel, and finally lowered to the design height.

[0033] As preferred, the specific method of step S9 is as follows: when installing the anti-pulling leakage device, first make a cantilever platform on the equipment platform above the vertical casing, install the anti-pulling leakage device above the cantilever platform, and install four anti-pulling leakage devices on the cantilever platforms above the four vertical casings respectively, wherein the anti-pulling leakage device is composed of a hydraulic base, a hydraulic rod, an anti-pulling block, an anchor and a steel strand; the hydraulic rod is arranged on the hydraulic base, the hydraulic base is used to drive the hydraulic rod to push upward, the anti-pulling block is placed above the hydraulic rod, the steel strand is symmetrically arranged around the outer side of the steel pipe pile group, and four steel strands are arranged; first anchor one end of the steel strand on the anti-pulling block by the anchor, then pass the steel strand through the anti-pulling block to the outer side of the anti-pulling steel pipe pile, pass the steel strand around the turning device and to the other side of the turning device of the cofferdam in a horizontal manner, then pass the steel strand around the shaft body of the turning device upward through the anti-pulling block of the other anti-pulling leakage device, and anchor the other end of the steel strand by the anchor; install the remaining steel strands in sequence according to the above method.

[0034] The hydraulic rod is operated to rise upward, the rising of the hydraulic rod pushes the anti-pulling block and the two ends of the steel strand anchored on the anti-pulling block to move upward, the upward force is converted into the inward contraction force of the steel strand through the turning device, the steel strand applies a tightening force to the steel pipe pile, so as to tighten the steel pipe pile, and further reduce the gap between the locks.

[0035] As preferred, the specific method of step S10 is as follows: after the concrete in the bottom guide hole is cured, a rotary drilling rig is used to drill a hole in the steel pipe pile, the bottom elevation of the drilled hole is 1.5m lower than the bottom of the steel pipe pile, and the concrete pile is poured in sequence in the steel pipe pile; the pouring amount of concrete in the anti-pulling steel pipe pile is greater than that in the remaining steel pipe piles.

[0036] The specific method of step S11 is as follows: during the pumping process, the construction personnel weld support brackets in the cofferdam while the water surface in the cofferdam is falling, the support brackets are welded on the lower side of each layer of horizontal support from top to bottom, and the support brackets provide pre-support for each layer of horizontal support on the coffering.

[0037] The specific method of step S13 is as follows: after the pumping is completed, the removal of the coffering lowering device and the dredging work are carried out at the same time, the support frame and the hydraulic through jack are removed in sequence after the limiting bolts are loosened, the bolts at the connection of each group of movable brackets connected by the finish rolling screw need to be loosened synchronously during the removal of the finish rolling screw, and the finish rolling screw is pulled out from the upper equipment platform, and the up-down escalator is installed in the cofferdam after the coffering lowering device is removed.

[0038] As preferred, the specific method of step S15 is as follows: before the formal pouring of the pile cap, the bottom sealing concrete needs to be poured for bottom sealing construction, and after the bottom sealing concrete reaches the design strength, the pile cap is poured, at the time of pouring, the pile head is cleaned first, then the reinforcement is bound, and the first layer of pile cap concrete is poured; after the first layer of pile cap reaches the design strength, the first layer of surrounding purlin is cut off, then the second layer of pile cap reinforcement is bound, and the second layer of pile cap concrete is poured; then the second layer of surrounding purlin is cut off, the third layer of pile cap reinforcement is bound, and the second layer of pile cap is poured; finally, the third layer of surrounding purlin is cut off.

[0039] The steel pipe pile lock cofferdam leakage stopping system in a large tidal range marine environment is obtained by the construction method of the steel pipe pile lock cofferdam leakage stopping system in a large tidal range marine environment.

[0040] The beneficial effects of the present application are:

[0041] 1) By the design of the lock type steel pipe pile, the locks are tightly connected, and water stopping glue is applied inside the locks, 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, the anti-leakage device is used to pull the steel strand inward by a hydraulic rod to tighten the cofferdam, reduce the lock gap, and further enhance the sealing of the cofferdam to prevent water leakage due to tidal changes.

[0043] 3) The three-layer surrounding purlin design is adopted, each layer of surrounding purlin is composed of horizontal support, inclined support and vertical support, and is lowered layer by layer by hydraulic through-hole jack and fine rolled threaded steel, to ensure the overall stability of the cofferdam in a high tidal range environment.

[0044] 4) A rotary drilling rig is used to dig a lead hole in the seabed to reduce the resistance when the steel pipe pile is inserted and driven, and to improve the insertion efficiency. At the same time, the concrete pouring in the lead hole is synchronized with the steel pipe pile insertion, to ensure the stability of the steel pipe pile in the riverbed.

[0045] 5) By effective leakage stopping measures and sealing design, the pollution to the marine environment during construction is reduced. At the same time, reasonable construction process and equipment use, reduce the construction noise and the interference to the marine ecology. BRIEF DESCRIPTION OF DRAWINGS

[0046] Figure 1 The construction flowchart of the present application is shown in the figure;

[0047] Figure 2 The appearance schematic diagram of the present application is shown in the figure;

[0048] Figure 3 The steel pipe pile cofferdam plan view of the present application is shown in the figure;

[0049] Figure 4 The lock cross-sectional view of the present application is shown in the figure;

[0050] Figure 5 This is a schematic diagram of the waler lowering in this invention;

[0051] Figure 6 This is a schematic diagram of the anti-leakage device of the present invention;

[0052] Figure 7 This is a schematic cross-sectional view of the steering device of the present invention;

[0053] Figure 8 This is a schematic diagram of the process of removing the cow leg according to the present invention;

[0054] In the diagram: 1. Steel pipe pile; 2. Steel strand; 3. Steering device; 4. Corner casing; 5. Equipment platform; 6. Waler lowering device; 7. Anti-pull leak prevention device; 8. Diagonal brace; 9. Waler; 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 brace; 18. Anchorage; 19. First movable bracket; 20. Second movable bracket; 21. Third movable bracket; 22. Precision rolled threaded steel; 23. Horizontal brace; 24. Locking buckle; 25. Pile body; 26. 1. Unloading bracket; 27. Movable bracket; 28. Diagonal brace; 29. ​​Baffle; 30. Sleeve; 31. Shaft; 32. Steel ball; 33. Left lock; 34. Right lock; 35. Water-stop adhesive; 36. Gap; 37. Inner contact surface; 38. Wood chips and water-swellable rubber; 39. Limit bolt; 40. Hydraulic through-hole jack; 41. Three-layer waler; 42. Two-layer waler; 43. One-layer waler; 44. Bolt; 45. Angle steel; 46. Crossbar; 47. Pin; 48. Second diagonal brace; 50. Trestle; 51. Support sleeve; 52. Guide device. Detailed Implementation

[0055] The present invention will be further described below with reference to embodiments. The description of the embodiments below is only for the purpose of helping to understand the present invention. It should be noted that those skilled in the art can make several modifications to the present invention without departing from the principle of the present invention, and these improvements and modifications also fall within the protection scope of the claims of the present invention.

[0056] Example 1:

[0057] like Figure 1 As shown, a steel pipe pile interlocking cofferdam sealing system and construction method for marine environments with large tidal ranges includes the following steps:

[0058] S1. Measurement and positioning;

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

[0060] S3. Dig the pilot hole;

[0061] S4. Fabrication of interlocking steel pipe piles;

[0062] S5, pretreatment of the lock catch;

[0063] S6, pouring of the guide hole concrete;

[0064] S7, insertion of the lock catch steel pipe pile;

[0065] S8, lowering of the cofferdam;

[0066] S9, installation of the anti-pulling leakage device;

[0067] S10, pouring of the concrete in the pile;

[0068] S11, water pumping in the cofferdam;

[0069] S12, dredging in the cofferdam;

[0070] S13, removal of the lowering device of the cofferdam;

[0071] S14, removal of the steel casing;

[0072] S15, pouring of the pile cap;

[0073] S16, removal of the cofferdam.

[0074] Example Two:

[0075] As shown in Figure 2 and Figure 3 , the specific method of step S1 is as follows: in the pre-design stage, the actual hydrological environment and conditions of the steel cofferdam site should be accurately measured and observed, so as to reasonably plan the size, shape and size of each steel pipe pile 1 according to the above data, construction drawings and various mechanical and strength requirements, provide reference for the subsequent design of the steel pipe pile lock catch cofferdam, and reasonably plan the site according to these data, and build the construction pretreatment trestle 50 and the steel casing insertion platform. It is necessary to erect real-time monitoring devices on the construction trestle 50 to monitor the tidal changes, wave conditions and water flow data in the construction area. In the large tidal range environment, the tidal range 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 during work and the safety of the construction personnel during construction. In the large tidal range marine environment, the stability of the construction platform is very important. The structure of the construction platform needs to be designed in detail to ensure that it can withstand the combined action of tides, waves and water flow. The construction platform should adopt sufficient support structure and be fixed by throwing anchor and other methods to prevent displacement or inclination during measurement and subsequent construction process. According to the design data of the pile cap and the observation data on site, the cofferdam lowering position and the insertion position of the corner casing 4 and the normal casing 11 are planned in the site.

[0076] Example Three:

[0077] As shown in Figure 2 andFigure 3 As shown, the specific method of step S2 is as follows: Based on the measured data and layout positioning, steel casings are driven into the construction site. The steel casings include main casings 11 and corner casings 4. The main casings 11 and corner casings 4 are driven into the soil at predetermined positions using a hydraulic impact method. During the driving process, the verticality of the casings must be strictly ensured. The steel casings are arranged inside the cofferdam to provide reference points for subsequent construction. A steel equipment platform 5 is welded above the steel casings. The steel casings are classified: those 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 outwards towards the cofferdam, forming a cantilevered platform 10. The equipment platform 5 is used to place the waler lowering device 6, and the cantilevered platform 10 is used to place the anti-leakage device 7.

[0078] Example 4:

[0079] like Figure 2 and Figure 3 As shown, in step S2, a support rod is provided below the cantilever platform 10. The support rod is welded to the outside of the main protective casing 11 to provide support for the cantilever platform 10. In addition, a guide rail 16 is welded to the outer side of the main protective casing 11, and three movable brackets 27 are arranged on the guide rail 16. The movable brackets 27 are steel brackets and can move vertically. On the outside of the corner casing 4, a detachable bracket 26 is arranged. The detachable bracket 26 consists of a horizontal bar 46 and a second diagonal bar 48. The horizontal 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 horizontal bar 46 and the second diagonal bar 48 is made by a pin 47. The guide rail 16, the movable brackets 27, and the detachable brackets 26 are all used for the subsequent lowering of the waler 9.

[0080] Example 5:

[0081] like Figure 2 and Figure 3As shown, in step S2, the data obtained by measurement is used to design the lock steel pipe pile cofferdam, which is formed by closing a plurality of steel pipe piles 1. The cofferdam needs to be designed in reasonable size and material according to the data measured on site. The steel pipe pile 1 is composed of a pile body 25 and a lock 24. The lock 24 is used to connect two adjacent pile bodies 25. The lock 24 includes a left lock 33 and a right lock 34. The left lock 33 and the right lock 34 are arranged on the two adjacent pile bodies 25 respectively. The left lock 33 and the right lock 34 are buckled to each other to achieve locking, so as to ensure that each steel pipe pile 1 is connected to each other without generating a large gap. All the steel pipe piles 1 are divided into four groups of steel pipe piles. The steel pipe piles 1 at both ends of each group of steel pipe piles are reverse tension steel pipe piles 12. The reverse tension steel pipe piles 12 are welded with a steering device 3 for steering of a steel strand 2 on the outer side of the reverse tension steel pipe piles 12. The reverse tension steel pipe piles 12 are located at the middle positions of the cofferdam in each direction. The steering device 3 is located below the cantilever platform 10.

[0082] Embodiment six

[0083] As shown in Figure 2 , Figure 3 , the specific method of step S3 is as follows: in the face of large tidal range environment, in order to ensure the smooth insertion and driving of the steel pipe pile 1 and the working efficiency, a pilot hole is first excavated on the seabed by a rotary drilling rig. The rotary drilling rig cuts soil into 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 driven and provide convenient conditions for subsequent insertion and driving of the steel pipe pile 1. The pilot hole on the side of the trestle 50 uses the trestle 50 as a construction platform, and the pilot hole on the side without the trestle 50 uses a floating boat as a construction platform.

[0084] Embodiment seven

[0085] In step S3, before the pilot hole, the island building plane is first leveled, the pilot hole position and the pilot hole center line elevation are measured, the excavator is used to excavate the pilot hole position and backfill the loess, so as to facilitate the vertical pipe and the rotary drilling; the excavation size is 75 cm on both sides of the pilot hole center line, and the depth is 2 m. After the loess filling is completed, the rotary drilling site is leveled again, and the rotary drilling rig drilling points are arranged according to the drill bit diameter; before drilling, the elevation is measured by using the level to provide the drilling depth data for the rotary drilling rig. The jump hole drilling method is adopted. When the steel sheet pile is driven and encounters large-diameter pebbles, gravel and argillaceous sandstone, it cannot be driven to the required depth, and the steel sheet pile needs to be driven and constructed by using the rotary drilling rig to excavate the pilot hole.

[0086] Embodiment eight

[0087] As shown in Figure 2 , Figure 3 , Figure 7As shown, in step S4, the steel pipe pile 1 is divided into ordinary steel pipe piles and anti-tension steel pipe piles 12. The ordinary steel pipe pile consists of a pile body 25 and a locking buckle, which is symmetrically distributed on both sides of the pile body 25. The anti-tension steel pipe pile 12 is based on the ordinary steel pipe pile, and a steering device 3 is welded to its outer side. The steering device 3 consists 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, and 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-tension device. The baffle 29 provides a limiting effect for the steel strand 2, so that the steel strand 2 is always in close contact with the cofferdam and the steering device 3. The function of the steering device 3 is to turn the steel strand 2 that is horizontally wrapped around the outside of the cofferdam, thereby changing the direction of the force applied by the anti-pull leak prevention device 7, and thus tightening the cofferdam and reducing the gap in the lock.

[0088] Example 9:

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

[0090] Example 10:

[0091] like Figures 1 to 4 As shown, in step S5, before driving the steel pipe pile 1, the locking buckles 24 of the steel pipe to be driven are pre-treated. First, the inner contact surfaces 37 of the locking buckles 24 are evenly coated with water-stopping adhesive 35, with a thickness not less than the design value. The adhesive 35 is then smoothed with a scraper. The adhesive 35 contains wood chips and water-swellable rubber 38. The adhesive 35 ensures a tight fit of the locking buckles 24, while the wood chips and water-swellable rubber 38 further reduce the gaps 36 in the locking buckles 24. The steel pipe piles 1 are tightly connected by the locking buckles 24 to form a cofferdam structure. The water-swellable rubber fills the gaps 36 in the locking buckles 24, expanding upon contact with water to create a sealing effect and prevent leakage. The construction process includes installing the locking steel pipe piles, filling with wood chips and water-swellable rubber 38, and checking the sealing performance.

[0092] Example 11:

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

[0094] Example 12:

[0095] The specific method of step S7 is as follows: on the support casing 51 of the cofferdam 50, the guide device 52 is welded, and the purpose of the guide device 52 is to ensure that the steel pipe pile is inserted according to the predetermined position and can ensure the verticality of the steel pipe pile 1. The concrete in the guide hole is inserted before the initial setting of the steel pipe pile 1, and the concrete in the guide hole is used to ensure the stability of the steel pipe pile 1 in the riverbed and prevent displacement 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 the water. The steel pipe pile 1 is inserted into the concrete before the initial setting of the concrete in the guide hole, and the subsequent steel pipe pile is inserted in turn until the steel pipe pile 1 is closed. When the steel pipe pile 1 is inserted, it is necessary to strictly ensure that each lock position is aligned to ensure that the gap 36 between the locks 24 is not greater than 0.5 mm. The verticality of the gap 36 between the locks 24 and the connecting position is checked using a measuring tool to ensure that the design requirements are met. In addition, before the water stop glue 35 in the lock is cured, it is necessary to avoid external impact or pollution. When the steel pipe pile 1 is inserted, 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 the designed depth is reached. At the connection of the lock 24, a plugging material and technology are used for plugging treatment. The plugging material needs to have good adhesion and sealing performance to ensure the waterproof effect of the lock connection.

[0096] Example XIII:

[0097] As shown in Figure 5 , the specific method of step S8 is as follows: after the closure of the steel cofferdam, in order to ensure the overall stability of the steel cofferdam in the high tidal range environment, it is necessary to erect the surrounding purlin 9 inside the cofferdam. The surrounding purlin 9 is lowered layer by layer, and the specific method is as follows: first, install the surrounding purlin lowering device 6, and then sequentially perform one layer of surrounding purlin lowering, two layers of surrounding purlin lowering, and three layers of surrounding purlin lowering. The surrounding purlin 9 is divided into three layers, namely one layer of surrounding purlin 43, two layers of surrounding purlin 42, and three layers of surrounding purlin 41. Each layer of surrounding purlin 9 is composed of horizontal supports, inclined supports 28, and vertical supports 17. The horizontal supports 23 are placed horizontally in four positive directions to fill the gap between the cofferdam and the steel casing. The inclined supports 28 are used to fix the relative position of the horizontal supports of each layer of cofferdam and ensure the stability of each layer of surrounding purlin 9. The vertical supports 17 ensure the stability between each layer of surrounding purlin 9 and the rigidity and stability of the entire surrounding purlin structure. The vertical supports 17 are arranged between adjacent two layers of horizontal supports.

[0098] Example XIV:

[0099] As shown in Figure 5As shown, in step S8, before lowering the waler 9, a waler lowering device 6 needs to be installed on the equipment platform 5 above the main casing 11. The waler lowering device 6 consists of a hydraulic through-hole jack 40, a precision-rolled threaded steel bar 22, a support frame, and two upper and lower limiting bolts 39. The precision-rolled threaded steel bar 22 passes through the top of the support frame, 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. The movable brackets 27 and the precision-rolled threaded steel bar 22 are connected by bolts. The two limiting bolts 39 are connected to the precision-rolled threaded steel bar 22 and are located on both sides of the support frame. By adjusting the limiting bolts 39, the precision-rolled threaded steel bar 22 can be locked or loosened from the support frame. Then, the assembly of the first layer of walers 43 begins. During assembly, the pin 47 is inserted into the connection between the horizontal bar 46 and the second diagonal bar 48, and the unmounted bracket 26 is supported. The limit bolt 39 is loosened, and the hydraulic through-hole jack 40 is activated. The jack lifts the precision-rolled threaded steel bar 22, raising the first movable bracket 19 to the construction height. At the same time, the elevation of the unmounted brackets 26 on both sides is referenced to ensure that the top of the first movable bracket 19 is at the same elevation as the unmounted brackets 26. Then, the limit bolt 39 is tightened, and the horizontal brace 23 is hoisted onto the first movable bracket 19. The four horizontal braces 23 are connected with bolts to form a square frame structure. Then, the diagonal brace 28 is connected to the horizontal brace 23, and a vertical brace 17 is added above the horizontal brace 23, thus completing the assembly of the first layer of walers 43.

[0100] Example 15:

[0101] like Figure 5 As shown, in step S8, after the first layer of walers is installed, the limit bolt 39 is loosened, the hydraulic through-hole jack 40 is activated, the jack lifts the precision-rolled threaded steel bar 22, lifts the movable bracket 27, and makes the unloading bracket 26 easy to lift. Then, the pin 47 on the unloading bracket 26 is removed, so that the crossbar 46 and the second diagonal bar 48 of the unloading bracket 26 lose support and fall automatically. Then, the limit bolt 39 is loosened, and the waler lowering device 6 is activated to slowly lower the movable bracket 27 along the guide rail 16. The guide rail 16 provides a constraint on the movable bracket 27, allowing it to move only up and down along the axial direction of the precision-rolled threaded steel bar 22. To increase work efficiency, construction workers can directly assemble the waler 9 on the equipment platform 5 above the casing. In addition, for construction accuracy, it is necessary to ensure that the elevation of all the unloaded brackets 26 is consistent, and the placement height of the waler 9 on the unloaded brackets 26 can be adjusted by placing pads on the crossbar 46 and the waler 9.

[0102] Example 16:

[0103] like Figure 5As shown, in step S8, after the first-layer waler 43 is lowered, the second movable bracket 20 reaches the construction height. When the second movable bracket 20 is at the construction height, the top of the second movable bracket 20 is at the same elevation as the unloaded bracket 26. Then, in the same way as the first-layer waler 43, the second-layer waler 42 is installed on the four second movable brackets 20, and then the second-layer waler 42 is lowered using the waler lowering device 6. The installation method of the third-layer waler 41 is also the same. First, the third movable bracket 21 reaches the construction height. When the third movable bracket 21 is at the construction height, the top of the third movable bracket 21 is at the same elevation as the unloaded bracket 26. Then, the third-layer waler 41 is installed on the third movable bracket 21, and finally lowered to the design height. At this point, the first-layer waler 43 is at the bottom, and from bottom to top, there are the first-layer waler 43, the second-layer waler 42, and the third-layer waler 41. Then, tighten the limiting bolts 39, and rely on the buoyancy of the water and the lifting force of the precision-rolled threaded steel 22 to suspend the entire waler between the cofferdam and the casing.

[0104] Example 17:

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

[0106] Example 18:

[0107] like Figure 2 , Figure 3 , Figure 6As shown, although water is prevented at the lock 24, under the influence of high tidal range, some subtle gaps will inevitably be produced at the inner side 37 of the lock 24, which may cause water leakage. When facing the strong water flow caused by high tidal range, the anti-pulling leakage device 7, relying on the data monitored by the tide and flow monitoring equipment on the construction trestle, operates the hydraulic rod 14 to rise upward, the rising of the hydraulic rod 14 pushes the anti-pulling block 13 and the two ends of the steel strand 2 anchored on the anti-pulling block 13 to move upward, the upward force is converted into the inward contraction force of the steel strand 2 through the steering device 3, the steel strand 2 exerts a tightening force on the steel pipe pile, thereby tightening the cofferdam, and gradually tightening the gap 36 between the locks.

[0108] Example nineteen:

[0109] The specific method of step S10 is as follows: after the concrete in the bottom guide hole is cured for 5 days, a rotary drill is used to drill a hole in the lock steel pipe pile, the bottom elevation of the hole is 1.5 m lower than the bottom of the lock steel pipe pile, and concrete piles are successively poured in the lock steel pipe pile, the material of the concrete piles is C25 concrete. In addition, the amount of concrete in the anti-pulling steel pipe pile 12 needs to be increased, that is, the amount of concrete poured in the anti-pulling 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 anti-pulling operation.

[0110] Example twenty:

[0111] In step S11, water should be pumped according to the internal support construction situation until the water in the cofferdam is pumped out. When pumping water, the deformation of the steel cofferdam wall body should be observed, and if abnormality occurs, pumping should be stopped immediately. It is worth noting that during the pumping process, the construction personnel weld support brackets in the interior of the cofferdam as the water surface in the cofferdam drops, the support brackets are welded to the lower side of each layer of horizontal support 23 and are welded from top to bottom, thereby providing pre-support for each layer of horizontal support 23 on the coffering 9, thereby providing safety guarantee for subsequent work.

[0112] Example twenty-one:

[0113] The specific method of step S12 is as follows: after the water pumping is completed, the construction personnel immediately dredges the cofferdam bottom, which can be dredged by using the combination of long-arm excavators and telescopic-arm excavators. After cleaning to the bottom, the construction personnel carefully cleans the cofferdam bottom, the periphery of the steel casing and the foundation with a high-pressure water gun and a steel brush to prevent the formation of weak areas and to ensure that the bottom sealing concrete is closely combined with the pile foundation and the cofferdam. The space between the steel casings and the space between the steel casings and the cofferdam is limited, so a small excavator can be self-made for operation in the limited space.

[0114] Example twenty-two:

[0115] The specific method of step S13 is as follows: when the drainage is completed, the removal of the surrounding purlin lower placing device 6 and the dredging work are simultaneously performed, the limiting bolts 39 are loosened, the support frame and the hydraulic center jack 40 are removed in sequence, when the finished rolling threaded steel 22 is removed, the bolts at the connection of each group of movable corbel need to be loosened synchronously, and the finished rolling threaded steel 22 is pulled out from the upper equipment platform 5, when the surrounding purlin lower placing device 6 is removed, the gravity of the surrounding purlin is borne by the cofferdam, and then the up and down ladders are installed inside the cofferdam.

[0116] Example twenty-three:

[0117] The specific method of step S14 is as follows: the staff cuts the steel casing at the base, adopts the ring cutting method, and fixes the casing above the cutting position in advance by using the crane before cutting, after the cutting is completed, the casing is lifted out by using the crane.

[0118] Example twenty-four:

[0119] The specific method of step S15 is as follows: before the formal pouring of the pile cap, the bottom sealing concrete needs to be poured for bottom sealing construction, the bottom sealing construction is performed from one end of the cofferdam to the other end, and the bottom sealing concrete is poured in place at one time. The number and position of the distribution points are calculated according to the flow radius of the concrete, the top surface elevation of the concrete at the pouring point is timely tracked and detected, and the concrete overheight or insufficient thickness of the bottom sealing concrete is prevented to affect the later pile cap construction; after the bottom sealing construction is completed, the pile cap is poured after the bottom sealing concrete reaches the design strength, the pile head is cleaned, the reinforcement is bound, and the first layer of pile cap concrete is poured. After the first layer of pile cap reaches the design strength, the first layer of surrounding purlin 43 is cut off, the second layer of pile cap reinforcement is bound, and the second layer of pile cap concrete is poured; then the second layer of surrounding purlin 42 is cut off, the third layer of pile cap reinforcement is bound, and the second layer of pile cap is poured; finally, the third layer of surrounding purlin 41 is cut off.

[0120] Example twenty-five:

[0121] In step S16, the steel cofferdam is removed according to the overall idea of “block cutting, block removal, and safety assurance”. The steel cofferdam wall plate is lifted by the crawler crane according to the block cutting.

[0122] Example twenty-six:

[0123] In the overall construction, the anti-leakage device 7 is prepared at any time to cope with the influence of the large tidal range on the cofferdam leakage, and the hydraulic rod 14 of the anti-leakage device 7 is timely operated to tighten the overall steel cofferdam.

[0124] Example twenty-seven:

[0125] The large-tidal-difference marine environment steel pipe pile lock cofferdam plugging system is constructed by the construction method of the large-tidal-difference marine environment steel pipe pile lock cofferdam plugging system described above.

Claims

1. A construction method for a steel pipe pile interlocking cofferdam leak-stopping system in a marine environment with large tidal range, characterized in that, Includes the following steps: S1. Measurement and positioning; S2, Steel casing installation and cofferdam design; The steel casing includes a main casing (11) and corner casings (4), and the main casing (11) and corner casings (4) are installed 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 outward towards the cofferdam to form a cantilever platform (10). The equipment platform (5) is used to place the waler lowering device (6), and the cantilever platform (10) is used to place the anti-pull leak prevention device (7). Support rods are provided below the cantilever platform (10), and the support rods are 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). The movable brackets (27) can move vertically; a drop bracket (26) is provided on the outside of the corner casing (4). The drop bracket (26) includes a horizontal bar (46) and a second diagonal bar (48). The horizontal 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). The connection between the horizontal bar (46) and the second diagonal bar (48) is made by a pin (47). The cofferdam is formed by the closure of steel pipe piles (1). The steel pipe pile (1) includes a pile body (25) and a locking buckle (24). 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 set on two adjacent pile bodies (25). The left locking buckle (33) and the right locking buckle (34) are locked together to achieve locking. All the steel pipe piles (1) are divided into four steel pipe pile groups. The steel pipe piles (1) located at both ends of each steel pipe pile group are anti-pull steel pipe piles (12). The outside of the anti-pull steel pipe piles (12) is welded with a steering device (3) for turning the steel strand (2). The anti-pull steel pipe piles (12) are all located in the middle position of each direction of the cofferdam. The steering device (3) is located below the cantilever platform (10). The steering device (3) consists 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. S3. Dig the pilot hole; S4. Fabrication of interlocking steel pipe piles; S5. Locking pretreatment; S6. Pour concrete into the pilot hole; S7. Drive in locking steel pipe piles; S8. Lower the purlin; S9. Install the anti-leakage device; First, construct a cantilever platform (10) on the equipment platform (5) above the positive casing (11) and install the anti-leakage device (7) above the cantilever platform (10). The four anti-leakage devices (7) are installed on the cantilever platforms (10) above the four positive casings (11). The anti-leakage device (7) consists of a hydraulic base (15), a hydraulic rod (14), an anti-leakage block (13), an anchor (18), and a steel strand (2). The hydraulic rod (14) is set on the hydraulic base (15), and the hydraulic base (15) is used to drive the hydraulic rod (14) to push upward. The anti-leakage block (13) is placed above the hydraulic rod (14). The steel strand (2) is symmetrically arranged around the outside of the steel pipe pile group. There are four steel strands (2). First, use the anchor (18) to anchor one end of the steel strand (2) to the anti-leakage block (13), and then the steel strand (2) is used to anchor the steel strand (2) to the anti-leakage block (13). The 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) goes around the turning device (3) and goes around the corner of the cofferdam horizontally to the turning device (3) on the other side of the steel pipe pile group. Then it goes around the shaft (31) of the turning device (3) and goes up through the anti-pull block (13) on another anti-pull leak-proof device (7). 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. 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 the inward contraction force of the steel strand (2) by the turning device (3). The steel strand (2) applies a clamping force to the steel pipe pile, thereby tightening the steel pipe pile and reducing the gap (36) between the locks. S10, Concrete pouring inside the pile; S11. Pumping water from inside the cofferdam; S12. Dredging within the cofferdam; S13. Remove the waler lowering device; S14. Removal of steel casing; S15, Foundation casting; S16, Cofferdam removal.

2. The construction method of the steel pipe pile interlocking cofferdam leak-stopping system for marine environments with large tidal ranges as described in claim 1, characterized in that, In step S4, a pilot hole is first excavated on the seabed using a rotary drilling rig; the pilot hole on the side of the trestle (50) uses the trestle (50) as the construction platform, while the pilot hole on the side without the trestle (50) uses a floating vessel as the construction platform.

3. The construction method of the steel pipe pile interlocking cofferdam leak-stopping system for marine environments with large tidal ranges as described in claim 1, characterized in that, The specific method of step S5 is as follows: Apply water-stop adhesive (35) evenly to the inner contact surface (37) of the lock (24), and use a scraper to smooth the water-stop adhesive (35). The water-stop adhesive (35) contains wood chips and water-swellable rubber (38). The steel pipe pile (1) is tightly connected through the lock (24) to form a cofferdam structure. The water-swellable rubber fills the gap (36) of the lock (24) and expands after encountering water to form a sealing effect. In step S6, when pouring the pilot hole concrete, the pilot hole is first cleaned using the air-lift reverse circulation method, and then C25 underwater concrete is poured into the first drilled pilot hole position up to the top of the pilot hole, and the subsequent pilot holes are poured in sequence.

4. The construction method of the steel pipe pile interlocking cofferdam leak-stopping system for marine environments with large tidal ranges according to claim 1, characterized in that, The specific method of step S7 is as follows: Weld a guide device (52) onto the support casing (51) of the trestle (50), drive the steel pipe pile (1) into the concrete in the pilot hole before it sets, and drive the subsequent steel pipe piles in sequence until the steel pipe pile (1) is closed; When driving the steel pipe pile (1), ensure that the gap (36) of the locking buckle (24) is not greater than 0.5mm; Use a leak-sealing material to seal the leak at the connection of the locking buckle (24).

5. The construction method of the steel pipe pile interlocking cofferdam leak-stopping system for marine environments with large tidal ranges according to claim 1, characterized in that, In step S8, the waler (9) is lowered layer by layer. The specific method is as follows: first, the waler lowering device (6) is installed, and then the first waler, the second waler, and the third waler are lowered in sequence. The waler (9) is divided into three layers: the first waler (43), the second waler (42), and the third waler (41). Each waler (9) is composed of horizontal bracing (23), diagonal bracing (28), and vertical bracing (17). The vertical bracing (17) is set between two adjacent horizontal bracing (23). The waler lowering device (6) consists of a hydraulic through-hole jack (40), a precision-rolled threaded steel bar (22), a support frame, and two upper and lower limit bolts (39). The precision-rolled threaded steel bar (22) passes through the top of the support frame, 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 arranged from bottom to top as the first movable bracket (19), the second movable bracket (20), and the third movable bracket (21). The movable brackets (27) and the precision-rolled threaded steel bar (22) are connected by bolts. First, assemble one layer of waler (43). During assembly, insert the pin (47) into the crossbar (46) and the second diagonal bar (49). 8) Connect the joint and support the unloading bracket (26), loosen the limit bolt (39), start the hydraulic through-hole jack (40), the hydraulic through-hole jack (40) lifts the fine rolled thread steel (22), and raises 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 tighten the limit bolt (39), hoist the horizontal support (23) onto the first movable bracket (19), connect the four horizontal supports (23) with bolts to form a square frame structure, then connect the diagonal support (28) to the horizontal support (23), and add a vertical support (17) above the horizontal support (23) to complete the assembly of the first layer of walers (43); After the first layer of walers is installed, loosen the limit bolts (39), start the hydraulic through-hole jack (40), lift the precision rolled threaded steel bar (22), lift the movable bracket (27), and make the unloading bracket (26) easy to lift. Then remove the pin (47) on the unloading bracket (26) so that the crossbar (46) and the second diagonal bar (48) of the unloading bracket (26) lose support and fall automatically. Then loosen the limit bolts (39) and start the waler lowering device (6) to lower the movable bracket (27) along the guide rail (16). After the first-layer waler (43) is lowered, the second movable bracket (20) is brought to the construction height. When the second movable bracket (20) is at the construction height, the top of the second movable bracket (20) is at the same elevation as the unloaded bracket (26). Then, the second-layer waler (42) is installed on the four second movable brackets (20), and the second-layer waler (42) is lowered using the waler lowering device (6). After the second-layer waler (42) is installed, the third movable bracket (21) is brought to the construction height. When the third movable bracket (21) is at the construction height, the top of the third movable bracket (21) is at the same elevation as the unloaded bracket (26). Then, the third-layer waler (41) is installed on the third movable bracket (21), and finally lowered to the design height.

6. The construction method of the steel pipe pile interlocking cofferdam leak-stopping system for marine environments with large tidal ranges according to claim 1, characterized in that, The specific method of step S10 is as follows: After the concrete in the bottom pilot hole has been cured for 5 days, a rotary drilling rig is used to drill a hole in the steel pipe pile (1). The bottom elevation of the drill hole is 1.5m lower than the bottom of the steel pipe pile (1), and concrete piles are poured in the steel pipe pile in sequence; the amount of concrete poured in the reverse tension 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 inside the cofferdam drops, the construction workers weld supporting brackets inside the cofferdam. The supporting brackets are welded to the lower side of each layer of horizontal bracing (23) and welded from top to bottom. The supporting brackets provide pre-support for each layer of horizontal bracing (23) on the waler (9). The specific method of step S13 is as follows: After the pumping is completed, the removal of the waler lowering device (6) and the dredging work are carried out at the same time. After loosening the limit bolt (39), the support frame and the hydraulic through-hole jack (40) are removed in sequence. When removing the fine rolled threaded steel (22), the bolts at the connection of each set of movable brackets connected in series need to be loosened synchronously and pulled out from the equipment platform (5) above. After the waler lowering device (6) is removed, the upper and lower ladders are installed inside the cofferdam.

7. The construction method of the steel pipe pile interlocking cofferdam leak-stopping system for marine environments with large tidal ranges according to claim 1, characterized in that, The specific method of step S15 is as follows: Before the formal pouring of the foundation, it is necessary to pour the bottom sealing concrete for the bottom sealing construction. After the bottom sealing concrete reaches the design strength, the foundation is poured. During the pouring, the pile head is cleaned first, and then the steel bars are tied and the first layer of foundation concrete is poured. After the first layer of foundation reaches the design strength, the first layer of walers (43) is cut off, and then the second layer of foundation steel bars are tied and the second layer of foundation concrete is poured. Then the second layer of walers (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 walers (41) is cut off.

8. A steel pipe pile interlocking cofferdam sealing system for marine environments with large tidal ranges, characterized in that: The system is constructed using the construction method of the steel pipe pile interlocking cofferdam leak-stopping system for marine environments with large tidal range as described in any one of claims 1-7.

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