Leaking stoppage construction method for steel sheet pile cofferdam

Abstract

The invention relates to a leaking stoppage construction method for a steel sheet pile cofferdam, and belongs to the technical field of cofferdam construction. The leaking stoppage construction method for the steel sheet pile cofferdam comprises the following steps that a leakage repairing steel sheet pile is arranged on the outer side of the releasing position of every two adjacent releasing steel sheet piles in a driving mode, and the two sides of the leakage repairing steel sheet pile are fixedly connected with the outer side surfaces of the two releasing steel sheet piles correspondingly so that the releasing position can be shielded by the leakage repairing steel sheet pile; concrete is poured into an area defined by the leakage repairing steel sheet pile and the two tripping steel sheet piles, so that the leakage repairing steel sheet pile and the two tripping steel sheet piles are connected into a whole; gravel is thrown and filled on the outer side of the leakage repairing steel sheet pile, so that gravel pressing feet are formed on the outer side of the leakage repairing steel sheet pile to press the leakage repairing steel sheet pile; and connecting beams are welded to the outer sides of the steel sheet piles located on the same side, and the connecting beams and fixing objects located on the outer side of the cofferdam are connected in parallel so as to reinforce and support the steel sheet piles. According to the leaking stoppage construction method for the steel sheet pile cofferdam, the leaking stoppage effect is good, and the steel sheet pile cofferdam after leaking stoppage can resist heavy storm waves in the typhoon period.

Description

Technical Field

[0001] The invention belongs to the technical field of cofferdam construction, and in particular relates to a steel sheet pile cofferdam leakage plugging construction method. Background Art

[0002] During the construction of offshore bridge piers, cofferdams are often used to create a dry working environment to facilitate the pouring of the piers. Common cofferdam types used in underwater construction include double-walled steel cofferdams, steel-cased box cofferdams, and steel sheet pile cofferdams. Compared to double-walled steel cofferdams and steel-cased box cofferdams, steel sheet pile cofferdams are widely used due to their flexible size adjustment, multiple recycling capabilities, and low construction costs.

[0003] A steel sheet pile cofferdam is constructed from multiple steel sheet piles, connected by locks. During construction, the piles are driven sequentially. After the piles are closed, a concrete seal layer is poured to allow water to be pumped out of the cofferdam, creating a dry working environment. However, during strong winds and waves (such as during a typhoon), adjacent steel sheet piles can become dislocated, creating large leaks. Traditionally, this has involved inserting a new steel sheet pile cofferdam around the leak. However, this process is complex and time-consuming, delaying the project schedule. Furthermore, even after using a new steel sheet pile cofferdam to seal the leak, there's no guarantee it will re-engage in a typhoon. After encountering strong winds and waves such as typhoons, in addition to the leakage points caused by the disengagement between adjacent steel sheet piles, there may also be leakage points in the bottom concrete sealing layer or the connection between the concrete sealing layer and the steel sheet pile cofferdam. For the leakage points of the concrete sealing layer, the traditional treatment method is to set drainage ditches and water collection wells on the concrete sealing layer for drainage, but this treatment method cannot completely solve the leakage problem.

[0004] Therefore, how to improve the sealing effect of steel sheet pile cofferdams to resist strong winds and waves during typhoon season is a technical problem that needs to be solved urgently. Summary of the Invention

[0005] In response to the above technical problems, the present invention provides a steel sheet pile cofferdam plugging construction method, which has a good plugging effect. The steel sheet pile cofferdam after plugging can withstand strong winds and waves during typhoon season.

[0006] The present invention provides a steel sheet pile cofferdam leak plugging construction method, comprising the following steps: Steps for plugging the leak at the disengaged location: two adjacent steel sheet piles that are disengaged from each other are marked as disengaged steel sheet piles, and leak-proof steel sheet piles are driven outside the disengaged location of the two adjacent disengaged steel sheet piles, and both sides of the leak-proof steel sheet piles are fixedly connected to the outer surfaces of the two disengaged steel sheet piles, so that the leak-proof steel sheet piles cover the disengaged location; concrete is poured into the area enclosed by the leak-proof steel sheet piles and the two disengaged steel sheet piles, so that the leak-proof steel sheet piles and the two disengaged steel sheet piles are connected as a whole; gravel is thrown and filled outside the leak-proof steel sheet piles to form a gravel pressure foot outside the leak-proof steel sheet piles to press the leak-proof steel sheet piles tightly; Leveling reinforcement steps: Weld connecting beams on the outside of the steel sheet piles on the same side to connect the steel sheet piles on the same side into one through the connecting beams, and level the connecting beams with the fixed objects on the outside of the cofferdam to reinforce the supporting steel sheet piles.

[0007] In some of the embodiments, the outer surface of the steel sheet pile has an H-shaped steel, the length direction of the H-shaped steel is consistent with the length direction of the steel sheet pile, one side flange of the H-shaped steel is welded to the outer surface of the steel sheet pile, and the web of the H-shaped steel is arranged perpendicular to the outer surface of the steel sheet pile, so that the grooves of the H-shaped steel connecting two adjacent steel sheet piles are arranged relative to each other; in the step of plugging the leak at the disengagement, the leak-proof steel sheet piles are inserted into the two opposite grooves of the two H-shaped steels of the two disengaged steel sheet piles, and the two sides of the leak-proof steel sheet piles are respectively welded to the H-shaped steels of the two disengaged steel sheet piles.

[0008] In some embodiments, in the step of plugging the leak at the tripping location, the top elevation of the crushed stone pressure foot is at least 1 m lower than the top elevation of the poured concrete, and the width of the crushed stone pressure foot is not less than 2 m.

[0009] In some embodiments, in the parallel connection reinforcement step, the selected fixing object and the connecting beam to be paralleled are located on the same side of the cofferdam; the specific steps of parallel connection are: welding at least two parallel connection beams between the fixing object and the connecting beam so that the parallel connection beam or its extension line and the connecting beam form a triangular support structure.

[0010] In some embodiments, in the parallel reinforcement step, the steel sheet piles on the wave-facing side of the cofferdam are parallel reinforced and supported.

[0011] In some embodiments, the leak-proof construction method also includes a concrete sealing bottom layer leak-proof step, and the concrete sealing bottom layer leak-proof step is specifically: drilling a first hole at the leaking point of the concrete sealing bottom layer, and drilling a second hole at intervals around the leaking point to explore the scope of the interlayer area causing leakage in the concrete sealing bottom layer and its bottom; washing away the mud and sand in the interlayer area through the first hole or the second hole connected to the interlayer area, and grouting into the cleaned interlayer area to form a grouting body water-proof layer to seal the leaking point of the concrete sealing bottom layer.

[0012] In some embodiments, in the step of plugging leakage in the concrete sealing layer, when drilling the second holes, the distance between two adjacent second holes is 1-2 m.

[0013] In some embodiments, in the step of plugging leaks in the concrete sealing layer, the specific steps for washing out the mud and sand in the interlayer area are: installing a high-pressure nozzle at the bottom end of the drill rod, the drill rod carrying the high-pressure nozzle extends into the interlayer area through the first hole or the second hole, turning on the high-pressure nozzle to spray water, and rotating the drill rod to drive the high-pressure nozzle to rotate and clean the interlayer area; during the cleaning process, turning on the mud and water pump in the cofferdam to extract the cleaned mud and sand in time.

[0014] In some embodiments, the leak plugging construction method also includes a step of sealing the gap between the steel sheet pile and the concrete sealing bottom layer. The step of sealing the gap between the steel sheet pile and the concrete sealing bottom layer is specifically as follows: drilling a third hole at intervals along the edge of the concrete sealing bottom layer close to the inner side of the steel sheet pile, and the third hole extends below the concrete sealing bottom layer; grouting is injected into the sand between the bottom of the steel sheet pile and the edge of the concrete sealing bottom layer through the third hole to seal the gap between the bottom of the steel sheet pile and the edge of the concrete sealing bottom layer.

[0015] In some embodiments, in the step of sealing the gap between the steel sheet pile and the concrete sealing layer, when drilling the third hole, the distance between two adjacent third holes is 1.5~2m, and the depth of the third hole exceeds the bottom surface of the concrete sealing layer by at least 0.5m.

[0016] Compared with the prior art, the advantages and beneficial effects of the present invention are: 1. The steel sheet pile cofferdam plugging construction method provided by the present invention achieves permanent plugging of the disconnected places of adjacent steel sheet piles through the plugging step. At the same time, the connection between the undisconnected steel sheet piles is reinforced through the parallel connection reinforcement step. The parallel connection is used to reinforce and support the steel sheet piles to improve the cofferdam's ability to resist flow and wind and wave. It can effectively prevent the cofferdam from being disconnected again due to the influence of wind and waves after plugging. The plugging effect is good. The steel sheet pile cofferdam after plugging can withstand strong winds and waves during typhoons. 2. The steel sheet pile cofferdam plugging construction method provided by the present invention has the following steps: in the step of plugging the tripping part, the driven leak-proof steel sheet pile is used to connect the two tripping steel sheet piles to cover the tripping part; concrete is poured into the area enclosed by the leak-proof steel sheet pile and the two tripping steel sheet piles, so that the leak-proof steel sheet pile and the two tripping steel sheet piles are connected as one; and gravel pressure feet are thrown outside the leak-proof steel sheet pile to press the leak-proof steel sheet pile tightly, thereby ensuring the stability of the connection between the leak-proof steel sheet pile and the tripping steel sheet pile, thereby achieving permanent leak plugging, good leak plugging effect, simple leak plugging construction steps, and short leak plugging period; 3. The steel sheet pile cofferdam plugging construction method provided by the present invention has a leveling reinforcement step in which the steel sheet piles on the same side are connected into one by a connecting beam, and then the fixed objects outside the cofferdam are used as support points to achieve reinforcement and support for the steel sheet piles through leveling, which can withstand strong winds and waves during typhoons. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] The drawings described herein are used to provide a further understanding of the present invention and constitute a part of this application. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings: Figure 1 A flow chart of a steel sheet pile cofferdam plugging construction method provided in one embodiment of the present invention; Figure 2 A schematic diagram of the structure for plugging leaks at the cofferdam tripping location in a steel sheet pile cofferdam plugging construction method provided by one embodiment of the present invention; Figure 3 for Figure 2 A partial enlarged view of point A in the middle; Figure 4 A schematic structural diagram of a crushed stone pressure foot formed on the outer side of a leak-proof steel sheet pile in a steel sheet pile cofferdam leak-proofing construction method provided by one embodiment of the present invention; Figure 5 A schematic diagram of the cofferdam structure after parallel joint reinforcement in a steel sheet pile cofferdam plugging construction method provided by one embodiment of the present invention; Figure 6 A schematic diagram of the position distribution of the first hole and the second hole in the steel sheet pile cofferdam plugging construction method provided by one embodiment of the present invention; Figure 7 A schematic diagram of cleaning sediment from the clamping area in a steel sheet pile cofferdam plugging construction method provided by one embodiment of the present invention; Figure 8 A schematic diagram of the position distribution of the third hole in the steel sheet pile cofferdam plugging construction method provided in one embodiment of the present invention.

[0018] In the picture: 1. Steel sheet piles; 1', release steel sheet piles; 2. Leak-proof steel sheet piles; 3. Concrete; 4. Gravel footer; 5. Connecting beam; 6. Flat beam; 7. Fixtures; 8. Concrete seal base; 9. Drill rod; 10. High-pressure sprinkler nozzle; 11. Hat-shaped steel sheet pile; 12. H-shaped steel; 121. Flange; 122. Web; 71. Support steel pipe pile; 72. Tower crane foundation; a. Tripping point; b. First hole; c. Second hole; d. Interlayer area; e. Third hole. DETAILED DESCRIPTION

[0019] The following will provide a clear and complete description of the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the embodiments described are only part of the embodiments of the present invention, not all of them. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making any creative efforts are within the scope of protection of the present invention.

[0020] In the description of the present invention, it should be understood that the terms "upper", "lower", "top", "bottom", "inside", "outside", etc., indicating orientations or positional relationships, are based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.

[0021] The terms "first," "second," and "third" are used for descriptive purposes only and should not be understood to indicate or imply relative importance or to implicitly specify the quantity of the technical features indicated. Therefore, a feature specified as "first," "second," or "third" may explicitly or implicitly include one or more of such features.

[0022] In the description of the present invention, it should be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "connected" should be understood broadly. For example, they may refer to fixed connections, detachable connections, or integral connections; they may refer to direct connections, indirect connections through an intermediary, or internal communication between two components. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on the specific circumstances.

[0023] As attached Figure 1-Figure 5 As shown, an exemplary embodiment of the present invention provides a steel sheet pile cofferdam plugging construction method, comprising the following steps: Steps for plugging the leak at the disengagement point: two adjacent steel sheet piles 1 that are disengaged from each other are marked as disengagement steel sheet piles 1', and leak-proof steel sheet piles 2 are driven outside the disengagement point a of the two adjacent disengagement steel sheet piles 1', and both sides of the leak-proof steel sheet pile 2 are fixedly connected to the outer surfaces of the two disengagement steel sheet piles 1', so that the leak-proof steel sheet piles 2 cover the disengagement point a; concrete 3 is poured into the area enclosed by the leak-proof steel sheet pile 2 and the two disengagement steel sheet piles 1', so that the leak-proof steel sheet pile 2 and the two disengagement steel sheet piles 1' are connected as a whole; gravel is thrown outside the leak-proof steel sheet pile 2 to form a gravel pressure foot 4 outside the leak-proof steel sheet pile 2 to press the leak-proof steel sheet pile 2 tightly; Flat-joining reinforcement step: Weld the connecting beam 5 on the outside of the steel sheet piles 1 on the same side to connect the steel sheet piles 1 on the same side into one through the connecting beam 5, and flat-join the connecting beam 5 and the fixed object 7 located on the outside of the cofferdam to reinforce the supporting steel sheet piles 1.

[0024] The above-mentioned steel sheet pile cofferdam plugging construction method realizes permanent plugging of the disconnected points a of adjacent steel sheet piles 1 through the plugging step of the disconnected points. At the same time, the connection between the undisconnected steel sheet piles 1 is reinforced through the leveling reinforcement step, and the steel sheet piles 1 are reinforced and supported by the leveling to improve the cofferdam's flow resistance and wind and wave resistance. It can effectively avoid being affected by wind and waves and being disconnected again after plugging, and the plugging effect is good. The steel sheet pile cofferdam after plugging can withstand the strong winds and waves during typhoon period. At the same time, in the above-mentioned steel sheet pile cofferdam plugging construction method, in the step of plugging the disconnected part, the installed leak-proof steel sheet pile 2 is used to connect the two disconnected steel sheet piles 1' to cover the disconnected part a, and concrete 3 is poured into the area enclosed by the leak-proof steel sheet pile 2 and the two disconnected steel sheet piles 1' to connect the leak-proof steel sheet pile 2 and the two disconnected steel sheet piles 1' into one. Furthermore, gravel pressure feet 4 are thrown outside the leak-proof steel sheet pile 2 to press the leak-proof steel sheet pile 2, ensuring the stability of the connection between the leak-proof steel sheet pile 2 and the disconnected steel sheet pile 1', thereby achieving permanent plugging, good plugging effect, simple plugging construction steps and short plugging period. In addition, in the above-mentioned steel sheet pile cofferdam plugging construction method, in the step of parallel connection reinforcement, the steel sheet piles 1 on the same side are connected into one by a connecting beam 5, and then the fixed object 7 outside the cofferdam is used as a support point to achieve reinforced support for the steel sheet piles 1 through parallel connection, which can withstand strong winds and waves during typhoon season.

[0025] It should be noted that if Figure 2 and Figure 3 As shown, the steel sheet piles 1 used to form the steel sheet pile cofferdam in this embodiment are composite steel sheet piles of hat-shaped steel sheet piles 11 and H-shaped steels 12. This type of composite steel sheet pile structure is a commonly used type of steel sheet pile for steel sheet pile cofferdams. The length direction of the H-shaped steel 12 is consistent with the length direction of the hat-shaped steel sheet pile 11. A side flange 121 of the H-shaped steel 12 is welded to the outer surface of the hat-shaped steel sheet pile 11. The web 122 of the H-shaped steel 12 is arranged perpendicular to the outer surface of the hat-shaped steel sheet pile 11. After the cofferdam is formed, the grooves of the H-shaped steel 12 connecting two adjacent hat-shaped steel sheet piles 11 are arranged relative to each other.

[0026] Regarding the steps for plugging the leak at the tripping point, it should be noted that if Figure 3As shown, when a combination of cap-shaped steel sheet piles 11 and H-shaped steels 12 is used, the leak-proof steel sheet piles 2 are inserted into the opposite grooves of the two H-shaped steels 12 of the two release steel sheet piles 1', and the two sides of the leak-proof steel sheet piles 2 are respectively welded to the H-shaped steels 12 of the two release steel sheet piles 1'. The leak-proof steel sheet piles 2 are inserted into the opposing grooves of the two H-shaped steels 12 of the two release steel sheet piles 1'. The flanges 121 of the H-shaped steels 12 can be used to support the sides of the leak-proof steel sheet piles 2, which helps prevent the leak-proof steel sheet piles 2 from separating from the release steel sheet piles 1'. Furthermore, the leak-proof steel sheet piles 2 and the two release steel sheet piles 1' can enclose a larger area, facilitating the pouring of a sufficient amount of concrete 3 and ensuring that the concrete 3 has sufficient strength. To connect the leak-proof steel sheet piles 2 and the release steel sheet piles 1', it is sufficient to weld the two sides of the leak-proof steel sheet piles 2 to the H-shaped steels 12 of the two release steel sheet piles 1', thereby facilitating the connection between the leak-proof steel sheet piles 2 and the release steel sheet piles 1'. It should be noted that when the steel sheet piles 1 constituting the cofferdam are other types of steel sheet piles that do not have H-shaped steels 12, the leak-proof steel sheet piles 2 can be installed after welding the H-shaped steels 12 to the outer surfaces of the two release steel sheet piles 1'.

[0027] It should also be noted that if Figure 4 As shown, in the step of plugging the leak at the tripping location, the top elevation of the gravel presser foot 4 is at least 1m lower than the top elevation of the poured concrete 3, and the width of the gravel presser foot 4 is not less than 2m. A sufficient height difference between the gravel presser foot 4 and the poured concrete 3 and a sufficient width of the gravel presser foot 4 can increase the lateral pressure of the gravel presser foot 4 on the leak-proof steel sheet pile 2, preventing the leak-proof steel sheet pile 2 from being displaced or deformed under the action of water pressure or wind and waves, thereby improving the overall stability of the leak-proof structure and enhancing the durability of the leak-proof effect. Preferably, the slope ratio of the gravel presser foot 4 is 1:2. With regard to the throwing and filling of the gravel presser foot 4, it should be noted that the gravel presser foot 4 upstream of the cofferdam is preferably thrown and filled at low tide, the gravel presser foot 4 downstream of the cofferdam is preferably thrown and filled at high tide, and the gravel presser feet 4 on the remaining two sides are preferably thrown and filled at flat tide. Regarding the pouring of the concrete 3 , it should be noted that since there is water in the area enclosed by the leak-proof steel sheet piles 2 and the two release steel sheet piles 1 ′, it is preferred to use underwater C25 concrete for pouring.

[0028] Regarding the steps of flat connection reinforcement, it should be noted that if Figure 5 As shown, the connecting beam 5 is welded to the outside of the H-shaped steel 12 of the combined steel sheet piles. To prevent the leak-proof steel sheet piles 2 from interfering with the welding of the connecting beam 5, the leak-proof steel sheet piles 2 can be made slightly shorter than the steel sheet piles 1 to reserve space for the connecting beam 5. Alternatively, the connecting beam 5 can be disconnected at the leak-proof steel sheet piles 2 and welded to both sides of the leak-proof steel sheet piles 2. It is understood that the parallel reinforcement step can be performed after the other leak-proofing steps are completed.

[0029] It should also be noted that if Figure 5As shown, the selected fixture 7 and the connecting beam 5 to be paralleled are located on the same side of the cofferdam; the specific steps for paralleling are: welding at least two paralleling beams 6 between the fixture 7 and the connecting beam 5, so that the paralleling beams 6 or their extension lines and the connecting beam 5 form a triangular support structure. Using the above paralleling method, the triangular support structure formed by multiple paralleling beams 6 and the connecting beams 5 can form a stable support for the steel sheet pile 1, thereby improving the flow resistance of the steel sheet pile 1. It should be noted that the selected fixture 7 can be a support steel pipe pile 71 or a tower crane foundation 72 erected during the bridge construction process, and a stable supporting structure is preferably used as the fixture 7 for paralleling. The paralleling beam 6 can be made of I-beams, steel pipes, or steel bars.

[0030] It should be further explained that if Figure 5 As shown, it is preferred to perform parallel reinforcement support on the steel sheet piles 1 on the wave-facing side of the cofferdam.

[0031] like Figure 1 and Figure 6 As shown, preferably, when there is a leak in the concrete sealing bottom layer 8, the plugging construction method further includes a concrete sealing bottom layer plugging step, which is specifically as follows: drilling a first hole b at the leak in the concrete sealing bottom layer 8, and drilling second holes c at intervals around the leak to detect the scope of the concrete sealing bottom layer 8 and the interlayer area d at its bottom that causes the leak; washing out the silt in the interlayer area d through the first hole b or the second hole c connected to the interlayer area d, and injecting grout into the washed interlayer area d to form a grouting body waterproof layer to plug the leak in the concrete sealing bottom layer 8. By drilling the first hole b at the leak and drilling the second hole c at intervals around the leak, the scope of the concrete sealing bottom layer 8 and the interlayer area d at its bottom can be accurately detected, thereby determining the specific location and size of the leak, and then washing out the silt and injecting grout through the holes connected to the interlayer area d to form a grouting body waterproof layer to plug the leak, thereby completely solving the leak problem of the concrete sealing bottom layer 8.

[0032] In the step of plugging the leak in the concrete sealing layer, for the drilling steps of the first hole b and the second hole c, it should be noted that the drilling operation is carried out through a drilling platform. When drilling, first use a drilling rig equipped with a 130mm casing (with a drill bit) to drill about 10 to 20cm, and then use a drill rod 9 to drill inside the casing. Preferably, when drilling the second hole c, the spacing between two adjacent second holes c is 1 to 2m. Such a spacing setting can more accurately determine the scope of the interlayer area d while ensuring the efficiency of the exploration. If the spacing is too large, some leaking areas may be missed, resulting in incomplete plugging; if the spacing is too small, unnecessary construction workload and cost will be increased.

[0033] Regarding the mud and sand cleaning steps in the interlayer area d, it should be noted that Figure 7As shown, the specific steps for removing silt from the interlayer area d are as follows: a high-pressure nozzle 10 is installed at the bottom end of the drill rod 9. The drill rod 9 carrying the high-pressure nozzle 10 extends into the interlayer area d through the first hole b or the second hole c. The high-pressure nozzle 10 is turned on to spray water. The drill rod 9 is rotated to drive the high-pressure nozzle 10 to rotate and clean the interlayer area d. During the cleaning process, the mud pump in the cofferdam is turned on to promptly pump out the washed silt. By rotating the drill rod 9 to drive the high-pressure nozzle 10 at the bottom end of the drill rod 9 to rotate and clean, the interlayer area d can be cleaned in an all-round and efficient manner. The timely extraction of the washed silt by the mud pump can prevent the silt from falling back and ensure the cleaning effect. It should be noted that to improve cleaning efficiency, it is preferred that the drill rod 9 carrying the high-pressure nozzle 10 extends into the interlayer area d through the hole located in the middle of the interlayer area d to clean the silt from the interlayer area d. During cleaning, the high-pressure water pressure is not less than 20MPa to ensure the cleaning effect. In addition, during cleaning, the high-pressure nozzle with a horizontal spray direction, a high-pressure nozzle with a spray direction inclined 45° upward, and a high-pressure nozzle with a spray direction inclined 45° downward can be replaced according to the situation of the interlayer area d to ensure that all water channels, defects, etc. in the interlayer area d are cleaned.

[0034] Regarding the grouting steps for the interlayer area d, it should be noted that the slurry is prepared according to a water-cement ratio of 0.28. During grouting, grouting is performed through the holes connected to the cleaned interlayer area d using a grouting pipe. Low-pressure grouting is used, and the grouting pressure is generally 0.2~0.6MPa, not exceeding 1MPa. If the pressure cannot be maintained after 10 minutes of grouting, it proves that there is an obvious channel. At this time, the grouting pipe is slightly raised and left to stand for about 10 minutes. After the slurry solidifies and has a certain strength, the grouting pipe is inserted to continue grouting. This process is repeated to pile up the grouting blocks.

[0035] like Figure 1 and Figure 6 As shown, in order to prevent the bottom of the steel sheet pile 1 from being separated from the edge of the concrete sealing layer 8 due to the impact of wind and waves, thereby causing water leakage from the bottom of the steel sheet pile 1 and the edge of the concrete sealing layer 8, preferably, the sealing construction method also includes a step of sealing the gap between the steel sheet pile and the concrete sealing layer. The step of sealing the gap between the steel sheet pile and the concrete sealing layer is specifically as follows: drilling third holes e at intervals along the edge of the concrete sealing layer 8 close to the inner side of the steel sheet pile 1, and the third holes e extend below the concrete sealing layer 8; grouting is injected into the sand between the bottom of the steel sheet pile 1 and the edge of the concrete sealing layer 8 through the third holes e to seal the gap between the bottom of the steel sheet pile 1 and the edge of the concrete sealing layer 8. Grouting is injected into the sand between the bottom of the steel sheet pile 1 and the edge of the concrete sealing layer 8 through the drilled third holes e, which can seal the gap between the bottom of the steel sheet pile 1 and the edge of the concrete sealing layer 8, thereby preventing water leakage in the gap and improving the stability of the steel sheet pile 1 to resist wind and waves.

[0036] Regarding the drilling steps for the third holes e, it should be noted that the spacing between adjacent third holes e is 1.5-2 meters. This reasonable spacing ensures uniform and continuous grouting, avoiding insufficient grouting or localized leakage. Furthermore, the depth of the third holes e extends at least 0.5 meters beyond the bottom surface of the concrete sealing layer 8 to ensure that the grouting effectively covers the entire gap area, thereby improving the reliability of the seal.

[0037] Regarding the grouting step between the bottom of the steel sheet pile 1 and the edge of the concrete sealing layer 8, it should be noted that in order to enhance the fluidity of the slurry and facilitate injection into the sand at the bottom of the steel sheet pile 1, the slurry is prepared according to a water-cement ratio of 0.4~0.5 and low-pressure grouting is adopted.

[0038] Finally, it should be noted that the various embodiments in this specification are described in a progressive manner, and each embodiment focuses on the differences from other embodiments. The same or similar parts between the various embodiments can be referenced to each other.

[0039] The above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit the same. Although the present invention has been described in detail with reference to preferred embodiments, persons skilled in the art should understand that the specific implementation methods of the present invention may still be modified or some technical features may be replaced by equivalents without departing from the spirit of the technical solutions of the present invention, and all of these should fall within the scope of the technical solutions claimed for protection by the present invention.

Claims

1. A steel sheet pile cofferdam plugging construction method, characterized in that: The steps include: Steps for plugging leaks at the disengaged location: two adjacent steel sheet piles that are disengaged from each other are marked as disengaged steel sheet piles, and leak-proof steel sheet piles are driven outside the disengaged location of the two adjacent disengaged steel sheet piles, and both sides of the leak-proof steel sheet pile are fixedly connected to the outer surfaces of the two disengaged steel sheet piles, so that the leak-proof steel sheet piles cover the disengaged location; concrete is poured into the area enclosed by the leak-proof steel sheet pile and the two disengaged steel sheet piles, so that the leak-proof steel sheet pile and the two disengaged steel sheet piles are connected as a whole; gravel is thrown and filled outside the leak-proof steel sheet pile to form a gravel pressure foot on the outside of the leak-proof steel sheet pile to press the leak-proof steel sheet pile tightly; The parallel connection reinforcement step is as follows: a connecting beam is welded on the outside of the steel sheet piles on the same side to connect the steel sheet piles on the same side into one piece through the connecting beam, and the connecting beam is parallel connected to the fixed object located on the outside of the cofferdam to reinforce and support the steel sheet piles.

2. The steel sheet pile cofferdam plugging construction method according to claim 1, characterized in that: The outer surface of the steel sheet pile has an H-shaped steel, the length direction of the H-shaped steel is consistent with the length direction of the steel sheet pile, one side flange of the H-shaped steel is welded to the outer surface of the steel sheet pile, and the web of the H-shaped steel is arranged perpendicular to the outer surface of the steel sheet pile, so that the grooves of the H-shaped steel connected to two adjacent steel sheet piles are arranged relative to each other; in the step of plugging leaks at the tripping location, the leak-proof steel sheet piles are inserted into the two opposite grooves of the H-shaped steels of the two tripping steel sheet piles, and the two sides of the leak-proof steel sheet piles are respectively welded to the H-shaped steels of the two tripping steel sheet piles.

3. The steel sheet pile cofferdam plugging construction method according to claim 1, characterized in that: In the step of plugging the leak at the tripping location, the top elevation of the crushed stone pressure foot is at least 1 m lower than the top elevation of the poured concrete, and the width of the crushed stone pressure foot is not less than 2 m.

4. The steel sheet pile cofferdam plugging construction method according to claim 1, characterized in that: In the parallel connection reinforcement step, the selected fixing object and the connecting beam to be paralleled are located on the same side of the cofferdam; the specific steps of parallel connection are: welding at least two parallel connection beams between the fixing object and the connecting beam so that the parallel connection beam or its extension line and the connecting beam form a triangular support structure.

5. The steel sheet pile cofferdam plugging construction method according to claim 4, characterized in that: In the parallel joint reinforcement step, the steel sheet piles on the wave-facing side of the cofferdam are parallel-jointed and reinforced.

6. The steel sheet pile cofferdam plugging construction method according to claim 1, characterized in that: The leak-proof construction method also includes a concrete sealing bottom layer leak-proof step, and the concrete sealing bottom layer leak-proof step is specifically as follows: drilling a first hole at the leaking point of the concrete sealing bottom layer, and drilling second holes at intervals around the leaking point to explore the scope of the interlayer area causing the leak in the concrete sealing bottom layer and its bottom; washing away the mud and sand in the interlayer area through the first hole or the second hole connected to the interlayer area, and injecting grouting into the cleaned interlayer area to form a grouting body water-proof layer to seal the leaking point of the concrete sealing bottom layer.

7. The steel sheet pile cofferdam plugging construction method according to claim 6, characterized in that: In the step of plugging leakage in the concrete bottom layer, when drilling the second holes, the distance between two adjacent second holes is 1-2 m.

8. The steel sheet pile cofferdam plugging construction method according to claim 6, characterized in that: In the step of plugging leaks in the concrete sealing layer, the specific step of washing away the mud and sand in the interlayer area is as follows: installing a high-pressure nozzle at the bottom end of a drill rod, extending the drill rod carrying the high-pressure nozzle into the interlayer area through the first hole or the second hole, turning on the high-pressure nozzle to spray water, and rotating the drill rod to drive the high-pressure nozzle to rotate and clean the interlayer area; During the cleaning process, turn on the mud pump inside the cofferdam to pump out the cleaned mud and sand in time.

9. The steel sheet pile cofferdam plugging construction method according to claim 1, characterized in that: The leak plugging construction method also includes a step of sealing the gap between the steel sheet pile and the concrete sealing bottom layer, and the step of sealing the gap between the steel sheet pile and the concrete sealing bottom layer is specifically as follows: third holes are drilled at intervals along the edge of the concrete sealing bottom layer close to the inner side of the steel sheet pile, and the third holes extend below the concrete sealing bottom layer; grouting is injected into the sand between the bottom of the steel sheet pile and the edge of the concrete sealing bottom layer through the third holes to seal the gap between the bottom of the steel sheet pile and the edge of the concrete sealing bottom layer.

10. The steel sheet pile cofferdam leak plugging construction method according to claim 9, characterized in that: In the step of sealing the gap between the steel sheet pile and the concrete sealing layer, when drilling the third holes, the distance between two adjacent third holes is 1.5-2m, and the depth of the third holes exceeds the bottom surface of the concrete sealing layer by at least 0.5m.

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