A steel sheet pile cofferdam plugging construction method
By installing leak-proof sheet piles at the point of disengagement in the sheet pile cofferdam and fixing them with concrete, combined with crushed stone footing and connecting beam reinforcement, the problem of leakage during high winds and waves in the sheet pile cofferdam was solved, achieving a leak-stopping effect against high winds and waves during typhoon season.
Patent Information
- Application Number
- CN202511020578.8
- Authority / Receiving Office
- CN · China
- Patent Type
- Patents(China)
- Current Assignee / Owner
- Filing Date
- 2025-07-24
- Publication Date
- 2025-11-21
- Estimated Expiration
- 2045-07-24
AI Technical Summary
In the construction of bridge piers at sea, steel sheet pile cofferdams are prone to detachment and leakage when there are large waves. Traditional leak sealing methods are complicated and ineffective, and cannot effectively resist the large waves during typhoon season.
By driving leak-proof sheet piles at the derailment point and connecting them with the derailment sheet piles, pouring concrete to fix them, and filling the outer side with crushed stone to press down the foot, while welding connecting beams on the same side for reinforcement and support, a triangular support structure is formed to enhance the connection stability.
It achieves permanent sealing of steel sheet pile cofferdams, effectively resisting strong winds and waves during typhoon season. The sealing effect is good, the construction steps are simple, and the construction period is shortened.
Smart Images
Figure CN120520218B_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The application belongs to the technical field of cofferdam construction, and particularly relates to a steel sheet pile cofferdam plugging construction method. BACKGROUND
[0002] In the construction of a bridge pier on the sea, a cofferdam is usually used to form a dry working environment for the pouring construction of the bridge pier. Common cofferdam forms used in water construction include double-wall steel cofferdams, steel sleeve box cofferdams and steel sheet pile cofferdams. Compared with double-wall steel cofferdams and steel sleeve box cofferdams, steel sheet pile cofferdams are widely used due to their flexible size adjustment, multiple recycling and low construction cost.
[0003] A steel sheet pile cofferdam is formed by a plurality of steel sheet piles connected through locking. During construction, the steel sheet piles are sequentially set, and after the steel sheet piles are closed, a concrete bottom sealing layer is poured to form a dry working environment by pumping water out of the cofferdam. However, in strong wind and waves (such as during a typhoon), the adjacent steel sheet piles may be decoupled, causing a large water leakage point. The traditional plugging method is to insert a new circle of steel sheet piles around the leakage point outside the leakage point, but this method is complex, time-consuming, and delays the project schedule. Moreover, even after plugging with new steel sheet piles, the cofferdam may still decouple during another typhoon. In addition to the decoupling between adjacent steel sheet piles, which causes a water leakage point, the concrete bottom sealing layer at the bottom or the connection between the concrete bottom sealing layer and the steel sheet pile cofferdam may also have a water leakage point. For the water leakage point of the concrete bottom sealing layer, the traditional treatment method is to set a drainage ditch and a water collecting well on the concrete bottom sealing layer for drainage, but this method cannot completely solve the leakage problem.
[0004] Therefore, how to improve the plugging effect of the steel sheet pile cofferdam to resist strong winds during a typhoon is a technical problem that needs to be solved. SUMMARY
[0005] To solve the above technical problems, the application provides a steel sheet pile cofferdam plugging construction method, which has good plugging effect and can resist strong winds during a typhoon after plugging.
[0006] The application provides a steel sheet pile cofferdam plugging construction method, which includes the following steps:
[0007] The step of plugging the tripped-off position comprises the following steps: two adjacent steel sheet piles tripped off each other are recorded as tripped-off steel sheet piles, a plugging steel sheet pile is arranged outside the tripped-off position between the two adjacent tripped-off steel sheet piles, the two sides of the plugging steel sheet pile are fixedly connected with the outer side surfaces of the two tripped-off steel sheet piles respectively, so that the plugging steel sheet pile shields the tripped-off position, concrete is poured in the area surrounded by the plugging steel sheet pile and the two tripped-off steel sheet piles, so that the plugging steel sheet pile is integrated with the two tripped-off steel sheet piles, and gravel is filled outside the plugging steel sheet pile to form a gravel presser outside the plugging steel sheet pile to press the plugging steel sheet pile.
[0008] The step of flat-linking and reinforcing comprises the following steps: a connecting beam is welded outside the steel sheet piles on the same side, so that the steel sheet piles on the same side are integrated through the connecting beam, and the connecting beam and the fixed object outside the cofferdam are flat-linked to reinforce the supporting steel sheet piles.
[0009] In some embodiments, the outer side surface of the steel sheet pile is provided with 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 side surface of the steel sheet pile, and the web of the H-shaped steel is arranged perpendicularly to the outer side surface of the steel sheet pile, so that the grooves of the H-shaped steels of the two adjacent steel sheet piles are oppositely arranged; in the step of plugging the tripped-off position, the plugging steel sheet pile is inserted into the grooves of the two H-shaped steels of the two tripped-off steel sheet piles oppositely, and the two sides of the plugging steel sheet pile are welded to the H-shaped steels of the two tripped-off steel sheet piles respectively.
[0010] In some embodiments, in the step of plugging the tripped-off position, the top elevation of the gravel presser is at least 1m lower than the top elevation of the poured concrete, and the width of the gravel presser is not less than 2m.
[0011] In some embodiments, in the step of flat-linking and reinforcing, the selected fixed object and the connecting beam to be flat-linked are located on the same side of the cofferdam; the specific step of flat-linking comprises the following steps: at least two flat-linking beams are welded between the fixed object and the connecting beam, so that the flat-linking beams or their extension lines and the connecting beam form a triangular support structure.
[0012] In some embodiments, in the step of flat-linking and reinforcing, the steel sheet piles on the wave-encountering side of the cofferdam are flat-linked and reinforced.
[0013] In some embodiments, the plugging construction method further comprises the step of plugging the concrete bottom layer, which specifically comprises the following steps: a first hole is drilled at a water leakage point of the concrete bottom layer, and a second hole is drilled at intervals around the water leakage point to explore the range of the interlayer region existing in the concrete bottom layer and its bottom which causes water leakage; the silt in the interlayer region is washed away through the first hole or the second hole connected with the interlayer region, and grouting is injected into the washed-out interlayer region to form a grouting body water-resisting layer to plug the water leakage point of the concrete bottom layer.
[0014] In some embodiments, in the concrete sealing layer plugging step, the distance between two adjacent second holes is 1-2 m when drilling the second holes.
[0015] In some embodiments, in the concrete sealing layer plugging step, the specific step of washing away the silt in the interlayer region is that a high-pressure nozzle is installed at the bottom end of a drill rod, the drill rod carrying the high-pressure nozzle is inserted into the interlayer region through the first hole or the second hole, the high-pressure nozzle is opened to spray water flow, and the interlayer region is cleaned by rotating the drill rod to rotate the high-pressure nozzle; during the cleaning process, the slurry pump in the cofferdam is opened to timely pump out the cleaned silt.
[0016] In some embodiments, the plugging construction method further comprises a steel sheet pile and concrete sealing layer gap plugging step, and the steel sheet pile and concrete sealing layer gap plugging step specifically comprises that third holes are drilled at intervals along the edge of the concrete sealing layer abutting the inner side of the steel sheet pile, and the third holes extend below the concrete sealing layer; and grouting is performed through the third holes into the sand soil between the bottom of the steel sheet pile and the edge of the concrete sealing layer to plug the gap between the bottom of the steel sheet pile and the edge of the concrete sealing layer.
[0017] In some embodiments, in the steel sheet pile and concrete sealing layer gap plugging step, the distance between two adjacent third holes is 1.5-2 m when drilling the third holes, and the depth of the third holes exceeds the bottom surface of the concrete sealing layer by at least 0.5 m.
[0018] Compared with the prior art, the advantages and beneficial effects of the present application are that:
[0019] 1. The steel sheet pile cofferdam plugging construction method provided by the present application realizes permanent plugging of the disengagement position of adjacent steel sheet piles through the disengagement position plugging step, simultaneously, the connection between the steel sheet piles that have not been disengaged is reinforced through the flat connection reinforcing step, and the steel sheet piles are reinforced and supported through the flat connection to improve the flow resistance and wind and wave resistance of the cofferdam, which can effectively prevent the steel sheet piles from being disengaged again due to wind and waves after plugging, has good plugging effect, and the steel sheet pile cofferdam after plugging can resist strong wind and waves during typhoon period.
[0020] 2. The steel sheet pile cofferdam plugging construction method provided by the present application, in the disengagement position plugging step, uses the plugged steel sheet pile to connect two disengaged steel sheet piles to shield the disengagement position, pours concrete in the area surrounded by the plugged steel sheet pile and the two disengaged steel sheet piles to integrate the plugged steel sheet pile and the two disengaged steel sheet piles, and further presses the plugged steel sheet pile by throwing and filling broken stones outside the plugged steel sheet pile to ensure the stability of the connection between the plugged steel sheet pile and the disengaged steel sheet piles, realizes permanent plugging, has good plugging effect, and has simple plugging construction steps and short plugging period.
[0021] 3. The steel sheet pile cofferdam leakage plugging construction method provided by the application has the advantages that in the flat link reinforcing step, the steel sheet piles on the same side are connected into one body through the connecting beam, and then the fixed object outside the cofferdam is taken as the supporting point, the reinforcing and supporting of the steel sheet piles are realized through the flat link, and the strong wind and waves during the typhoon period can be resisted. BRIEF DESCRIPTION OF DRAWINGS
[0022] The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this application, illustrate embodiments of the application and serve to explain the principles of the application. In the drawings:
[0023] Figure 1 The flow chart of the steel sheet pile cofferdam leakage plugging construction method provided by the application;
[0024] Figure 2 The structure diagram of the leakage plugging of the cofferdam unclamping position in the steel sheet pile cofferdam leakage plugging construction method provided by the application;
[0025] Figure 3 The structure diagram of the leakage plugging of the cofferdam unclamping position in the steel sheet pile cofferdam leakage plugging construction method provided by the application; Figure 2 The local enlarged view of A in the structure diagram of the leakage plugging of the cofferdam unclamping position in the steel sheet pile cofferdam leakage plugging construction method provided by the application;
[0026] Figure 4 The structure diagram of the gravel pressure foot formed outside the leakage plugging steel sheet pile in the steel sheet pile cofferdam leakage plugging construction method provided by the application;
[0027] Figure 5 The structure diagram of the cofferdam after the flat link reinforcing in the steel sheet pile cofferdam leakage plugging construction method provided by the application;
[0028] Figure 6 The position distribution diagram of the first hole and the second hole in the steel sheet pile cofferdam leakage plugging construction method provided by the application;
[0029] Figure 7 The diagram of the sand cleaning and clamping area in the steel sheet pile cofferdam leakage plugging construction method provided by the application;
[0030] Figure 8 The position distribution diagram of the third hole in the steel sheet pile cofferdam leakage plugging construction method provided by the application.
[0031] In the drawings:
[0032] 1, steel sheet pile; 1', unclamping steel sheet pile; 2, leakage plugging steel sheet pile; 3, concrete; 4, gravel pressure foot; 5, connecting beam; 6, flat link beam; 7, fixed object; 8, concrete bottom sealing layer; 9, drill rod; 10, high-pressure nozzle;
[0033] 11, cap-shaped steel sheet pile; 12, H-shaped steel; 121, flange; 122, web.
[0034] 71, support steel pipe pile; 72, tower foundation;
[0035] a, tripping point; b, first hole; c, second hole; d, interlayer region; e, third hole. DETAILED DESCRIPTION
[0036] The technical solutions in the embodiments will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments of the present application. Based on the embodiments of the present application, all the other embodiments obtained by a person of ordinary skill in the art without creative work fall within the protection scope of the present application.
[0037] In the description of the present application, it should be understood that the terms "upper", "lower", "top", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship shown in the drawings based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application.
[0038] The terms "first", "second", "third" are only for descriptive purposes, and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the technical features indicated. Therefore, the features defined with "first", "second", "third" can explicitly or implicitly include one or more of the features.
[0039] In the description of the present application, it should be noted that unless otherwise explicitly specified and limited, the terms "mounting", "connecting", "connection" should be understood broadly, for example, it can be fixed connection, or detachable connection, or integrally connected; it can be directly connected, or indirectly connected through an intermediate medium, or the communication inside two elements. For a person of ordinary skill in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.
[0040] As shown in the accompanying Figures 1-5 An exemplary embodiment of the present application provides a steel sheet pile cofferdam plugging construction method, comprising the following steps:
[0041] The leakage blocking step at the disengagement position: two adjacent steel sheet piles 1 disengaged from each other are denoted as disengaged steel sheet piles 1', a leakage blocking steel sheet pile 2 is punched at the outer side of the disengagement position a of the two adjacent disengaged steel sheet piles 1', and the leakage blocking steel sheet pile 2 is fixedly connected to the outer side surfaces of the two disengaged steel sheet piles 1' on both sides, so that the leakage blocking steel sheet pile 2 covers the disengagement position a; concrete 3 is poured in the area enclosed by the leakage blocking steel sheet pile 2 and the two disengaged steel sheet piles 1', so that the leakage blocking steel sheet pile 2 is integrated with the two disengaged steel sheet piles 1'; and gravel is thrown on the outer side of the leakage blocking steel sheet pile 2 to form a gravel presser 4 on the outer side of the leakage blocking steel sheet pile 2 to press the leakage blocking steel sheet pile 2;
[0042] The flat connection reinforcing step: a connecting beam 5 is welded on the outer side of the steel sheet piles 1 on the same side, so that the steel sheet piles 1 on the same side are integrated by the connecting beam 5, and the flat connection is performed between the connecting beam 5 and the fixed object 7 on the outer side of the cofferdam to reinforce and support the steel sheet piles 1.
[0043] The steel sheet pile cofferdam leakage blocking construction method has the following advantages: the leakage blocking step at the disengagement position can achieve permanent leakage blocking of the disengagement position a of the adjacent steel sheet piles 1, the flat connection reinforcing step can reinforce the connection between the steel sheet piles 1 that have not been disengaged, and the flat connection can reinforce and support the steel sheet piles 1 to improve the flow resistance and wind and wave resistance of the cofferdam, so that the steel sheet piles 1 can effectively avoid disengagement again due to wind and waves after leakage blocking, the leakage blocking effect is good, and the steel sheet pile cofferdam after leakage blocking can resist strong wind and waves during a typhoon period. In the leakage blocking step at the disengagement position, the leakage blocking steel sheet pile 2 is punched to connect the two disengaged steel sheet piles 1' to cover the disengagement position a, the concrete 3 is poured in the area enclosed by the leakage blocking steel sheet pile 2 and the two disengaged steel sheet piles 1' to integrate the leakage blocking steel sheet pile 2 with the two disengaged steel sheet piles 1', and the gravel presser 4 is thrown on the outer side of the leakage blocking steel sheet pile 2 to press the leakage blocking steel sheet pile 2, so that the connection between the leakage blocking steel sheet pile 2 and the disengaged steel sheet piles 1' is stable, permanent leakage blocking is achieved, the leakage blocking effect is good, and the leakage blocking construction steps are simple and the leakage blocking period is short. In the flat connection reinforcing step, the connecting beam 5 is used to integrate the steel sheet piles 1 on the same side, the fixed object 7 on the outer side of the cofferdam is used as a support point, and the flat connection is performed to reinforce and support the steel sheet piles 1, so that the steel sheet piles 1 can resist strong wind and waves during a typhoon period.
[0044] It should be noted that, as shown in Figure 2 and Figure 3As shown in the embodiment, the steel sheet piles 1 used in the steel sheet pile cofferdam are combined steel sheet piles of the hat-shaped steel sheet pile 11 and the H-shaped steel 12. The combined steel sheet pile is a commonly used steel sheet pile in the steel sheet pile cofferdam. The length direction of the H-shaped steel 12 is consistent with the length direction of the hat-shaped steel sheet pile 11. One side flange 121 of the H-shaped steel 12 is welded to the outer side surface of the hat-shaped steel sheet pile 11. The web 122 of the H-shaped steel 12 is perpendicular to the outer side surface of the hat-shaped steel sheet pile 11. After the cofferdam is formed, the grooves of the H-shaped steels 12 connected to the adjacent two hat-shaped steel sheet piles 11 are oppositely arranged.
[0045] As shown in the embodiment, the steel sheet piles 1 used in the steel sheet pile cofferdam are combined steel sheet piles of the hat-shaped steel sheet pile 11 and the H-shaped steel 12. The combined steel sheet pile is a commonly used steel sheet pile in the steel sheet pile cofferdam. The length direction of the H-shaped steel 12 is consistent with the length direction of the hat-shaped steel sheet pile 11. One side flange 121 of the H-shaped steel 12 is welded to the outer side surface of the hat-shaped steel sheet pile 11. The web 122 of the H-shaped steel 12 is perpendicular to the outer side surface of the hat-shaped steel sheet pile 11. After the cofferdam is formed, the grooves of the H-shaped steels 12 connected to the adjacent two hat-shaped steel sheet piles 11 are oppositely arranged. Figure 3 As shown in the embodiment, the steel sheet piles 1 used in the steel sheet pile cofferdam are combined steel sheet piles of the hat-shaped steel sheet pile 11 and the H-shaped steel 12. The combined steel sheet pile is a commonly used steel sheet pile in the steel sheet pile cofferdam. The length direction of the H-shaped steel 12 is consistent with the length direction of the hat-shaped steel sheet pile 11. One side flange 121 of the H-shaped steel 12 is welded to the outer side surface of the hat-shaped steel sheet pile 11. The web 122 of the H-shaped steel 12 is perpendicular to the outer side surface of the hat-shaped steel sheet pile 11. After the cofferdam is formed, the grooves of the H-shaped steels 12 connected to the adjacent two hat-shaped steel sheet piles 11 are oppositely arranged.
[0046] As shown in the embodiment, the steel sheet piles 1 used in the steel sheet pile cofferdam are combined steel sheet piles of the hat-shaped steel sheet pile 11 and the H-shaped steel 12. The combined steel sheet pile is a commonly used steel sheet pile in the steel sheet pile cofferdam. The length direction of the H-shaped steel 12 is consistent with the length direction of the hat-shaped steel sheet pile 11. One side flange 121 of the H-shaped steel 12 is welded to the outer side surface of the hat-shaped steel sheet pile 11. The web 122 of the H-shaped steel 12 is perpendicular to the outer side surface of the hat-shaped steel sheet pile 11. After the cofferdam is formed, the grooves of the H-shaped steels 12 connected to the adjacent two hat-shaped steel sheet piles 11 are oppositely arranged. Figure 4 As shown in the embodiment, the steel sheet piles 1 used in the steel sheet pile cofferdam are combined steel sheet piles of the hat-shaped steel sheet pile 11 and the H-shaped steel 12. The combined steel sheet pile is a commonly used steel sheet pile in the steel sheet pile cofferdam. The length direction of the H-shaped steel 12 is consistent with the length direction of the hat-shaped steel sheet pile 11. One side flange 121 of the H-shaped steel 12 is welded to the outer side surface of the hat-shaped steel sheet pile 11. The web 122 of the H-shaped steel 12 is perpendicular to the outer side surface of the hat-shaped steel sheet pile 11. After the cofferdam is formed, the grooves of the H-shaped steels 12 connected to the adjacent two hat-shaped steel sheet piles 11 are oppositely arranged. As shown in the embodiment, the steel sheet piles 1 used in the steel sheet pile cofferdam are combined steel sheet piles of the hat-shaped steel sheet pile 11 and the H-shaped steel 12. The combined steel sheet pile is a commonly used steel sheet pile in the steel sheet pile cofferdam. The length direction of the H-shaped steel 12 is consistent with the length direction of the hat-shaped steel sheet pile 11. One side flange 121 of the H-shaped steel 12 is welded to the outer side surface of the hat-shaped steel sheet pile 11. The web 122 of the H-shaped steel 12 is perpendicular to the outer side surface of the hat-shaped steel sheet pile 11. After the cofferdam is formed, the grooves of the H-shaped steels 12 connected to the adjacent two hat-shaped steel sheet piles 11 are oppositely arranged.
[0047] For the step of reinforcing the flat connection, it is necessary to point out that, as shown in Figure 5 The connecting beam 5 is welded outside the H-shaped steel 12 of the combined steel sheet pile. In order to avoid the influence of the patching steel sheet pile 2 on the welding of the connecting beam 5, the patching steel sheet pile 2 can be made slightly lower than the steel sheet pile 1 to reserve the installation position of the connecting beam 5, or the connecting beam 5 can be welded on both sides of the patching steel sheet pile 2 at the patching steel sheet pile 2. It can be understood that the step of reinforcing the flat connection can be performed after the other plugging steps are completed.
[0048] It is also necessary to point out that, as shown in Figure 5 The selected fixed object 7 is located on the same side of the cofferdam as the connecting beam 5 to be flat connected; the specific steps for flat connection are: welding at least two flat connection beams 6 between the fixed object 7 and the connecting beam 5, so that the flat connection beam 6 or its extension line and the connecting beam 5 form a triangular support structure. By using the above flat connection method, the triangular support structure formed by the plurality of flat connection beams 6 and the connecting beam 5 can form stable support for the steel sheet pile 1, thereby improving the flow resistance of the steel sheet pile 1. It is necessary to point out that the selected fixed object 7 can be a support steel pipe pile 71 or a tower crane foundation 72 erected during bridge construction, and a stable structure is preferably selected as the fixed object 7 for flat connection. The flat connection beam 6 can be an I-shaped steel, a steel pipe or a steel bar.
[0049] It is further necessary to point out that, as shown in Figure 5 It is preferable to flat connect and reinforce the steel sheet pile 1 on the wave-encountering side of the cofferdam.
[0050] As shown in Figure 1 and Figure 6 It is preferable that, when the concrete bottom sealing layer 8 has a leakage point, the plugging construction method further comprises a concrete bottom sealing layer plugging step, and the concrete bottom sealing layer plugging step specifically comprises: drilling a first hole b at the leakage point of the concrete bottom sealing layer 8, and drilling second holes c around the leakage point at intervals to probe the range of the interlayer area d existing in the concrete bottom sealing layer 8 and its bottom which causes the leakage; washing the silt in the interlayer area d through the first hole b or the second hole c which is in communication with the interlayer area d, and grouting into the cleaned interlayer area d to form a grouting body water-resisting layer to plug the leakage point of the concrete bottom sealing layer 8. By drilling the first hole b at the leakage point and drilling the second holes c around the leakage point at intervals, the range of the concrete bottom sealing layer 8 and its bottom interlayer area d can be accurately probed, so that the specific position and area size of the leakage can be determined, and then the silt is washed through the hole in communication with the interlayer area d and grouting is performed to form a grouting body water-resisting layer to plug the leakage point, thereby completely solving the leakage problem of the concrete bottom sealing layer 8.
[0051] In the concrete sealing layer plugging step, for the drilling steps of the first hole b and the second hole c, it is to be noted that the drilling operation is performed through the erected drilling platform. When drilling, a drill rig is used to assemble a 130mm casing (with a drill bit) to drill about 10-20cm, and then a drill rod 9 is used to drill in the casing. Preferably, when drilling the second hole c, the spacing between adjacent two second holes c is 1-2m. Such spacing can accurately determine the range of the interlayer region d on the premise of ensuring the exploration efficiency. If the spacing is too large, some water leakage areas may be missed, resulting in incomplete plugging; if the spacing is too small, unnecessary construction workload and cost will be increased.
[0052] For the silt cleaning step of the interlayer region d, it is to be noted that, as shown in Figure 7 , the specific steps of washing away the silt in the interlayer region 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 is inserted into the interlayer region d through the first hole b or the second hole c, the high-pressure nozzle 10 is turned on to spray water flow, and the interlayer region d is cleaned by rotating the drill rod 9 to drive the high-pressure nozzle 10 to rotate; during the cleaning process, the slurry pump in the cofferdam is turned on to timely pump out the cleaned silt. The rotating cleaning mode of the drill rod 9 at the bottom end of the high-pressure nozzle 10 can clean the interlayer region d in all directions and efficiently, and the timely pumping out of the cleaned silt by the slurry pump can avoid the silt from falling back and ensure the cleaning effect. It is to be noted that, in order to improve the cleaning efficiency, preferably, the drill rod 9 carrying the high-pressure nozzle 10 is inserted into the interlayer region d through a hole located in the middle of the interlayer region d to clean the silt in the interlayer region d. During cleaning, the high-pressure water pressure is not less than 20MPa to ensure the cleaning effect. In addition, the high-pressure nozzle with a horizontal spraying direction, the high-pressure nozzle with an inclined upward 45° spraying direction and the high-pressure nozzle with an inclined downward 45° spraying direction can be replaced according to the situation of the interlayer region d to ensure that the water flow channel, defects and the like in the interlayer region d are all cleaned.
[0053] For the grouting step of the interlayer region d, it is to be noted that the slurry is prepared according to a water-cement ratio of 0.28. During grouting, a grouting pipe is used to grout through the hole connected to the cleaned interlayer region d. Low-pressure grouting is adopted, and the grouting pressure is generally 0.2-0.6MPa, not more than 1MPa. If the pressure cannot be maintained after grouting for 10min, it proves that there is a clear channel. At this time, the grouting pipe is slightly pulled up, and after about 10min of static stop, the grouting pipe is inserted to continue grouting after the slurry solidifies to a certain strength. In this way, the grouting block is stacked high.
[0054] As shown in Figure 1 and Figure 6As shown, in order to avoid the steel sheet pile 1 from being separated from the edge of the concrete bottom sealing layer 8 due to the wind and wave beating, and then causing water leakage from the bottom of the steel sheet pile 1 and the edge of the concrete bottom sealing layer 8, preferably, the leaking stoppage construction method further comprises a steel sheet pile and concrete bottom sealing layer gap sealing step. The steel sheet pile and concrete bottom sealing layer gap sealing step specifically comprises: drilling a third hole e along the edge of the concrete bottom sealing layer 8 and abutting against the inner side of the steel sheet pile 1 at intervals, and the third hole e extends below the concrete bottom sealing layer 8; and grouting into the sand soil between the bottom of the steel sheet pile 1 and the edge of the concrete bottom sealing layer 8 through the third hole e to seal the gap between the bottom of the steel sheet pile 1 and the edge of the concrete bottom sealing layer 8. By grouting into the sand soil between the bottom of the steel sheet pile 1 and the edge of the concrete bottom sealing layer 8 through the drilled third hole e, the gap between the bottom of the steel sheet pile 1 and the edge of the concrete bottom sealing layer 8 can be sealed, water leakage at the gap can be avoided, and the stability of the steel sheet pile 1 can be improved to resist the wind and waves.
[0055] For the drilling step of the third hole e, it should be noted that when drilling the third hole e, the interval between two adjacent third holes e is 1.5-2 m. A reasonable interval can ensure the uniformity and continuity of grouting, and avoid the situation of insufficient grouting or local leakage. Further, the depth of the third hole e is at least 0.5 m beyond the bottom surface of the concrete bottom sealing layer 8, so as to ensure that the grouting can effectively cover the entire gap area, thereby improving the reliability of the sealing.
[0056] For the grouting step between the bottom of the steel sheet pile 1 and the edge of the concrete bottom sealing layer 8, it should be noted that in order to strengthen the fluidity of the slurry, so as to facilitate the injection into the sand soil 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.
[0057] Finally, it should be noted that: the embodiments in the specification are described in a progressive manner, and each embodiment focuses on the differences from other embodiments. The same or similar parts of each embodiment can be referred to.
[0058] The above embodiments are only used to illustrate the technical solutions of the present application rather than limit them; although the present application has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that the specific embodiments of the present application can be modified or some technical features can be replaced by equivalents; without departing from the spirit of the technical solutions of the present application, they should be covered in the technical solution range of the present application claimed.
Claims
1. A method for sealing leaks in a steel sheet pile cofferdam, characterized in that, Includes the following steps: Leak sealing steps at the disengagement point: Two adjacent sheet piles that have disengaged are designated as disengaged sheet piles. Repair sheet piles are driven into the outer side of the disengagement point of the two adjacent disengaged sheet piles. The two sides of each repair sheet pile are fixedly connected to the outer surfaces of the two disengaged sheet piles to cover the disengagement point. Concrete is poured into the area enclosed by the repair sheet piles and the two disengaged sheet piles to connect them as a single unit. Crushed stone is then placed outside the repair sheet piles to form a crushed stone foothold for pressure on the outside of the repair sheet piles. The sheet pile is described above; the outer surface of the sheet pile has an H-beam, the length direction of the H-beam is consistent with the length direction of the sheet pile, one side flange of the H-beam is welded to the outer surface of the sheet pile, and the web of the H-beam is set perpendicular to the outer surface of the sheet pile so that the grooves of the H-beams connecting two adjacent sheet piles are arranged opposite each other; in the step of sealing the leak at the release point, the sheet pile is inserted into the opposite grooves of the two H-beams of the two released sheet piles, and both sides of the sheet pile are welded to the H-beams of the two released sheet piles respectively; The horizontal bracing reinforcement steps are as follows: A connecting beam is welded to the outside of the sheet piles on the same side of the cofferdam, facing the wave, to connect the sheet piles on the same side into a single unit. A horizontal bracing is then performed between the connecting beam and a fixed object located outside the cofferdam to reinforce and support the sheet piles. The selected fixed object and the connecting beam to be braced are located on the same side of the cofferdam. The specific steps for the horizontal bracing are as follows: At least two horizontal bracing beams are welded between the fixed object and the connecting beam, so that the horizontal bracing beam or its extension forms a triangular support structure with the connecting beam.
2. The method for sealing leaks in a steel sheet pile cofferdam according to claim 1, characterized in that, In the step of sealing the leak at the disengagement point, the top elevation of the crushed stone foot is at least 1m lower than the top elevation of the poured concrete, and the width of the crushed stone foot is not less than 2m.
3. The method for sealing leaks in a steel sheet pile cofferdam according to claim 1, characterized in that, The leak-sealing construction method also includes a concrete sealing layer leak-sealing step, which specifically involves: drilling a first hole at the leak point of the concrete sealing layer, and drilling a second hole at intervals around the leak point to explore the extent of the concrete sealing layer and the interlayer area at its bottom that causes the leak; 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 grout into the washed-out interlayer area to form a grout body waterproof layer to seal the leak point of the concrete sealing layer.
4. The method for sealing leaks in a steel sheet pile cofferdam according to claim 3, characterized in that, In the concrete sealing and leak-stopping step, when drilling the second hole, the distance between two adjacent second holes is 1~2m.
5. The method for sealing leaks in a steel sheet pile cofferdam according to claim 3, characterized in that, In the concrete sealing and leak-stopping step, the specific steps for washing away the mud and sand in the interlayer area are as follows: a high-pressure nozzle is installed at the bottom of the drill rod, and the drill rod carries the high-pressure nozzle through the first hole or the second hole into the interlayer area. The high-pressure nozzle is turned on to spray water, and the drill rod is rotated to drive the high-pressure nozzle to rotate and clean the interlayer area. During the cleaning process, the mud pumps inside the cofferdam are turned on to promptly remove the cleaned mud and sand.
6. The method for sealing leaks in a steel sheet pile cofferdam according to claim 1, characterized in that, The leak-sealing construction method also includes a step of sealing the gap between the sheet pile and the concrete sealing layer. Specifically, the step of sealing the gap between the sheet pile and the concrete sealing layer involves drilling a third hole at intervals along the edge of the concrete sealing layer against the inner side of the sheet pile, with the third hole extending below the concrete sealing layer; and injecting grout into the sand between the bottom of the sheet pile and the edge of the concrete sealing layer through the third hole to seal the gap between the bottom of the sheet pile and the edge of the concrete sealing layer.
7. The method for sealing leaks in a steel sheet pile cofferdam according to claim 6, characterized in that, In the step of sealing the gap between the 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.
Citation Information
Patent Citations
Steel sheet pile cofferdam equipped with rapid leakage stoppage device and rapid leakage stoppage method
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