Method for treating leakage of a structural joint of a split lock

Abstract

A method for treating leakage of a split ship lock structure joint, comprising the following steps: S1. determining a leakage point of the split ship lock structure joint; S2. marking a first partition hole and a second partition hole on both sides of the leakage point, and arranging a grouting hole between the first partition hole and the second partition hole; S3. using a drilling tool, drilling the first partition hole, the second partition hole and the grouting hole vertically upward across the joint; S4. respectively grouting the first partition hole and the second partition hole, filling the joint gap on both sides of the first partition hole and the second partition hole, and forming an independent grouting area between the first partition hole and the second partition hole; S5. grouting the grouting area through the grouting hole to fill the leakage of the grouting area. In the above manner, the leakage of the split ship lock structure joint on the leeside is treated.

Description

Technical Field

[0001] This invention relates to the field of maintenance technology for split-type ship locks, and specifically to a method for treating leakage in the structural seams of split-type ship locks. Background Technology

[0002] Ship locks are divided into integral ship locks and separate ship locks, with the latter being the most common structural type used for large, high-head ship locks. The difference lies in their construction: integral locks only have transverse structural joints perpendicular to the lock's axis, and the lock walls on both sides and the bottom plate of the central lock chamber are a single structural block; see also... Figure 1 In addition to the transverse structural joint 4 set perpendicular to the lock axis, the split lock has a longitudinal structural joint 6 set parallel to the lock axis to completely separate the left lock wall 1, the right lock wall 3 and the lock chamber bottom plate 2. This is to better prevent cracks in the concrete structure due to uneven foundation settlement and thermal expansion and contraction of the concrete, and to avoid adverse effects on the stress distribution and overall stability of the structure.

[0003] Structural joints are generally vertical planes, with horizontal and vertical water-stopping systems installed along the joint surface. During the operation of the lock, the lock head and lock wall, as water-retaining structures, experience complex stresses due to frequent filling and emptying of water, fluctuations in the lock chamber water level, and multiple alternating loads within a single day. After many years of operation, local water-stopping systems are prone to failure. In older locks, varying degrees of leakage at structural joints are common. Once the drainage capacity is exceeded, in addition to flooding the corridor, internal stresses on the structural blocks will occur, affecting the buoyancy stability of the bottom plate and endangering the safe operation and stability of the hydraulic structures.

[0004] For treating leakage at structural joints in hydraulic structures, the commonly used approach is to treat the water-facing side. This includes mature engineering techniques such as adding surface waterstops to the joint, drilling holes on the water-facing side and chemically grouting to repair waterstops or leakage channels, and excavating and rebuilding the waterstops. The advantage of this approach is that the waterstops within the structural joint are generally located close to the joint surface, and the water-facing side treatment follows the principle of "sealing, blocking, and intercepting" from the source, easily achieving good engineering results. However, it has disadvantages such as needing to drain the lock chamber water or lower the water level on the water-facing side to create dry construction conditions, the longitudinal joints of the lock wall tending to close due to external soil or water pressure, and the large overall workload. Correspondingly, the backwater side mainly adopts the principle of "drainage," especially for leakage treatment of structural joints like those in lock structures with long joints and complex waterstop installations. Complete backwater side treatment methods are rarely seen in China. However, when the water-facing side treatment lacks the necessary construction conditions or fails to achieve the desired effect, exploring the back-facing side treatment method undoubtedly becomes a new solution for structural joint leakage treatment. Summary of the Invention

[0005] The technical problem to be solved by the present invention is to address the problems existing in the background art and provide a method for treating leakage in the joints of a split lock structure. This method solves the problems of the backwater grouting treatment, such as the treatment area being far from the water stop, the large resistance along the way, the complexity of the water stop system inside the joint, and the cross-leakage on the joint surface. This method enables the treatment of leakage in the joints of a split lock structure on the backwater side.

[0006] To achieve the above-mentioned technical features, the objective of this invention is as follows: A method for treating leakage in the joints of a split-type lock structure, comprising the following steps:

[0007] S1. Identify the leakage points in the structural joints of the split lock;

[0008] S2. Mark the first partition hole and the second partition hole on both sides of the leakage point, and set a grouting hole between the first partition hole and the second partition hole;

[0009] S3. Using drilling tools, drill the first section hole, the second section hole, and the grouting hole vertically upwards along the joint;

[0010] S4. Grout the first and second partition holes respectively to fill the gaps on both sides of the first and second partition holes, so that an independent grouting zone is formed between the first and second partition holes;

[0011] S5. Grout the grouting area through the grouting hole to fill the grouting area and plug the leak.

[0012] In S1, the leakage point is determined by analyzing the direction of the structural joint, the method and location of the water-stopping installation, and the source and path of the leakage.

[0013] In S2, the number and range of zones are determined based on the grout diffusion radius, and first zone holes, second zone holes, and grouting holes are laid out. When laying out the first and second zone holes, the leakage point or leakage section should be the center of the predicted water stop, and the leakage point or leakage section should be limited between the first and second zone holes to achieve an independent closed zone effect. The grouting hole drilling position should have good continuity with the surrounding joint surface, and the joint surface with the largest leakage overflow point should be selected. The top of the first zone hole, second zone hole, and grouting hole should be no more than 20cm away from the water stop and should not damage the original water stop structure.

[0014] In S4, the grouting steps for the first and second zone holes are as follows:

[0015] S41. Embedded pipe: The first section hole and the second section hole are respectively adopted by single embedded pipe with a single first grout inlet pipe. The upper end of the first grout inlet pipe extends to the top of the hole and the lower end extends out of the hole. The lower ends of the first section hole and the second section hole are respectively installed with plugs. The first grout inlet pipe passes through the plug and the plug fixes the first grout inlet pipe.

[0016] S42. Zoned Hole Grouting: Grouting is performed when the structural joint opening is at its maximum. The grouting material is an elastic sealant-type grouting material that does not react with water, has a density of 1.1-1.5 g / cm³, and an initial setting time of 2 hours. The viscosity is adjusted by using a solvent and does not exceed 400 Pa·s. Since the first and second zoned holes are cross-joint holes and the structural joint is relatively wide, a single-hole intermittent grouting method is adopted. The next grouting is carried out only after the previous grouting is completed and cured.

[0017] In S42, the grouting steps for single-hole intermittent grouting are as follows:

[0018] First injection: Inject 8-15L of grout into the first grout inlet pipe, then switch to compressed air through the first grout inlet pipe to allow the grout to enter the structural joint connected to the hole for filling. Stop the compressed air after the grout appears on the surface of the structural joint and enter the intermittent period.

[0019] Subsequent grouting: After the intermittent period, continue to follow the initial grouting steps, performing grouting, compressed air, and intermittent grouting multiple times until the grouting and water stop are connected; then seal the first grout inlet pipe and transfer to the second section hole for grouting.

[0020] In S5, the grouting hole is constructed using a double-pipe method consisting of a second grout inlet pipe and an air inlet / drainage pipe. The top of the second grout inlet pipe extends into the top of the hole, while the top of the air inlet / drainage pipe is close to the lower opening of the hole. The lower ends of both the second grout inlet pipe and the air inlet / drainage pipe extend out of the hole. A plug is installed at the lower end of the grouting hole, through which the second grout inlet pipe and the air inlet / drainage pipe pass, and the plug secures the second grout inlet pipe and the air inlet / drainage pipe. The grouting material used is water-soluble elastic polyurethane grouting material, and the solidified body has a water expansion rate greater than 100%.

[0021] The steps for chemical grouting of the grouting holes are as follows:

[0022] S51. Use caulking material to seal the unsealed areas on the surface of structural joints in the grouting area, so that the seepage water in the grouting area is concentrated and discharged from the air inlet and drain pipes. Check the caulking quality by pressurizing water through the air inlet and drain pipes. If any leakage is found in the grouting area, caulking is done again until it is completely sealed.

[0023] S52. During grouting, first close the second grout inlet pipe, press high-pressure air into the air inlet and drain pipe. The pressure of the high-pressure air is greater than the static water pressure in the grouting area. Keep the pressure of the air inlet and drain pipe constant, open the second grout inlet pipe, and press grout into the grouting area through the second grout inlet pipe. The grouting pressure is not less than the pressure of the air inlet and drain pipe.

[0024] S53. When the grouting volume reaches the expected grouting volume, keep the grouting pressure unchanged, gradually reduce the air inlet pressure of the air inlet and drain pipe to zero and loosen the air inlet and drain pipe. After the air inlet and drain pipe overflows with grout, seal it and continue to maintain the original grouting pressure until the grouting end standard is reached.

[0025] In S53, the grouting end standard is that the grouting pressure reaches 0.5 MPa and the grouting flow rate is less than 0.1 L / min, and the grouting continues for 10 minutes.

[0026] The timing for chemical grouting of the grouting holes is selected when the opening of the structural joint is large. The maximum joint width occurs 10-40 days after the lowest temperature period each year. Therefore, grouting is carried out within 10-40 days after the winter temperature begins to rise. At the same time, the opening of the structural joint is affected by the water level change in the gate chamber. Grouting is started when the gate chamber is adjusted to a high water level.

[0027] The present invention has the following beneficial effects:

[0028] 1. This invention solves the fundamental problems in backwater grouting, such as the distance between the backwater surface and the water stop, leakage from the joint surface, and high frictional resistance, by drilling vertically upwards along the joint, first grouting the partitioned holes to form relatively independent grouting partitions, and then grouting the main grout within the partitions.

[0029] 2. This invention achieves the purpose of partitioning by using a single buried pipe for "intermittent grouting" of the partitioned holes to fill the partitioned holes and surrounding seams; and by using a double buried pipe for "alternating air and water injection" of the grouting area to ensure that the grout can directly reach the vicinity of the water stop in the "air-driven water" state, ensuring that the grout can reach and repair the water stop, thus making the treatment more direct and effective.

[0030] 3. The present invention proposes that the optimal time for grouting is when the structural joint opening is at its maximum. It also explicitly states that the temperature factor needs to take into account the relatively delayed transmission of external temperature in large-sized structural blocks. Furthermore, it considers the impact of stress changes on longitudinal joints of ship locks after the lock chamber is filled with water, thus providing a new method for selecting the optimal time for structural joint treatment.

[0031] 4. This invention addresses the issue that structural joint leakage is prone to occur in old hydraulic structures such as ship locks during operation, and where treatment conditions are not available on the water-facing side or multiple treatments fail to achieve the desired effect. It proposes a method for zoned chemical grouting on the back side, providing a new solution for similar hydraulic structures. Attached Figure Description

[0032] Figure 1 This is a schematic diagram of the split lock structure upon which the present invention is based.

[0033] Figure 2 This is a schematic diagram of the drilling and pipe embedding in the cross section of the structural seam (longitudinal seam) of the present invention.

[0034] Figure 3 This is a schematic diagram of the first grouting of the first section hole of the structural joint (longitudinal joint) of the present invention.

[0035] Figure 4 This is a schematic diagram showing the completion of grouting in the first section of the structural joint (longitudinal joint) of the present invention.

[0036] Figure 5 This is a schematic diagram showing the completion of grouting in the second section of the structural joint (longitudinal joint) of the present invention.

[0037] Figure 6 This is a schematic diagram of the grouting hole embedding pipe of the structural joint (longitudinal joint) of the present invention.

[0038] Figure 7 This is a schematic diagram of the grouting filling of the grouting holes in the structural joint (longitudinal joint) of the present invention.

[0039] Figure 8 This is a schematic diagram showing the completion of grouting in the grouting holes of the structural joint (longitudinal joint) of the present invention.

[0040] Figure 9 This is a schematic diagram of the grouting repair and water-stopping of the grouting holes in the structural joint (longitudinal joint) of the present invention.

[0041] Attached reference numerals: 1. Left gate wall; 2. Gate chamber bottom plate; 3. Right gate wall; 4. Transverse structural joint; 5. Transverse joint waterstop; 6. Longitudinal structural joint; 7. Longitudinal joint waterstop; 8. Drainage gallery.

[0042] First partition hole 20, grouting hole 21, second partition hole 22, plug 23, first grout inlet pipe 24, first filling edge line 25, last filling edge line 26;

[0043] Second grout inlet pipe 31, air inlet and drainage pipe 32, caulking material 33, grouting area 34, water-stopping filling area 35. Detailed Implementation

[0044] The embodiments of the present invention will be further described below with reference to the accompanying drawings.

[0045] See Figure 1 The present invention is based on a schematic diagram of a split-type lock structure. The left lock wall 1 and the right lock wall 3 on both sides of the lock are connected to the lock chamber bottom plate 2 by setting a transverse structural joint 4 perpendicular to the lock axis and a longitudinal structural joint 6 parallel to the lock axis, dividing the lock into several structural blocks. A transverse joint water stop 5 is provided in the transverse structural joint 4, and a longitudinal joint water stop 7 is provided in the longitudinal structural joint 6. A drainage gallery 8 is provided at the lower part of the longitudinal structural joint 6 near the foundation, which collects and pumps out the leakage generated by the transverse structural joint 4 and the longitudinal structural joint 6.

[0046] See Figure 2-9 A method for treating leakage in the joints of a split-type ship lock structure includes the following steps:

[0047] S1. Identify the leakage points in the structural joints of the split lock;

[0048] S2. Mark the first partition hole 20 and the second partition hole 22 on both sides of the leakage point, and set a grouting hole 21 between the first partition hole 20 and the second partition hole 22.

[0049] S3. Using drilling tools, drill the first section hole 20, the second section hole 22, and the grouting hole 21 vertically upwards along the joint;

[0050] S4. Grout the first partition hole 20 and the second partition hole 22 respectively to fill the gaps on both sides of the first partition hole 20 and the second partition hole 22, so that an independent grouting area 34 is formed between the first partition hole 20 and the second partition hole 22.

[0051] S5. Grout is injected into the grouting area 34 through the grouting hole 21 to fill the grouting area 34 and plug the leak.

[0052] Using the above method, chemical grouting is first performed on each partition hole to fill the borehole and surrounding joint channels, forming an independent grouting zone between two or more partition holes. Then, chemical grouting is performed on the grouting holes in the grouting zone to fill the structural joints on the backwater side within the partition area and achieve the purpose of repair and water stoppage, thus realizing the treatment of leakage of the structural joints of the split lock on the backwater side.

[0053] In S1, the leakage point is determined by analyzing the direction of the structural joint, the method and location of the water-stopping installation, and the source and path of the leakage.

[0054] Structural joint orientation: including the location of the leak and the structural type, joint type, opening, and filling condition of the surrounding hydraulic structures.

[0055] Waterstop installation method and location: including the material, quantity, installation elevation, connection with surrounding areas, and sealing principle of the waterstop in the structural joint.

[0056] Source and path of leakage: Observe changes in water level, water quality, weather and other conditions on the upstream side or water-facing side, the amount of leakage, water quality, etc., and analyze the structural conditions to make a comprehensive judgment on the possible causes, paths and locations (or sections) of leakage.

[0057] In S2, the number and range of zones are determined based on the grout diffusion radius, and first zone holes 20, second zone holes 22, and grouting holes 21 are laid out. When laying out the first zone holes 20 and second zone holes 22, the leakage point or leakage section should be the center of the predicted water stop, and the leakage point or leakage section should be limited between the first zone holes 20 and second zone holes 22 to achieve an independent closed zone effect. The drilling position of grouting holes 21 has good continuity with the surrounding joint surface, and the joint surface with the largest leakage overflow point is selected. The top of the first zone holes 20, second zone holes 22, and grouting holes 21 should be no more than 20cm away from the water stop and should not damage the original water stop structure.

[0058] The leakage point or leakage section is divided into several zones by the first zone hole 20 and the second zone hole 22, and the leakage is plugged in different zones.

[0059] For details, see Figure 2-5 In S4, the grouting steps for the first partition hole 20 and the second partition hole 22 are as follows:

[0060] S41. Embedded pipe: The first partition hole 20 and the second partition hole 22 are respectively embedded pipes with a single first slurry inlet pipe 24. The upper end of the first slurry inlet pipe 24 extends to the top of the hole and the lower end extends out of the hole. The lower ends of the first partition hole 20 and the second partition hole 22 are respectively equipped with plugs 23. The first slurry inlet pipe 24 passes through the plugs 23 and the plugs 23 fix the first slurry inlet pipe 24.

[0061] S42. Zoned Hole Grouting: Grouting is performed when the structural joint opening is at its maximum. The grouting material is an elastic sealant-type grouting material that does not react with water, has a density of 1.1-1.5 g / cm³, and an initial setting time of 2 hours. The viscosity is adjusted to 300-350 Pa·s by using a solvent. Since the first zone hole 20 and the second zone hole 22 are cross-joint holes and the joint width of the structural joint is relatively large, a single-hole intermittent grouting method is adopted. The next grouting is carried out after the previous grouting is completed and cured.

[0062] In S42, the grouting steps for single-hole intermittent grouting are as follows:

[0063] Initial injection: 8-15L of grout is injected through the first grout inlet pipe 24. Then, compressed air is introduced through the first grout inlet pipe 24 to allow the grout to enter the structural joint connected to the hole for filling. After the grout appears on the surface of the structural joint, the compressed air is stopped and an intermittent period is entered to form the first filling edge line 25.

[0064] Subsequent grouting: After the intermittent period, continue to follow the initial grouting steps, performing grouting, compressed air, and intermittent grouting multiple times until the grouting is connected to the water stop; then seal the first grout inlet pipe 24 and transfer to the second partition hole 22 for grouting, finally forming the final filling edge 26 connected to the original water stop.

[0065] Through multiple grouting operations, the grouting in the first partition hole 20 and the second partition hole 22 was able to separate the leakage points.

[0066] Specifically, in S5, the grouting hole 21 is buried using a double-buried pipe method with a second grout inlet pipe 31 and an air inlet / drainage pipe 32. The top of the second grout inlet pipe 31 extends into the top of the hole, and the top of the air inlet / drainage pipe 32 is close to the lower opening of the hole. The lower ends of the second grout inlet pipe 31 and the air inlet / drainage pipe 32 extend out of the hole. A plug 23 is installed at the lower end of the grouting hole 21. The second grout inlet pipe 31 and the air inlet / drainage pipe 32 pass through the plug 23, and the plug 23 fixes the second grout inlet pipe 31 and the air inlet / drainage pipe 32. The grouting material is a water-soluble elastic polyurethane grouting material, and the solidified body has a water expansion rate of more than 100%.

[0067] After the grouting in the first partition hole 20 and the second partition hole 22 separates the leakage point, the water from the leakage point can only be discharged from the grouting area 34. The air inlet and drain pipe 32 can be used for drainage. In order to allow the grout to enter the water-stopping filling area 35 and ensure the sealing effect, high-pressure air is passed through the air inlet and drain pipe 32 to ensure that the grout can directly reach and pass through the water-stopping leakage point in the "air-driven water" state, making the treatment more direct and effective.

[0068] For details, see Figure 6-9 The steps for chemical grouting of grouting hole 21 are as follows:

[0069] S51. Use caulking material 33 to seal the unsealed areas on the surface of the structural joints within the grouting zone 34, allowing the leaking water from the grouting zone 34 to be concentrated and drained through the air inlet and drain pipe 32. Check the caulking quality by pressurizing water through the air inlet and drain pipe 32. If any leakage is found in the grouting zone 34, caulking is repeated until it is completely sealed.

[0070] S52. During grouting, first close the second grout inlet pipe 31, pressurize the air inlet and drain pipe 32 with high-pressure air. The pressure of the high-pressure air is greater than the static water pressure in the grouting area 34. Keep the pressure of the air inlet and drain pipe 32 constant. Then open the second grout inlet pipe 31 and pressurize the grout into the grouting area 34 through the second grout inlet pipe 31. The grouting pressure is not less than the pressure of the air inlet and drain pipe 32.

[0071] S53. When the grouting volume reaches the expected grouting volume, keep the grouting pressure unchanged, gradually reduce the air inlet pressure of the air inlet and drain pipe 32 to zero and loosen the air inlet and drain pipe 32. After the air inlet and drain pipe 32 overflows with grout, seal it and continue to maintain the original grouting pressure until the grouting end standard is reached.

[0072] Specifically, in S53, the grouting end standard is that the grouting pressure reaches 0.5 MPa and the grouting flow rate is less than 0.1 L / min, with continuous grouting for 10 minutes.

[0073] Grouting of grouting zone 34 can also be carried out in multiple stages, see [reference]. Figure 7 First, grouting is performed, followed by a second grouting.

[0074] The timing for chemical grouting of the grouting hole 21 is selected when the opening of the structural joint is large. When the opening of the structural joint is large, it mainly depends on the ambient temperature and takes into account the influence of structural dimensions, external stress conditions and other factors on the opening of the structural joint.

[0075] When there is data on the width of structural joints, the specific grouting time can be determined by analyzing the relationship between historical temperature and the width of structural joints and finding the pattern of the maximum joint width.

[0076] When no data on the width of structural joints is available, considering the hysteresis effect of concrete shrinkage due to external temperature, grouting should be carried out within a certain time T after the onset of the local winter low-temperature period, with T ranging from 10 to 40 days. The larger the size of the structural block, the larger the T value.

[0077] In this scheme, the maximum joint width occurs 25 days after the lowest temperature period of the year. Therefore, grouting is carried out 25 days after the winter temperature begins to rise. At the same time, the opening of the structural joint is affected by the water level change in the gate chamber. Grouting is started when the gate chamber is adjusted to a high water level.

Claims

1. A method for treating leakage at joints in a split-type ship lock structure, characterized in that, Includes the following steps: S1. Identify the leakage points in the structural joints of the split lock; S2. Mark the first partition hole (20) and the second partition hole (22) on both sides of the leakage point, and set a grouting hole (21) between the first partition hole (20) and the second partition hole (22); S3. Using a drilling tool, drill the first section hole (20), the second section hole (22), and the grouting hole (21) vertically upwards along the joint. S4. Chemical grouting is performed on the first partition hole (20) and the second partition hole (22) respectively to fill the gaps on both sides of the first partition hole (20) and the second partition hole (22), so that an independent grouting area (34) is formed between the first partition hole (20) and the second partition hole (22). S5. Chemical grouting is performed into the grouting area (34) through the grouting hole (21) to fill the grouting area (34) and plug the leak, thereby treating the leakage of the split lock structure joint on the backwater side; In S4, the grouting steps for the first partition hole (20) and the second partition hole (22) are as follows: S41. Embedded pipe: The first partition hole (20) and the second partition hole (22) are respectively embedded pipes with a single first grout inlet pipe (24). The upper end of the first grout inlet pipe (24) extends to the top of the hole and the lower end extends out of the hole. The lower ends of the first partition hole (20) and the second partition hole (22) are respectively equipped with plugs (23). The first grout inlet pipe (24) passes through the plug (23) and the plug (23) fixes the first grout inlet pipe (24). S42. Zoned hole grouting: The grouting time is selected when the opening of the structural joint is at its maximum. The grouting material is an elastic sealant-type grouting material that does not react with water, has a density of 1.1-1.5 g / cm³, and an initial setting time of 2 hours. The viscosity is adjusted by using a solvent and does not exceed 400 Pa·s. Since the first zone hole (20) and the second zone hole (22) are cross-joint holes and the joint width of the structural joint is large, a single-hole intermittent grouting method is adopted. The next grouting is carried out after the previous grouting is completed and cured.

2. The method for treating leakage in the joints of a split-type ship lock structure according to claim 1, characterized in that: In S1, the leakage point is determined by analyzing the direction of the structural joint, the method and location of the water-stopping installation, and the source and path of the leakage.

3. The method for treating leakage in the joints of a split-type ship lock structure according to claim 1, characterized in that: In S2, the number and range of zones are determined based on the grout diffusion radius, and the first zone hole (20), the second zone hole (22), and the grouting hole (21) are laid out. When laying out the first zone hole (20) and the second zone hole (22), the leakage point or leakage section of the water stop should be taken as the center, and the leakage point or leakage section should be limited between the first zone hole (20) and the second zone hole (22) to achieve the effect of independent closed zone. The drilling position of the grouting hole (21) has good connectivity with the surrounding joint surface, and the joint surface with the largest leakage overflow point is selected. The top of the drilling of the first zone hole (20), the second zone hole (22), and the grouting hole (21) should not be more than 20cm away from the water stop, and the original water stop structure should not be damaged.

4. The method for treating leakage at the joints of a split-type ship lock structure according to claim 1, characterized in that: In S42, the grouting steps for single-hole intermittent grouting are as follows: First injection: 8-15L of grout is injected from the first grout inlet pipe (24), and then compressed air is introduced into the first grout inlet pipe (24) to allow the grout to enter the structural joint connected to the hole for filling. After the grout appears on the surface of the structural joint, the compressed air is stopped and the intermittent period begins. Subsequent grouting: After the intermittent period, continue to follow the first grouting steps, perform grouting, compressed air, and intermittent grouting multiple times until the grouting and water stop are connected. Then, close the first grout inlet pipe (24) and transfer to the second partition hole (22) for grouting.

5. The method for treating leakage in the joints of a split-type ship lock structure according to claim 1, characterized in that: In S5, the grouting hole (21) is buried in a double-buried pipe method with a second grouting pipe (31) and an air inlet and drain pipe (32). The top of the second grouting pipe (31) extends into the top of the hole, and the top of the air inlet and drain pipe (32) is close to the lower hole opening. The lower ends of the second grouting pipe (31) and the air inlet and drain pipe (32) extend out of the hole. A plug (23) is installed at the lower end of the grouting hole (21). The second grouting pipe (31) and the air inlet and drain pipe (32) pass through the plug (23), and the plug (23) fixes the second grouting pipe (31) and the air inlet and drain pipe (32). The grouting material is water-soluble elastic polyurethane grouting material, and the solidified body has a water expansion rate of more than 100%.

6. The method for treating leakage in the joints of a split-type ship lock structure according to claim 5, characterized in that: The steps for chemical grouting of the grouting hole (21) are as follows: S51. Use caulking material (33) to seal the unsealed areas on the surface of the structural joints in the grouting area (34), so that the leakage water in the grouting area (34) is concentrated and discharged from the air inlet and drain pipe (32). Check the caulking quality by pressurizing water through the air inlet and drain pipe (32). If any leakage is found in the grouting area (34), caulking is done again until it is completely sealed. S52. During grouting, first close the second grout inlet pipe (31), press high-pressure air into the air inlet and drain pipe (32), the pressure of the high-pressure air is greater than the static water pressure in the grouting area (34), maintain the pressure of the air inlet and drain pipe (32) unchanged, open the second grout inlet pipe (31), press grout into the grouting area (34) through the second grout inlet pipe (31), the grouting pressure is not less than the pressure of the air inlet and drain pipe (32); S53. When the grouting volume reaches the expected grouting volume, keep the grouting pressure unchanged, gradually reduce the air inlet pressure of the air inlet and drain pipe (32) to zero and loosen the air inlet and drain pipe (32). After the air inlet and drain pipe (32) oozes grout, seal it and continue to maintain the original grouting pressure until the grouting end standard is reached.

7. The method for treating leakage in the joints of a split-type ship lock structure according to claim 6, characterized in that: In S53, the grouting end standard is that the grouting pressure reaches 0.5 MPa and the grouting flow rate is less than 0.1 L / min, and the grouting continues for 10 minutes.

8. The method for treating leakage in the joints of a split-type ship lock structure according to claim 6, characterized in that: The timing for chemical grouting of the grouting hole (21) is selected when the opening of the structural joint is large. The maximum joint width occurs 10-40 days after the lowest temperature period of the year. Therefore, grouting is carried out within 10-40 days after the winter temperature begins to rise. At the same time, the opening of the structural joint is affected by the water level change in the gate chamber. Grouting is started when the gate chamber is adjusted to a high water level.

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