Ship lock pier asymmetric reinforcing and deviation rectifying structure and method

Abstract

The invention relates to the field of ship lock reinforcement, in particular to an asymmetric reinforcing and deviation rectifying structure and method for a ship lock pier, and the reinforcing and deviation rectifying structure comprises a first reinforcing pile and a second reinforcing pile; the first reinforcing pile comprises a first supporting pile and a first cast-in-place pile; the first supporting piles are used for abutting against a soil supporting layer. The first supporting pile is connected with a first cast-in-place pile, and the first cast-in-place pile is used for being connected with a first gate pier; the second reinforcing pile comprises a second supporting pile and a second cast-in-place pile, the second supporting pile is used for abutting against the soil supporting layer, the second cast-in-place pile is used for being connected with the second gate pier, and a distance exists between the second supporting pile and the second cast-in-place pile; and the settling volume of the first gate pier is greater than that of the second gate pier. The method has the effect of reducing the adverse effect on the existing structure in the deviation rectifying and reinforcing process of the existing gate pier.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of ship lock reinforcement, and in particular to a ship lock pier asymmetric reinforcement and deviation correction structure and method. BACKGROUND

[0002] The ship lock is a water conservancy navigation facility, mainly used to help the ship overcome the water level difference on the channel, so that the ship can smoothly pass through the water area with different water levels. Among them, the piers on both sides mainly bear the load of the gate and transmit it to the foundation structure, which is the key component of the ship lock.

[0003] With the increase of the running time of the ship lock, under the influence of factors such as foundation deformation, the pier is prone to settlement. Especially when the uneven settlement occurs between the two piers, it will cause the misalignment of the gate slot and other problems, affecting the safe operation of the ship lock.

[0004] At present, the traditional way of correcting and reinforcing the two piers is mainly to press the steel pipe pile into the foundation bearing layer by the jack on the counterforce frame, and then use the counterforce frame and the jack to lift the pier, so as to realize the resetting of the pier position. However, in the process of resetting the pier, the pier is prone to secondary stress due to forced deformation and other reasons, which has an adverse effect on the existing structure. At the same time, the control accuracy of the lifting displacement is high, which increases the construction difficulty. SUMMARY

[0005] In order to reduce the adverse effects on the existing structure in the process of correcting and reinforcing the existing pier, the present application provides a ship lock pier asymmetric reinforcement and deviation correction structure and method.

[0006] In the first aspect, the present application provides a ship lock pier asymmetric reinforcement and deviation correction structure, which adopts the following technical scheme: A ship lock pier asymmetric reinforcement and deviation correction structure, comprising a first reinforcement pile and a second reinforcement pile; The first reinforcement pile comprises a first support pile and a first cast-in-place pile; the first support pile is used to abut against the soil bearing layer; the first support pile is connected with the first cast-in-place pile, and the first cast-in-place pile is used to connect with the first pier; The second reinforcement pile comprises a second support pile and a second cast-in-place pile; the second support pile is used to abut against the soil bearing layer, and the second cast-in-place pile is used to connect with the second pier; there is a spacing between the second support pile and the second cast-in-place pile; the settlement amount of the first pier is greater than that of the second pier.

[0007] By adopting the technical scheme, the first support pile of the first reinforcing pile is supported on the soil bearing stratum, and the first cast-in-place pile is connected with the first pier, so that the rigid support of the first pier is realized, and the possibility of further subsidence of the first pier with large subsidence is reduced. Meanwhile, there is a spacing between the second support pile and the second cast-in-place pile in the second reinforcing pile, so that the second cast-in-place pile connected with the second pier with small subsidence can displace relative to the second support pile within a certain range, so that the subsequent subsidence of the second pier with small subsidence is greater than that of the first pier with large subsidence, thereby reducing the height difference between the two piers and realizing the deviation correction of the piers. Meanwhile, when the second cast-in-place pile moves to abut against the top of the second support pile, the second support pile supports the second pier, thereby reducing the further subsidence of the second pier.

[0008] The first reinforcing pile and the second reinforcing pile are cooperated to realize the deviation correction of the piers while reinforcing the piers.

[0009] Optionally, the first bracket beam and the second bracket beam are further included; the first bracket beam is arranged on the first pier, and the second bracket beam is arranged on the second pier; the first cast-in-place pile is arranged on the first bracket beam, and the second cast-in-place pile is arranged on the second bracket beam.

[0010] By adopting the technical scheme, the first bracket beam and the second bracket beam are connected with the corresponding piers respectively, so that the load transfer is realized, and the first reinforcing pile and the second reinforcing pile can provide support for the corresponding piers.

[0011] Optionally, the first reinforcing pile further includes a force transmission member, and the first support pile and the first cast-in-place pile are connected through the force transmission member.

[0012] By adopting the technical scheme, the force transmission member can facilitate the pre-pressing of the first support pile by the jack when the first cast-in-place pile is constructed, thereby providing guarantee for the subsequent stable bearing of the first support pile. Meanwhile, the force transmission member improves the rigidity of the connecting joint between the first cast-in-place pile and the first support pile.

[0013] Optionally, the second reinforcing pile further includes a plugging member, and the plugging member includes a support seat and a plugging plate; the support seat is connected with the second bracket beam, and the plugging plate abuts against the support seat.

[0014] By adopting the technical scheme, the plugging plate can plug the bottom of the second pile hole, thereby facilitating the pouring of the grouting material to form the second cast-in-place pile.

[0015] Optionally, a flexible filling member is further included, and the flexible filling member is arranged between the plugging member and the second support pile.

[0016] By adopting the technical scheme, the flexible filler can provide buffering, reduce the rigid contact between the second support pile and the second cast-in-place pile, and reduce the possibility of damage.

[0017] In a second aspect, the application provides a ship lock pier asymmetric reinforcement and deviation rectification method, which adopts the following technical scheme: A ship lock pier asymmetric reinforcement and deviation rectification method using the reinforcement and deviation rectification structure comprises the following steps: S1, constructing a first bracket beam and a second bracket beam; S2, constructing the first reinforcement pile; S3, constructing the second reinforcement pile.

[0018] By adopting the technical scheme, the first bracket beam and the second bracket beam are constructed first, providing a connection foundation for the first reinforcement pile and the first pier with greater settlement and a connection foundation for the second reinforcement pile and the second pier with smaller settlement. After the first reinforcement pile and the second reinforcement pile are constructed, the first reinforcement pile provides rigid support for the first pier with greater settlement, and the second reinforcement pile provides flexible support for the second pier with smaller settlement, so that the settlement of the second pier with smaller settlement is greater than that of the first pier with greater settlement, thereby reducing the height difference between the two piers and achieving deviation rectification. Meanwhile, the first reinforcement pile and the second reinforcement pile provide support for the pier, thereby reducing the settlement of the pier.

[0019] Optionally, in step S2, when the first reinforcement pile is constructed, the first support pile is first pressed to the soil bearing stratum, then the force transmission member is connected with the first support pile, the force transmission member is pressed, and the first support pile is pressed against the soil bearing stratum; then the first cast-in-place pile is constructed.

[0020] By adopting the technical scheme, after the force transmission member is connected with the first support pile, the jack presses the force transmission member, thereby pre-pressing the first support pile. At this time, the first support pile, the force transmission member, and the first cast-in-place pile become a whole by constructing the first cast-in-place pile, thereby ensuring the continuity of the force of the first support pile and improving the reliability of the support of the first support pile.

[0021] Optionally, when the first cast-in-place pile is constructed, the first cast-in-place pile is constructed in two times; after the first time of construction, the pressure applied to the force transmission member is removed, the exposed part of the force transmission member is cut off, and the second time of construction is performed.

[0022] By adopting the technical scheme, after the first time of pouring of the first cast-in-place pile is completed, the pressure applied on the force transmission member is removed, and the exposed part thereof is cut off, and then the second time of pouring is performed, so that the rigid connection between the construction equipment and the force transmission system is smoothly released under the premise that reliable connection is formed between the first support pile and the force transmission member and the first cast-in-place pile. Meanwhile, the exposed section of the force transmission member and the surrounding area thereof are integrally wrapped in the concrete through the second time of pouring, so that the force transmission member can be protected from corrosion and seepage.

[0023] Optionally, in step S3, when the second reinforcing pile is constructed, the second support pile is first pressed to the soil bearing stratum, and then the flexible filling member and the blocking plate are sequentially placed, and then the second cast-in-place pile is constructed.

[0024] By adopting the technical scheme, when the second reinforcing pile is constructed, the second support pile is first pressed to the soil bearing stratum by using the jack, so that the second support pile has a reliable bearing foundation. Then, the flexible filling member and the blocking plate are sequentially placed, so that the blocking plate can block the second pile pressing hole, thereby facilitating the pouring of the grouting material and the forming of the second cast-in-place pile.

[0025] In summary, the present application has at least one of the following beneficial technical effects: 1. Through the cooperation of the first reinforcing pile and the second reinforcing pile, for the first pier with large settlement, after the first support pile is supported on the soil bearing stratum, the first cast-in-place pile is connected with the first pier, so that the rigid support of the first pier is realized, and the possibility of further subsidence of the first pier with large settlement is reduced. Meanwhile, there is a spacing between the second support pile and the second cast-in-place pile in the second reinforcing pile, so that the second cast-in-place pile connected with the second pier with small settlement can relatively displace the second support pile within a certain range, so that the subsequent settlement amount of the second pier with small settlement is greater than that of the first pier with large settlement, thereby reducing the height difference between the two piers, and the pier deviation is corrected. Meanwhile, when the second cast-in-place pile moves to abut against the second support pile, the second support pile supports the second pier, thereby reducing the further subsidence of the second pier; 2. By arranging the force transmission member, the force transmission member can facilitate the pre-pressing of the first support pile by the jack when the first cast-in-place pile is constructed, so as to provide guarantee for the subsequent stable bearing of the first support pile. Meanwhile, the force transmission member improves the rigidity of the connecting node between the first cast-in-place pile and the first support pile; 3. By arranging the flexible filling member, the flexible filling member can provide buffering and reduce the possibility of rigid contact and damage between the second support pile and the second cast-in-place pile. BRIEF DESCRIPTION OF DRAWINGS

[0026] Figure 1 is a position schematic view of a pier, a first bracket beam and a second bracket beam of an asymmetric reinforcing and correcting structure of a ship lock pier according to Embodiment 1 of the present application; Figure 2 This is a schematic diagram of the first reinforcing pile of an asymmetric reinforcement and correction structure for a lock pier according to Embodiment 1 of this application; Figure 3 This is a schematic diagram of the structure after the first support pile and force transmission component of the asymmetric reinforcement and correction structure for a lock pier in Embodiment 1 of this application are completed; Figure 4 This is a schematic diagram of the first cast-in-place pile after the first construction of an asymmetric reinforcement and correction structure for a lock pier according to Embodiment 1 of this application. Figure 5 This is a schematic diagram of the second reinforcing pile of an asymmetric reinforcement and correction structure for a lock pier according to Embodiment 1 of this application; Figure 6 This is an embodiment 1 of the present application of an asymmetric reinforcement and correction structure for a lock pier. Figure 5 A magnified view of a portion of point A inside; Figure 7 This is a schematic diagram of the sealing component of an asymmetric reinforcement and correction structure for a lock pier according to Embodiment 1 of this application; Figure 8 This is a schematic diagram of the structure after the construction of the second support pile of the asymmetric reinforcement and correction structure for a lock pier in Embodiment 1 of this application is completed.

[0027] In the diagram: 1. First reinforcing pile; 11. First supporting pile; 12. First cast-in-place pile; 13. Force transmission component; 2. Second reinforcing pile; 21. Second supporting pile; 22. Second cast-in-place pile; 23. Sealing component; 231. Support seat; 232. Sealing plate; 3. First corbel beam; 31. First pile driving hole; 4. Second corbel beam; 41. Second pile driving hole; 5. First gate pier; 6. Second gate pier; 7. Reaction frame; 8. Jack; 9. Flexible filler. Detailed Implementation

[0028] The following is in conjunction with the appendix Figures 1-8 This application will be described in further detail.

[0029] Example 1 Embodiment 1 of this application discloses an asymmetric reinforcement and correction structure for lock piers, such as... Figure 1 As shown, the reinforcement and correction structure includes a first reinforcement pile 1, a second reinforcement pile 2, a first corbel beam 3, and a second corbel beam 4. The first reinforcement pile 1 includes a first support pile 11, a first cast-in-place pile 12, and a force transmission component 13; the second reinforcement pile 2 includes a second support pile 21, a second cast-in-place pile 22, and a sealing component 23.

[0030] Specifically, such as Figure 1As shown, the first bracket beam 3 is fixedly connected with the first pier 5, and the second bracket beam 4 is fixedly connected with the second pier 6. In this embodiment 1, the settlement amount of the first pier 5 is greater than that of the second pier 6. The first bracket beam 3 is provided with a first pile pressing hole 31, and the second bracket beam 4 is provided with a second pile pressing hole 41. The first bracket beam 3 and the second bracket beam 4 are used for installing the counterforce frame 7, so as to perform the construction of the first reinforcing pile 1 and the second reinforcing pile 2.

[0031] As shown in Figure 2 and Figure 3 , the first support pile 11 is supported on the soil bearing stratum. In this embodiment 1, the first support pile 11 is formed by splicing a plurality of steel pipe piles by means of bolts two by two, and the splicing mode of the plurality of steel pipe piles facilitates transportation and hoisting. The second support pile 21 has the same structure as the first support pile 11 and is formed by splicing a plurality of steel pipe piles by means of bolts two by two. In the construction process, each steel pipe pile is sequentially pressed into the soil by cooperation of the counterforce frame 7 and the jack 8 until the soil bearing stratum, so that the soil bearing stratum supports the first support pile 11 and the second support pile 21.

[0032] As shown in Figure 3 , after the first support pile 11 is supported on the soil bearing stratum, the force transmission member 13 is inserted into the first support pile 11, and at the same time, the first support pile 11 is cast with grouting material, so that after the grouting material is set, the force transmission member 13 is fixedly connected with the first support pile 11. In this embodiment 1, the first support pile 11 is cast with H60 grouting material, and the force transmission member 13 is an H-shaped steel.

[0033] Further, as shown in Figure 3 and Figure 4 , after the force transmission member 13 is fixedly connected with the first support pile 11, grouting material is cast into the first pile pressing hole 31 to form the first cast-in-place pile 12. In this embodiment 1, the first cast-in-place pile 12 is cast with H60 grouting material. The casting of the first cast-in-place pile 12 is performed in two times. Before the first casting, the output end of the jack 8 applies force to the top end of the force transmission member 13, so that the first support pile 11 is driven against the soil bearing stratum under the driving of the force transmission member 13. At this time, the first casting of the first cast-in-place pile 12 is performed. The first support pile 11 is driven against the soil bearing stratum when the first casting of the first cast-in-place pile 12 is performed, so as to realize prestress pile sealing of the first support pile 11 and ensure the continuity of force of the first support pile 11.

[0034] As shown in Figure 2 and Figure 4As shown, the first cast-in-place pile 12 is formed after the first pouring, the load on the force transfer member 13 is removed, and the second pouring is performed, thereby forming the first cast-in-place pile 12. Among them, after the load on the force transfer member 13 is removed, the part of the force transfer member 13 exposed by the first pouring is cut, and then the second pouring of the first cast-in-place pile 12 is performed, so that the first cast-in-place pile 12 can wrap the force transfer member 13, and the force transfer member 13 plays a protective role of corrosion and seepage prevention. At the same time, the first cast-in-place pile 12 and the first support pile 11 are connected through the force transfer member 13, which improves the stiffness of the connection joint of the first cast-in-place pile 12 and the first support pile 11. After the first cast-in-place pile 12 is formed, it is fixedly connected with the first corbel beam 3 to form an integral whole, so that the first reinforcing pile 1 realizes rigid support to the first pier 5, thereby reducing the settlement amount of the first pier 5 in the use process.

[0035] As shown in Figure 5 , Figure 6 and Figure 7 , the blocking member 23 includes a support seat 231 and a blocking plate 232, wherein the support seat 231 is fixedly connected with the second corbel beam 4, and the blocking plate 232 is placed on the support seat 231. In this embodiment 1, the support seat 231 is installed together with the second corbel beam 4 when the second corbel beam 4 is poured, and at the same time, the blocking plate 232 is placed on the support seat 231 and has a spacing with the top end of the second support pile 21 according to design requirements.

[0036] As shown in Figure 5 and Figure 8 , after the second support pile 21 is pressed into the soil bearing stratum, C35 micro-expanding concrete is poured into the second support pile 21. After the concrete in the second support pile 21 is poured and formed, the blocking plate 232 is placed on the support seat 231, thereby blocking the second pile pressing hole 41, and facilitating the pouring of grouting material to form the second cast-in-place pile 22. In this embodiment 1, the second cast-in-place pile 22 is poured by H60 grouting material. After the second cast-in-place pile 22 is formed, it is connected with the second corbel beam 4 to form an integral whole. Due to the spacing between the blocking plate 232 and the top of the second support pile 21, the second cast-in-place pile 22 can move relative to the second support pile 21, thereby realizing flexible support.

[0037] It should be noted that after the first reinforcing pile 1 and the second reinforcing pile 2 are constructed, the first reinforcing pile 1 provides rigid support to the first pier 5 with larger settlement, and at the same time, the second reinforcing pile 2 provides flexible support to the second pier 6 with smaller settlement, so that in the subsequent use process, the settlement amount of the second pier 6 with smaller settlement relative to the first pier 5 with larger settlement is larger, thereby reducing the height difference between the first pier 5 and the second pier 6, and achieving the purpose of rectification. At the same time, when the second cast-in-place pile 22 moves to the second support pile 21 to support it, the second support pile 21 realizes support to the second pier 6, thereby reducing the settlement amount of the second pier 6 in the operation process.

[0038] In addition, such as Figure 5 As shown, in this embodiment 1, a flexible filler 9 is placed between the sealing member 23 and the second support pile 21. The flexible filler 9 is made of an elastic material. As the second cast-in-place pile 22 gradually approaches the second support pile 21, the flexible filler 9 can be compressed. The flexible filler 9 can provide a buffer for the contact between the second cast-in-place pile 22 and the second support pile 21, thereby reducing the possibility of rigid contact between the second cast-in-place pile 22 and the second support pile 21, which could lead to damage.

[0039] The implementation principle of the asymmetric reinforcement and correction structure for a lock pier in Embodiment 1 of this application is as follows: During the construction of the first reinforcing pile 1, the first support pile 11 is first pressed into the soil bearing layer, and then the force transmission member 13 is inserted to fix the first support pile 11 to the force transmission member 13. After the first support pile 11 and the force transmission member 13 are fixedly connected, grouting material is poured in two stages to form the first cast-in-place pile 12. In the first pouring, jacks 8 are used to press the first support pile 11 against the soil bearing layer through the force transmission member 13 until the first pouring is completed, and then the second pouring is carried out to form the first cast-in-place pile 12. Through the cooperation of the first support pile 11, the first cast-in-place pile 12 and the force transmission member 13, the first reinforcing pile 1 provides rigid support for the first corbel beam 3, thereby achieving the support and reinforcement of the first gate pier 5 with large settlement.

[0040] When constructing the second reinforcing pile 2, the second support pile 21 is first pressed down to the soil bearing layer, and then the flexible filler 9 and the sealing plate 232 are placed in sequence. After the sealing plate 232 seals the second pile hole 41, grouting material is poured into the second pile hole 41 to form the second cast-in-place pile 22.

[0041] This application, through the cooperation of the first reinforcing pile 1 and the second reinforcing pile 2, ensures that the second gate pier 6, with its smaller settlement, experiences a greater settlement than the first gate pier 5, which has a larger settlement, during use, thereby reducing the height difference between the first gate pier 5 and the second gate pier 6. Simultaneously, when the second cast-in-place pile 22 moves to be supported by the second support pile 21, the second support pile 21 can support the second corbel beam 4, further reducing the settlement of the second gate pier 6. This application achieves the effect of reinforcing the gate piers while simultaneously reducing the height difference between the two gate piers, thus achieving gate pier correction.

[0042] Example 2 Embodiment 2 of this application discloses an asymmetric reinforcement and correction method for lock piers, using the reinforcement and correction structure in Embodiment 1, including the following steps: S1, construct the first corbel beam 3 and the second corbel beam 4; S2, Construction of the first reinforcement pile 1; S3, Construction of the second reinforcement pile 2; Specifically, first according to the design requirements, the first bracket beam 3 and the second bracket beam 4 are constructed. Among them, the first bracket beam 3 is fixedly connected with the first pier 5 with larger settlement, and the second bracket beam 4 is fixedly connected with the second pier 6 with smaller settlement. The first bracket beam 3 and the second bracket beam 4 are connected with the corresponding pier by the way of planting reinforcement. In addition, when the first bracket beam 3 is constructed, the position of the first pile pressing hole 31 is reserved; when the second bracket beam 4 is constructed, the position of the second pile pressing hole 41 is reserved.

[0043] After the first bracket beam 3 is formed, the counterforce frame 7 and the jack 8 are installed. Then, under the cooperation of the counterforce frame 7 and the jack 8, the steel pipe piles constituting the first support pile 11 are pressed into the soil in sequence until the soil bearing stratum, and the construction of the first support pile 11 is completed. After the construction of the first support pile 11 is completed, the force transmission member 13 is inserted into the first support pile 11, and the grouting material is poured in the first support pile 11, so that the force transmission member 13 and the first support pile 11 are fixedly connected together.

[0044] After the force transmission member 13 is fixedly connected with the first support pile 11, the grouting material is poured in the first pile pressing hole 31 to form the first cast-in-place pile 12. Among them, the pouring process is carried out twice.

[0045] Specifically, during the first pouring, the jack 8 applies force to the force transmission member 13, so that the first support pile 11 abuts against the soil bearing stratum until the grouting material of the first pouring is formed. Before the second pouring, the counterforce frame 7 and the jack 8 are removed, and the part of the force transmission member 13 exposed during the first pouring is cut, and then the second pouring is carried out, so that the first cast-in-place pile 12 wraps the force transmission member 13, and the construction of the first reinforced pile 1 is completed.

[0046] After the construction of the first reinforced pile 1 is completed, the construction of the second reinforced pile 2 is carried out. First, the counterforce frame 7 and the jack 8 are used to press the steel pipe piles constituting the second support pile 21 into the soil in sequence until the soil bearing stratum, and then the micro-expansive concrete is poured in the second support pile 21.

[0047] After the micro-expansive concrete in the second support pile 21 is formed, the flexible filling member 9 and the sealing plate 232 are placed in sequence. After the sealing plate 232 is placed, the grouting material is poured into the second pile pressing hole 41, thereby forming the second cast-in-place pile 22.

[0048] Since the flexible filler 9 has elasticity and the first reinforced pile 1 is rigidly supported to the first corbel beam 3, the settlement of the second pier 6 with smaller settlement is larger than that of the first pier 5 with larger settlement in the use process, so that the height difference between the two piers can be shortened, and the deviation of the pier can be corrected. At the same time, when the second corbel beam 4 is settled to the second support pile 21 to support the second cast-in-place pile 22, the second support pile 21 supports the second pier 6, so that the settlement of the second pier 6 in the operation process can be reduced.

[0049] The above are preferred embodiments of the present application, which do not limit the protection scope of the present application, so that: any equivalent changes made on the structure, shape and principle of the present application should be covered within the protection scope of the present application.

Claims

1. A non-symmetrical reinforcing and rectifying structure for a lock pier, characterized in that, The first reinforcing pile (1) and the second reinforcing pile (2) are included. The first reinforcing pile (1) includes a first support pile (11) and a first cast-in-place pile (12); the first support pile (11) is used to abut against the soil bearing stratum; the first support pile (11) is connected with the first cast-in-place pile (12), and the first cast-in-place pile (12) is used to be connected with the first pier (5). The second reinforcing pile (2) includes a second support pile (21) and a second cast-in-place pile (22); the second support pile (21) is used to abut against the soil bearing stratum, and the second cast-in-place pile (22) is used to be connected with the second pier (6); there is a spacing between the second support pile (21) and the second cast-in-place pile (22); and the settlement amount of the first pier (5) is greater than that of the second pier (6).

2. The asymmetric reinforcing and deviation-correcting structure for the lock pier according to claim 1, characterized in that, The first bracket beam (3) and the second bracket beam (4) are further included; the first bracket beam (3) is arranged on the first pier (5), and the second bracket beam (4) is arranged on the second pier (6); the first cast-in-place pile (12) is arranged on the first bracket beam (3), and the second cast-in-place pile (22) is arranged on the second bracket beam (4).

3. The asymmetric reinforcing and deviation-correcting structure for the lock pier according to claim 1, characterized in that, The first reinforcing pile (1) further includes a force transmission member (13), and the first support pile (11) and the first cast-in-place pile (12) are connected through the force transmission member (13).

4. The asymmetric reinforcing and deviation-correcting structure for lock pier according to claim 2, characterized in that, The second reinforcing pile (2) further includes a blocking member (23); the blocking member (23) includes a support seat (231) and a blocking plate (232); the support seat (231) is connected with the second bracket beam (4), and the blocking plate (232) abuts against the support seat (231).

5. The asymmetric reinforcing and deviation-correcting structure for the lock pier of a ship lock according to claim 4, characterized in that, A flexible filling member (9) is further included, and the flexible filling member (9) is arranged between the blocking member (23) and the second support pile (21).

6. A method for asymmetric reinforcement and deviation rectification of a lock pier of a ship lock, using the reinforcement and deviation rectification structure according to any one of claims 1 to 5, characterized in that, The method includes the following steps: S1, constructing the first bracket beam (3) and the second bracket beam (4); S2, constructing the first reinforcing pile (1); S3, constructing the second reinforcing pile (2).

7. The asymmetric reinforcement and deviation rectification method for the lock pier of a ship lock according to claim 6, characterized in that, In step S2, when the first reinforcing pile (1) is constructed, the first support pile (11) is first pressed to the soil bearing stratum, then the force transmission member (13) is connected with the first support pile (11), the force transmission member (13) is pressed, and the first support pile (11) is abutted against the soil bearing stratum; and then the first cast-in-place pile (12) is constructed.

8. The asymmetric reinforcement and deviation rectification method for the lock pier of a ship lock according to claim 7, characterized in that, When the first cast-in-place pile (12) is constructed, the first cast-in-place pile (12) is divided into two times of construction; after the first time of construction, the pressure applied on the force transmission member (13) is removed, the exposed part of the force transmission member (13) is cut off, and then the second time of construction is performed.

9. The asymmetric reinforcement and deviation rectification method for the lock pier of a ship lock according to claim 6, characterized in that, In step S3, when the second reinforcing pile (2) is constructed, the second support pile (21) is first pressed to the soil bearing stratum, then the flexible filling member (9) and the blocking plate (232) are placed in sequence, and then the second cast-in-place pile (22) is constructed.

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