A shear wall and damper vibration reduction structure and construction method suitable for high-pile wharves

Abstract

This invention discloses a shear wall and damper seismic reduction structure and construction method suitable for high-pile wharves. It includes a shear wall assembly independently installed on the sea side of the main pile abutment of the land-side high-pile wharf. The two are flexibly connected by a self-resetting damper, with a transition plate in the middle. Structural joints are reserved at both ends of the transition plate and filled with flexible material. The shear wall assembly uses a continuous row of steel pipe piles, wall limb steel plate assemblies, and tie rod connectors to form a shear wall skeleton, which is then filled with concrete. Two implementation methods are provided: welded and interlocking. Adopting a design concept of capacity protection and disaster-dissipating energy, the shear wall assembly serves as the main lateral resistance and energy dissipation component, the main pile abutment of the land-side high-pile wharf serves as the capacity protection component, and the self-resetting damper serves as a secondary energy dissipation and reset component, working in conjunction with the shear wall assembly to dissipate seismic energy, thereby maintaining a low level of damage during earthquakes.

Description

Technical Field

[0001] This invention relates to the field of water transport engineering technology, and more specifically, to a shear wall and damper vibration reduction structure and construction method suitable for high-pile wharves. Background Technology

[0002] With the acceleration of global economic integration, water transport, with its advantages of large capacity and low cost, has become a major mode of transportation for international goods trade. All-straight pile high-pile wharves, as one of the most widely used structural forms in port engineering, have significant advantages such as lightweight structure, low wave reflection, strong foundation adaptability, and fast construction speed, and are widely used in various port projects such as container terminals, bulk cargo terminals, and general cargo terminals. However, many important ports around the world are located on earthquake zones, such as the Circum-Pacific Seismic Belt and the Mediterranean-Himalayan Seismic Belt, and there have been frequent reports of wharves suffering structural damage due to earthquakes, posing a significant threat to life and property safety.

[0003] The lateral stiffness of all-straight-pile high-pile wharves is much lower than that of forked-pile high-pile wharves. To meet the bearing requirements of horizontal loads during operation, such as ship berthing impact force, ramming force, and mooring force, traditional designs often require increasing the pile diameter, pile length, or number of piles, significantly increasing engineering costs. Meanwhile, the seismic design of existing high-pile wharves mostly adopts the approach of strengthening the main structure, improving seismic performance by directly reinforcing the pile body, pile cap, or superstructure. This method is not only complex, time-consuming, and costly, but also fails to fundamentally solve the problem of damage caused by the concentration of seismic energy on the main structure, making post-earthquake repair extremely difficult and failing to meet the resilience design requirements for rapid post-earthquake recovery in modern ports.

[0004] For the seismic upgrading and renovation of existing aging high-pile wharves, current technologies typically require the demolition of part of the original structure or the addition of energy dissipation components inside the existing pile foundations. This construction process severely impacts the normal operation of the wharf, and the renovation effect is limited, failing to meet the seismic fortification standards of high-intensity earthquake zones. Therefore, developing an energy dissipation and vibration reduction structural system that can significantly improve the seismic performance and operational bearing capacity of high-pile wharves, while also enabling rapid post-earthquake recovery, convenient construction, and wide applicability, has become a critical technical problem urgently needing to be solved in the field of water transport engineering. Summary of the Invention

[0005] This invention provides a shear wall and damper vibration reduction structure and construction method suitable for high-pile wharves. The problems to be solved are: the concentrated seismic energy of traditional high-pile wharves leading to irreversible damage to the main structure, the complexity of reinforcement construction and the high risk of underwater welding operations, the large residual displacement after the earthquake and the long functional recovery period, the insufficient lateral stiffness during the operation period requiring additional reinforcement of the pile body, and the serious impact of existing wharf renovation on normal operation.

[0006] To achieve the above objectives, the present invention provides the following technical solution: A shear wall and damper vibration reduction structure suitable for high-pile wharves includes a shear wall assembly installed on the seaward side of the main pile platform of the land-side high-pile wharf. The shear wall assembly is connected to the main pile platform of the land-side high-pile wharf through at least one self-resetting damper. A transition plate is provided between the shear wall assembly and the main pile platform of the land-side high-pile wharf. The two ends of the transition plate are respectively supported on the upper parts of the shear wall assembly and the main pile platform of the land-side high-pile wharf. Structural joints are provided between the transition plate and the shear wall assembly, and between the transition plate and the main pile platform of the land-side high-pile wharf. The structural joints are filled with flexible material.

[0007] Furthermore, the shear wall assembly includes multiple rows of steel pipe piles spaced apart along the wharf front line, wall limb steel plate assemblies respectively set on both sides of the rows of steel pipe piles, and multiple tie rods set between the wall limb steel plate assemblies on both sides. The wall limb steel plate assemblies are connected to the rows of steel pipe piles to form a shear wall skeleton. The two ends of the tie rods are respectively connected to the wall limb steel plate assemblies on both sides. The interior of the rows of steel pipe piles and the interior of the shear wall skeleton are filled with concrete.

[0008] Furthermore, the wall limb steel plate assembly adopts double wall limb steel plates, the tie plate connector adopts tie plate, the two ends of the double wall limb steel plates are respectively welded to the adjacent continuous steel pipe piles, and the two ends of the tie plate are respectively welded to the double wall limb steel plates on both sides.

[0009] Furthermore, the wall limb steel plate assembly adopts wall limb double pile plates, and the tie rod connector adopts tie rod U-shaped steel sheet piles. The connection parts of the continuous steel pipe piles, wall limb double pile plates and tie rod U-shaped steel sheet piles are all equipped with interlocking slots, which are interlocked with each other.

[0010] Furthermore, a cap beam is provided on the top of the shear wall assembly. At both ends of the cap beam are sea-side connecting beams and land-side connecting beams, which are perpendicular to and fixedly connected to the cap beam. Loading and unloading equipment tracks are provided on the top of the sea-side connecting beams, and the land-side connecting beams are used to erect transition slabs. Panels are also poured on the top of the cap beams, sea-side connecting beams, and land-side connecting beams to form the wharf front operation area.

[0011] Furthermore, rubber fenders and mooring bollards are installed on the sea side of the cap beam, and the rubber fenders and mooring bollards are aligned with the shear wall components.

[0012] Furthermore, the self-resetting damper is located below the transition plate, which can be moved by a lifting device to expose the self-resetting damper for inspection or replacement.

[0013] A construction method for a shear wall and damper vibration reduction structure suitable for high-pile wharves, characterized by the following steps: S1. Drive multiple rows of steel pipe piles at a designated location on the sea side of the main pile platform of the land-side high-pile wharf, control the verticality of the pile driving and the construction deviation of the pile top, and ensure that the wall steel plate assembly can adapt to the deviation. S2. Install wall limb steel plate components and tie rods on the continuous steel pipe piles to form a shear wall skeleton; S3. Fill the shear wall frame and the continuous steel pipe piles with concrete to form a steel pipe and steel plate concrete shear wall. S4. Cast a cap beam on top of the shear wall assembly and connect the cap beam to the main pile platform of the landside high-pile wharf through a self-resetting damper. S5. Install a transition plate between the shear wall assembly and the main pile platform of the landside high-pile wharf, and fill the structural joints at both ends of the transition plate with flexible material to form a continuous wharf working surface. S6. Install rubber fenders and mooring bollards on the sea side of the cap beam, and install loading and unloading equipment rails on the top of the sea side tie beam.

[0014] Furthermore, in step S2, when the wall limb steel plate assembly uses double wall limb steel plates and the tie plate connectors use tie plates, the two ends of the double wall limb steel plates are welded to the adjacent continuous steel pipe piles, and the two ends of the tie plates are welded to the double wall limb steel plates on both sides, forming a shear wall skeleton: When the wall limb steel plate assembly adopts wall limb double pile plate and the tie-connector adopts tie-U-shaped steel sheet pile, the wall limb double pile plate and tie-U-shaped steel sheet pile are driven sequentially through the aligned interlocking joints so that the continuous steel pipe pile, wall limb double pile plate and tie-U-shaped steel sheet pile are connected to each other through the interlocking joints to form a shear wall skeleton.

[0015] Furthermore, in step S4, before pouring the cap beam, anchoring steel bars connected to the cap beam are pre-embedded in the continuous steel pipe piles and shear wall frame; when pouring the cap beam, hinge supports are pre-embedded in the corresponding positions; when installing the self-resetting damper, the two ends of the self-resetting damper are respectively hinged to the hinge supports on the cap beam and the hinge supports on the main pile platform of the land-side high-pile wharf; after the cap beam is poured, the sea-side connecting beam, the land-side connecting beam and the panel are poured on the top of the cap beam to form the wharf front operation area.

[0016] The beneficial effects of this invention are as follows: This invention uses a shear wall assembly independently installed on the sea side as the main lateral resistance and energy dissipation component, the main pile platform of the high-pile wharf on the land side as the capacity protection component, and a self-resetting damper as a secondary energy dissipation and resetting component. Working together with the shear wall assembly, they dissipate seismic energy, thereby maintaining a low level of damage during earthquakes.

[0017] The shear wall assembly of this invention adopts a skeleton-filled concrete structure formed by continuous steel pipe piles, wall limb steel plate assemblies and tie rod connectors, forming a three-dimensional constraint effect, which greatly improves the compressive strength and deformation capacity of concrete, giving the shear wall assembly extremely high compression-bending-shear coupling bearing capacity and good ductile energy dissipation performance.

[0018] This invention provides two forms of shear wall frame implementation. The welded type is suitable for areas with good construction conditions, and the steel plate frame can also serve as a formwork, eliminating the need for additional formwork. The interlocking type completely avoids underwater welding operations, resulting in fast construction speed and high safety, making it particularly suitable for complex construction environments in the open sea, with large waves and deep water.

[0019] The self-resetting damper designed in this invention has excellent corrosion resistance and can maintain a long service life in the corrosive environment of the splash zone. The front rail of the gantry crane or container quay crane is arranged on the sea-side connecting beam, and the rear rail is arranged on the land-side pile platform of the high-pile terminal. The self-resetting damper has a superelastic effect and high deformation recovery capacity, which can effectively limit the relative residual displacement of the front and rear rails of the gantry crane or container quay crane after an earthquake, and maintain the terminal's post-earthquake function to the maximum extent. Since the self-resetting damper is arranged under the transition plate, if it needs to be replaced after an earthquake, it can be done simply by lifting the transition plate, thereby shortening the downtime of terminal operations.

[0020] The transition plate of this invention adopts a pure placement installation, with no rigid connection to the structures at both ends. At the same time, structural gaps of sufficient width are reserved at both ends and filled with flexible material, which can completely avoid rigid collision between the shear wall components and the main pile platform of the landside high-pile wharf during an earthquake. This prevents the transition plate from directly transmitting the seismic force of the shear wall components to the main pile platform of the landside high-pile wharf, further reducing the risk of damage to the main pile platform of the landside high-pile wharf and avoiding secondary disasters caused by collision.

[0021] The shear wall assembly of this invention possesses significant in-plane lateral stiffness, capable of fully withstanding operational horizontal loads such as ship berthing impact forces, squeezing forces, and mooring forces. This eliminates the need for additional reinforcement of the existing land-side high-pile wharf main pile foundation, substantially reducing project costs. The sea-side connecting beam serves the dual function of enhancing the out-of-plane stiffness of the shear wall and acting as a track beam for loading and unloading equipment, eliminating the need for a separate track beam and further saving on project costs and construction time.

[0022] The shear wall assembly of this invention is set independently of the main pile platform of the landside high-pile wharf. It is not only suitable for newly built all-straight-pile high-pile wharves in high-intensity earthquake zones, but more importantly, it can be used for the seismic upgrading and renovation of existing old high-pile wharves. The renovation construction does not require the demolition of the original wharf structure, does not affect the normal operation of the wharf, and solves the industry problem of high difficulty, high cost, and operational disruption in the renovation of existing wharves. Attached Figure Description

[0023] The present invention will be further described below with reference to the accompanying drawings: Figure 1 This is a diagram showing the usage state of the present invention.

[0024] Figure 2 This is a schematic diagram of a shear wall and damper vibration reduction structure applicable to high-pile wharves according to the present invention.

[0025] Figure 3 This is a schematic diagram of the shear wall component in this invention.

[0026] Figure 4 This is a cross-sectional view of the shear wall component in Embodiment 1 of the present invention.

[0027] Figure 5 For the present invention Figure 2 Cross-sectional view of AA.

[0028] Figure 6 This is a schematic diagram of the shear wall assembly and the main pile platform of the landside high-pile wharf in this invention.

[0029] Figure 7 This is a cross-sectional view of the shear wall component in Embodiment 2 of the present invention.

[0030] In the diagram: 1-Shear wall assembly; 11-Continuous steel pipe piles; 12-Wall limb steel plate assembly; 121-Wall limb double steel plate; 122-Wall limb double pile plate; 13-Tie connector; 131-Tie diaphragm; 132-Tie U-shaped steel sheet pile; 14-Concrete; 15-Lock joint; 2-Landside high-pile wharf main pile platform; 3-Self-resetting damper; 4-Transition plate; 5-Structural joint; 6-Flexible material; 7-Cap beam; 71-Seaside tie beam; 72-Landside tie beam; 73-Panel; 8-Rubber fender; 9-Mooring bollard; 10-Anchoring reinforcement. Detailed Implementation

[0031] The present application will now be described in further detail with reference to the accompanying drawings. It should be noted that the following specific embodiments are only used to further illustrate the present application and should not be construed as limiting the scope of protection of the present application. Those skilled in the art can make some non-essential improvements and adjustments to the present application based on the above application content.

[0032] Example 1

[0033] like Figures 1 to 6As shown, this embodiment provides a shear wall and damper vibration reduction structure suitable for high-pile wharves, including a shear wall assembly 1 installed on the seaward side of the main pile platform 2 of the land-side high-pile wharf. The shear wall assembly 1 and the main pile platform 2 of the land-side high-pile wharf are connected by multiple self-resetting dampers 3. A transition plate 4 is provided between the shear wall assembly 1 and the main pile platform 2 of the land-side high-pile wharf. One end of the transition plate 4 is supported on the upper part of the shear wall assembly 1, and the other end is supported on the upper part of the main pile platform 2 of the land-side high-pile wharf. Structural joints 5 are provided between the transition plate 4 and the shear wall assembly 1, and between the transition plate 4 and the main pile platform 2 of the land-side high-pile wharf. The structural joints 5 are filled with flexible material 6.

[0034] Flexible material 6 can optionally be made of asphalt-impregnated wood fiberboard.

[0035] In this embodiment, the shear wall assembly 1 consists of multiple rows of steel pipe piles 11 spaced apart along the front line of the wharf, double steel plates 121 on both sides of the rows of steel pipe piles 11, and multiple tie plates 131 between the double steel plates 121 on both sides. The two ends of the double steel plates 121 are welded to the adjacent rows of steel pipe piles 11, and the two ends of the tie plates 131 are welded to the double steel plates 121 on both sides, forming a shear wall skeleton. The interior of the rows of steel pipe piles 11 and the interior of the shear wall skeleton are filled with concrete 14 to form a steel pipe and steel plate concrete shear wall.

[0036] A cap beam 7 is cast on the top of the shear wall assembly 1. The cap beam 7 is fixedly connected to the shear wall assembly 1 through pre-embedded anchor steel bars 10. A seaside connecting beam 71 and a landside connecting beam 72 are set on the top of the cap beam 7. Both the seaside connecting beam 71 and the landside connecting beam 72 are perpendicular to the cap beam 7 and fixedly connected. A container quay crane track is installed on the top of the seaside connecting beam 71. At the same time, the seaside connecting beam 71 plays the role of enhancing the out-of-plane stiffness of the shear wall assembly 1. The landside connecting beam 72 is used to support the seaside end of the transition plate 4. A panel 73 is also cast on the top of the cap beam 7, the seaside connecting beam 71 and the landside connecting beam 72 to form the working area at the front of the wharf. A rubber fender 8 and a mooring bollard 9 are installed on the seaside of the cap beam 7. The rubber fender 8 and the mooring bollard 9 are aligned with the shear wall assembly 1. The rubber fender is used to offset the kinetic energy dissipation of the ship collision.

[0037] The self-resetting damper 3 is a shape memory alloy damper. Its outer sleeve is made of corrosion-resistant steel and coated with a heavy-duty anti-corrosion coating to adapt to the corrosive environment of the splash zone. The two ends of the self-resetting damper 3 are hinged to the cap beam 7 and the main pile platform 2 of the landside high-pile wharf through hinged supports, respectively, and only transmit axial force. The self-resetting damper 3 is set below the transition plate 4. The transition plate 4 is a prefabricated simply supported plate. The weight of each piece is reasonably controlled and it is equipped with embedded lifting rings, which can be moved by lifting equipment to expose the self-resetting damper 3 for inspection or replacement.

[0038] The construction method of the vibration damping structure described in this embodiment is as follows: S1. First, drive multiple rows of steel pipe piles 11 at the designated location on the sea side of the main pile platform 2 of the land-side high-pile wharf. Strictly control the verticality of the pile driving and the construction deviation of the pile top of the rows of steel pipe piles 11 to ensure that the subsequent double steel plates 121 of the wall can be installed smoothly and adapt to the deviation.

[0039] S2. Then, weld the two ends of the double steel plate 121 of the wall limb to the adjacent continuous steel pipe piles 11 respectively, and then weld the two ends of the tie plate 131 to the double steel plate 121 of the wall limb on both sides respectively to form a shear wall skeleton.

[0040] S3. Anchor steel bars 10 connected to the upper cap beam 7 are pre-embedded in the continuous steel pipe piles 11 and the shear wall frame. Then, concrete 14 is filled into the continuous steel pipe piles 11 and the shear wall frame to form a steel pipe and steel plate concrete shear wall.

[0041] S4. Cast the cap beam 7 on top of the shear wall assembly 1. When casting the cap beam 7, pre-embed hinge supports at the corresponding positions. After the cap beam 7 is cast, connect the two ends of the self-resetting damper 3 to the hinge supports on the cap beam 7 and the hinge supports on the main pile platform 2 of the landside high-pile wharf, respectively, to achieve a flexible connection between the shear wall assembly 1 and the main pile platform 2 of the landside high-pile wharf.

[0042] S5. Cast the seaside connecting beam 71, the landside connecting beam 72 and the panel 73 on the top of the cap beam 7 to form the wharf front operation area.

[0043] S6. Place one end of the prefabricated transition plate 4 on the landside connecting beam 72 and the other end on the landside high-pile wharf main pile platform 2, and fill the structural joints 5 at both ends of the transition plate 4 with asphalt wood fiberboard to form a continuous wharf working surface.

[0044] S7. Finally, install the rubber fenders 8 and mooring bollards 9 on the sea side of the cap beam 7, and install the container quay crane rails on the top of the sea-side connecting beam 71 to complete the construction of the entire structure.

[0045] Example 2

[0046] like Figure 7 As shown, this embodiment provides another shear wall and damper vibration reduction structure suitable for high-pile wharves. Its overall structure is basically the same as that of Embodiment 1, except that the frame of the shear wall component 1 is formed in a different way: In this embodiment, the shear wall assembly 1 consists of multiple rows of steel pipe piles 11 spaced apart along the wharf's front edge, wall limb double-pile plates 122 respectively disposed on both sides of the rows of steel pipe piles 11, and multiple tie-pile U-shaped steel sheet piles 132 disposed between the double-pile plates 122 on both sides of the wall limbs. The connection points of the rows of steel pipe piles 11, the wall limb double-pile plates 122, and the tie-pile U-shaped steel sheet piles 132 are all provided with interlocking joints 15. The three are interlocked through the interlocking joints 15 to form a shear wall skeleton. The interior of the rows of steel pipe piles 11 and the interior of the wall frame are filled with concrete 14 to form a steel pipe and steel sheet concrete shear wall.

[0047] The construction method of the damping structure described in this embodiment is basically the same as that in Embodiment 1, except for the formation steps of the shear wall frame: After the continuous steel pipe piles 11 are driven, the wall limb double pile plates 122 are driven sequentially with the interlocking joints 15, so that the wall limb double pile plates 122 and the continuous steel pipe piles 11 are interlocked and connected to each other through the interlocking joints 15; then, the tie U-shaped steel sheet piles 132 are driven sequentially with the tie U-shaped steel sheet piles 132, so that the tie U-shaped steel sheet piles 132 and the wall limb double pile plates 122 on both sides are interlocked and connected to each other through the interlocking joints 15, together forming a shear wall skeleton. The subsequent construction steps are completely consistent with those in Example 1.

[0048] The shear wall frame formation method in this embodiment completely avoids underwater welding operations, resulting in faster construction speed and higher safety. It is particularly suitable for areas with harsh construction conditions such as open seas, large waves, and deep water.

[0049] The above embodiments merely illustrate several implementation methods of the present invention, and their descriptions are relatively specific and detailed, but they should not be construed as limiting the scope of the present invention. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these all fall within the protection scope of the present invention.

Claims

1. A shear wall and damper vibration reduction structure suitable for high-pile wharves, characterized in that: The system includes a shear wall assembly installed on the seaward side of the main pile platform of the land-side high-pile wharf. The shear wall assembly is connected to the main pile platform of the land-side high-pile wharf via at least one self-resetting damper. A transition plate is provided between the shear wall assembly and the main pile platform of the land-side high-pile wharf. The two ends of the transition plate are respectively supported on the upper parts of the shear wall assembly and the main pile platform of the land-side high-pile wharf. Structural joints are provided between the transition plate and the shear wall assembly, and between the transition plate and the main pile platform of the land-side high-pile wharf. The structural joints are filled with flexible material.

2. The shear wall and damper vibration reduction structure suitable for high-pile wharves according to claim 1, characterized in that: The shear wall assembly includes multiple rows of steel pipe piles spaced apart along the front line of the wharf, wall limb steel plate assemblies respectively disposed on both sides of the rows of steel pipe piles, and multiple tie rods disposed between the wall limb steel plate assemblies on both sides. The wall limb steel plate assemblies are connected to the rows of steel pipe piles to form a shear wall skeleton. The two ends of the tie rods are respectively connected to the wall limb steel plate assemblies on both sides. The interior of the rows of steel pipe piles and the interior of the shear wall skeleton are filled with concrete.

3. A shear wall and damper vibration reduction structure suitable for high-pile wharves according to claim 2, characterized in that: The wall limb steel plate assembly adopts double wall limb steel plates, the tie plate adopts tie plate, the two ends of the double wall limb steel plates are respectively welded to the adjacent continuous steel pipe piles, and the two ends of the tie plate are respectively welded to the double wall limb steel plates on both sides.

4. A shear wall and damper vibration reduction structure suitable for high-pile wharves according to claim 2, characterized in that: The wall limb steel plate assembly adopts a wall limb double pile plate, the tie-connector adopts a tie-U-shaped steel sheet pile, and the connection parts of the continuous steel pipe pile, the wall limb double pile plate and the tie-U-shaped steel sheet pile are all provided with locking slots, which are interlocked with each other through the locking slots.

5. A shear wall and damper vibration reduction structure suitable for high-pile wharves according to claim 2, characterized in that: The shear wall assembly is topped with a cap beam, and at both ends of the cap beam are sea-side connecting beams and land-side connecting beams, which are perpendicular to and fixedly connected to the cap beam. The top of the sea-side connecting beam is equipped with a loading and unloading equipment track, and the land-side connecting beam is used to erect the transition plate. The tops of the cap beam, the sea-side connecting beam, and the land-side connecting beam are also cast with panels to form the wharf front operation area.

6. A shear wall and damper vibration reduction structure suitable for high-pile wharves according to claim 5, characterized in that: The sea side of the cap beam is also equipped with rubber fenders and mooring bollards, which are aligned with the shear wall assembly.

7. A shear wall and damper vibration reduction structure suitable for high-pile wharves according to claim 1, characterized in that: The self-resetting damper is located below the transition plate, which can be moved by a lifting device to expose the self-resetting damper for inspection or replacement.

8. A construction method for a shear wall and damper vibration reduction structure suitable for high-pile wharves, characterized in that, Includes the following steps: S1. Drive multiple rows of steel pipe piles at a designated location on the sea side of the main pile platform of the land-side high-pile wharf, control the verticality of the pile driving and the construction deviation of the pile top, and ensure that the wall steel plate assembly can adapt to the deviation. S2. Install wall limb steel plate components and tie rod connectors on the continuous steel pipe piles to form a shear wall skeleton; S3. Fill the shear wall frame and the continuous steel pipe piles with concrete to form a steel pipe and steel plate concrete shear wall. S4. Cast a cap beam on top of the shear wall assembly and connect the cap beam to the main pile platform of the landside high-pile wharf through a self-resetting damper. S5. Install a transition plate between the shear wall assembly and the main pile platform of the landside high-pile wharf, and fill the structural joints at both ends of the transition plate with flexible material to form a continuous wharf working surface. S6. Install rubber fenders and mooring bollards on the sea side of the cap beam, and install loading and unloading equipment rails on the top of the sea side connecting beam.

9. A construction method for a shear wall and damper vibration reduction structure suitable for high-pile wharves according to claim 8, characterized in that: In step S2, when the wall limb steel plate assembly uses double wall limb steel plates and the tie plate connector uses tie plate, the two ends of the double wall limb steel plates are welded to adjacent continuous steel pipe piles, and the two ends of the tie plate are welded to the double wall limb steel plates on both sides to form a shear wall frame. When the wall limb steel plate assembly adopts a wall limb double pile plate and the tie-connector adopts a tie-U-shaped steel sheet pile, the wall limb double pile plate and tie-U-shaped steel sheet pile are driven sequentially through the aligned locking joints so that the continuous steel pipe piles, the wall limb double pile plate and the tie-U-shaped steel sheet pile are connected to each other through the locking joints to form a shear wall skeleton.

10. The construction method for a shear wall and damper vibration reduction structure suitable for high-pile wharves according to claim 1, characterized in that: In step S4, before pouring the cap beam, anchoring steel bars connected to the cap beam are pre-embedded in the continuous steel pipe piles and the shear wall frame; when pouring the cap beam, hinge supports are pre-embedded in the corresponding positions; when installing the self-resetting damper, the two ends of the self-resetting damper are respectively hinged to the hinge supports on the cap beam and the hinge supports on the main pile platform of the landside high-pile wharf; after the cap beam is poured, the seaside connecting beam, the landside connecting beam and the panel are poured on the top of the cap beam to form the wharf front working area.

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