Sliding type steel plate damper with large displacement, large energy-dissipating capacity and large tonnage

Abstract

The invention discloses a large-displacement large-energy-dissipation-capacity large-tonnage sliding type steel plate damper, and relates to the technical application field of civil engineering and earthquake engineering. The device comprises a top plate, a bottom plate, two groups of upper energy dissipation steel plates, two groups of lower energy dissipation steel plates and pin shafts, two groups of upper energy dissipation steel plates are arranged at the bottom of the top plate at intervals; the two lower energy dissipation steel plates are attached to the top of the bottom plate. The pin shaft penetrates through the upper energy dissipation steel plate sliding groove and the lower energy dissipation steel plate sliding groove and is connected with the upper energy dissipation steel plate sliding groove and the lower energy dissipation steel plate sliding groove in a sliding mode, and force application and transmission rings are arranged at the two ends of the pin shaft. The force application and transmission ring is attached to the upper energy dissipation steel plate. The sliding steel plate damper is designed according to the characteristic that the bending moment of the inflection point of the frame structure is zero, the inflection point is designed to be in sliding connection with the energy dissipation steel plate, and the large displacement capacity is achieved on the basis of smooth connection and force transmission driving of the upper steel plate and the lower steel plate.

Description

Technical Field

[0001] The present invention relates to the application fields of civil engineering and earthquake engineering technology, and more specifically to a sliding steel plate damper with large displacement, large energy consumption capacity and large tonnage. Background Art

[0002] To avoid structural damage during earthquakes, installing dampers to dissipate energy is a commonly used energy-dissipating and shock-absorbing design method. Generally speaking, dampers include mass-type dampers such as TMD or TLD, velocity-type dampers such as liquid viscous dampers, and displacement-type dampers such as various steel dampers. Among them, liquid viscous dampers and various steel dampers are more widely used in aqueducts and bridges.

[0003] In bridge structures where the longitudinal direction is the weak link in earthquake resistance, steel dampers with large displacement, large energy absorption capacity and large tonnage are often required; for example, the ship lift is a tall structure with large displacement; the adjacent aqueduct is a high pier and a long-period structure; the span period difference between the ship lift and the adjacent navigable aqueduct is huge, which makes the relative displacement between the ship lift and the adjacent aqueduct huge; for example, in rigid frame bridges (aqueducts), due to cantilever construction, the reaction force of the side span support is small, so the side piers use friction pendulum supports or lead rubber supports, and their energy absorption capacity is not large; for medium and large span bridge floating system cable-stayed bridges (aqueducts), the longitudinal displacement of the beam end is large under earthquakes; these structures all have the need for dampers with large displacement, large energy absorption capacity and large tonnage.

[0004] Liquid viscous dampers have the disadvantages of high cost, complex manufacturing processes, and a high risk of oil leakage during long-term use. Steel dampers offer advantages such as cost-effectiveness, ease of manufacture, and excellent durability. However, displacement steel dampers currently lack those with large displacement, high energy dissipation capacity, and large tonnage.

[0005] Therefore, it is necessary to develop a sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage. Summary of the Invention

[0006] The purpose of the present invention is to overcome the shortcomings of the above-mentioned background technology and to provide a sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage.

[0007] To achieve the above-mentioned first objective, the technical solution of the present invention is: a sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage, characterized by comprising a top plate, a bottom plate, two sets of upper energy dissipation steel plates, two sets of lower energy dissipation steel plates, and a pin; the two sets of upper energy dissipation steel plates are spaced apart at the bottom of the top plate, and an upper energy dissipation steel plate sliding groove is opened in the middle of the lower end of the upper energy dissipation steel plate; The two groups of lower energy-consuming steel plates are fitted on the top of the bottom plate, the upper ends of the two groups of lower energy-consuming steel plates are located between the lower ends of the two groups of upper energy-consuming steel plates, and a lower energy-consuming steel plate sliding groove is opened in the middle of the upper ends of the two groups of lower energy-consuming steel plates; The pin passes through the upper energy-consuming steel plate slide groove and the lower energy-consuming steel plate slide groove, and is slidably connected with the upper energy-consuming steel plate slide groove and the lower energy-consuming steel plate slide groove, and force transmission rings are provided at both ends of the pin; The force-exerting and transmitting ring is in contact with the upper energy-consuming steel plate.

[0008] In the above technical solution, a thread is provided in the force transmission ring, and the force transmission ring is threadedly connected to the pin shaft.

[0009] In the above technical solution, nut groups are provided at both ends of the pin shaft, and the force transmission ring is located between the nut group and the upper energy-absorbing steel plate.

[0010] In the above technical solution, two arc surface contact blocks are provided at the lower ends of the opposite sides of the two groups of upper energy-consuming steel plates, the upper energy-consuming steel plate slide groove is located between the two arc surface contact blocks, and the upper energy-consuming steel plate contacts the lower energy-consuming steel plate through the arc surface contact blocks.

[0011] In the above technical solution, two top plate grooves are spaced apart in the middle of the top plate, and a bottom plate groove is opened in the middle of the bottom plate. The upper end of the upper energy-consuming steel plate extends into the top plate groove and is welded to the top plate, and the lower end of the lower energy-consuming steel plate extends into the bottom plate groove and is welded to the bottom plate.

[0012] In the above technical solution, mounting bolts are provided around the top plate and the bottom plate.

[0013] In the above technical solution, the top of the top plate is connected to the slider; the slider is located in the longitudinal slide rail groove in the transverse block, there is a gap between the slider and the transverse block, the top of the transverse block is connected to the bottom of the main beam, and the bottom of the bottom plate is connected to the pier top or the ship lift lap platform.

[0014] In the above technical solution, the anchoring force of the transverse block is designed to be 2.0 times the ultimate shear force of the sliding steel plate damper.

[0015] In the above technical solution, the upper part of the upper energy-consuming steel plate is a trapezoid with the short side facing downward, and the lower part is a rectangle, and the upper energy-consuming steel plate slide groove is located in the middle of the rectangle; the lower part of the lower energy-consuming steel plate is a trapezoid with the short side facing upward, and the upper part is a rectangle, and the lower energy-consuming steel plate slide groove is located in the middle of the rectangle, and the upper energy-consuming steel plate has the same structure as the lower energy-consuming steel plate.

[0016] Compared with the prior art, the present invention has the following advantages: 1) The present invention utilizes the characteristic of zero bending moment at the inflection point of the frame structure to design a sliding steel plate damper. The inflection point is designed as a sliding connection of energy-dissipating steel plates. On the basis of smooth connection and force transmission between the upper and lower steel plates, a large displacement capacity is achieved. 2) The present invention can achieve effective transmission of horizontal shear force through the installation of bolts, pins, force transmission rings, arc surface contact block force transmission design, and the sliding design of upper and lower energy-absorbing steel plate slides; 3) The upper and lower energy-absorbing steel plates of the present invention are symmetrically placed in a vertical direction, so that the upper and lower energy-absorbing steel plates have the same bending resistance, consistent and coordinated deformation, and the deformation process is highly controllable; 4) The four upper and lower energy-absorbing steel plates of the present invention can all undergo synchronous elastic-plastic deformation, which can provide a large yield force. In addition, the upper and lower energy-absorbing steel plates can undergo relative slippage, providing a large displacement capacity, thus meeting the requirements of large energy absorption capacity and large displacement in earthquakes. 5) The steel damper of the present invention can be provided in multiple sets, conveniently providing a large yield force, meeting the requirements of large yield force and large energy dissipation capacity of the structure; in the case of multiple sets, the yield force is the number of sets multiplied by the yield force of a single set; 6) The present invention can provide a certain limit capability through the pin when the device reaches the maximum deformation to avoid it from falling out; 7) The connection area of ​​the present invention is slidable and does not bear vertical force, and is a pure shear structure.

[0017] 8) The energy-consuming components of the present invention are mainly made of steel structure, which is low in price, simple in structure, and easy to produce, install, detect and replace. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 It is a perspective view of the present invention.

[0019] Figure 2 It is an assembly diagram of the present invention.

[0020] Figure 3 Schematic diagram of the top plate structure.

[0021] Figure 4 Schematic diagram of the structure of the upper energy-dissipating steel plate.

[0022] Figure 5 Schematic diagram of the structure of the lower energy-dissipating steel plate.

[0023] Figure 6 Schematic diagram of the base plate structure.

[0024] Figure 7 This is a schematic diagram of the installation structure with gaps and transverse stops of the present invention.

[0025] Figure 8 for Figure 7 Schematic diagram of the structure in the middle section.

[0026] Figure 9 This is a dimensional diagram of the sliding steel plate damper in Example 1, where the dimensions are in millimeters.

[0027] Figure 10 This is a dimensional diagram of the lower energy-consuming steel plate in Example 1, where the dimensions are in millimeters.

[0028] Figure 11 This is a schematic structural diagram of the push-pull reciprocating loading device in Example 1.

[0029] Figure 12 This is the shear deformation diagram of the sliding steel plate damper in Example 1.

[0030] Figure 13 This is the hysteresis curve diagram of the experiment in Example 1.

[0031] Figure 14 This is a comparison diagram of the finite element and hysteresis curves in Example 1.

[0032] Figure 15 This is the collision drive analysis model diagram in Example 2.

[0033] Figure 16 This is the equivalent bilinear model diagram in Example 2.

[0034] Figure 17 This is the sin wave excitation time history diagram in Example 2.

[0035] Among them, 110-top plate, 111-top plate groove, 120-bottom plate, 121-bottom plate groove, 130-mounting bolts, 210-upper energy dissipation steel plate, 211-upper energy dissipation steel plate slide, 212-arc surface contact block, 220-lower energy dissipation steel plate, 221-lower energy dissipation steel plate slide, 300-pin shaft, 310-nut group, 400-force transmission ring, 510-slider, 520-transverse stopper, 521-longitudinal slide rail slide, 610-main beam bottom, 620-pier top or ship lift overlap platform, 710-horizontal spring, 720-mass block, A-energy dissipation area, B-force transmission area, C-welding connection area. DETAILED DESCRIPTION

[0036] The following detailed description of the embodiments of the present invention is given in conjunction with the accompanying drawings, which do not limit the present invention but are merely examples. The advantages of the present invention will become clearer and easier to understand through the description.

[0037] Referring to the accompanying drawings, a sliding steel plate damper with large displacement, large energy dissipation capacity, and large tonnage is shown, characterized in that it includes a top plate 110, a bottom plate 120, two sets of upper energy dissipation steel plates 210, two sets of lower energy dissipation steel plates 220, and a pin 300; the two sets of upper energy dissipation steel plates 210 are spaced apart at the bottom of the top plate 110, and an upper energy dissipation steel plate sliding groove 211 is formed in the middle of the lower end of the upper energy dissipation steel plates 210; The two groups of upper energy-consuming steel plates 210 and the two groups of lower energy-consuming steel plates 220 are symmetrically placed up and down. The two groups of lower energy-consuming steel plates 220 are fitted on top of the bottom plate 120. The upper ends of the two groups of lower energy-consuming steel plates 220 are located between the lower ends of the two groups of upper energy-consuming steel plates 210. A lower energy-consuming steel plate chute 221 is opened in the middle of the upper ends of the two groups of lower energy-consuming steel plates 220. This ensures that the upper energy-consuming steel plates 210 and the lower energy-consuming steel plates 220 have the same bending stiffness, and the deformation and plastic energy dissipation capacity of the upper energy-consuming steel plates 210 and the lower energy-consuming steel plates 220 are consistent, and the shape controllability is strong. The sliding steel plate damper of the present invention can be provided in multiple sets, conveniently providing large yield force to meet the structural requirements of large yield force and large energy consumption capacity; in the case of multiple sets, the yield force is the number of sets multiplied by the yield force of a single set.

[0038] The pin shaft 300 passes through the upper energy-consuming steel plate chute 211 and the lower energy-consuming steel plate chute 221 and is slidably connected with the upper energy-consuming steel plate chute 211 and the lower energy-consuming steel plate chute 221. A force transmission ring 400 is provided at both ends of the pin shaft 300; the pin shaft 300 can slide up and down in the upper energy-consuming steel plate chute 211 and the lower energy-consuming steel plate chute 221; The force transmission ring 400 is in contact with the upper energy dissipation steel plate 210 .

[0039] The force transmission ring 400 is provided with threads, and the force transmission ring 400 is threadedly connected to the pin shaft 300.

[0040] Nut sets 310 are provided at both ends of the pin shaft 300 , and the force transmission ring 400 is located between the nut sets 310 and the upper energy dissipation steel plate 210 .

[0041] Two arc surface contact blocks 212 are provided at the lower ends of the opposite sides of the two groups of upper energy-absorbing steel plates 210. The upper energy-absorbing steel plate slide groove 211 is located between the two arc surface contact blocks 212. The upper energy-absorbing steel plate 210 contacts the lower energy-absorbing steel plate 220 through the arc surface contact blocks 212. The arc surface contact blocks 212 in the force transmission area B of the upper energy-absorbing steel plate 210 are used to transmit shear force from the upper energy-absorbing steel plate 210 to the lower energy-absorbing steel plate 220 in the form of point contact, thereby ensuring stable force transmission during the deformation process of the upper and lower groups of energy-absorbing steel plates.

[0042] Two top plate grooves 111 are spaced apart in the middle of the top plate 110, and a bottom plate groove 121 is opened in the middle of the bottom plate 120. The upper end of the upper energy-consuming steel plate 210 extends into the top plate groove 111 and is welded to the top plate 110, and the lower end of the lower energy-consuming steel plate 220 extends into the bottom plate groove 121 and is welded to the bottom plate 120.

[0043] Mounting bolts 130 are provided around the top plate 110 and the bottom plate 120 .

[0044] like Figure 7As shown, when the sliding steel plate damper is used in the longitudinal direction of aqueducts and bridges, it is necessary to adapt to temperature requirements. The top of the top plate 110 is connected to the slider 510; the slider 510 is located in the longitudinal slide rail groove 521 in the transverse block 520, and there is a gap between the slider 510 and the transverse block 520 to adapt to temperature requirements; the top of the transverse block 520 is connected to the bottom of the main beam 610, and the bottom of the bottom plate 120 is connected to the pier top or the ship lift lap platform 620.

[0045] During an earthquake, the transverse block 520 drives the top plate 110 in an impact manner, thereby consuming energy. The anchoring force of the transverse block 520 is designed to be 2.0 times the ultimate shear force of the sliding steel plate damper.

[0046] The upper part of the upper energy-consuming steel plate 210 is a trapezoid with the short side facing downward, and the lower part is a rectangle. The upper energy-consuming steel plate slide 211 is located in the middle of the rectangle; the lower part of the lower energy-consuming steel plate 220 is a trapezoid with the short side facing upward, and the upper part is a rectangle. The lower energy-consuming steel plate slide 221 is located in the middle of the rectangle. The upper energy-consuming steel plate 210 and the lower energy-consuming steel plate 220 have the same structure.

[0047] In actual use, for the upper energy-consuming steel plate 210 and the lower energy-consuming steel plate 220, the trapezoidal area is the energy-consuming area A, and the rectangular area is the force-transmitting area B; the welding point where the upper energy-consuming steel plate 210 extends into the top plate groove 111 and is welded to the top plate 110, and the welding point where the lower energy-consuming steel plate 220 extends into the bottom plate groove 121 and is welded to the bottom plate 120 is the welding connection area C.

[0048] The structure of the force transmission area of ​​the lower energy dissipation steel plate 220 is the same as that of the upper energy dissipation steel plate 210 except that the arc surface contact block 212 is not provided.

[0049] The upper energy dissipation steel plate 210 and the lower energy dissipation steel plate 220 overlap only at the position of the force transmission area B. The 1 / 2 height of the upper energy dissipation steel plate 210 and the lower energy dissipation steel plate 220 is the inflection point, and the bending moment is zero. Therefore, the bending moment of the force transmission area B is small. When the two groups of upper energy dissipation steel plates 210 and the lower energy dissipation steel plates 220 are shear deformed, the force transmission area B remains elastic and basically does not undergo bending deformation; the inflection point is the point where the bending moment is zero, and the theoretical inflection point is at the midpoint of the height (i.e., 1 / 2 height). Similarly, in a single-layer frame with columns of uniform cross-section and high rigidity of the top beam, the horizontal force acts on the top beam, and the inflection point of the column is at 1 / 2 of the column height.

[0050] The pin shaft 300 is made of high-strength steel, can withstand large axial force and shear force, and both ends of the pin shaft 300 are threaded.

[0051] The force transmission ring 400 is a hollow cylindrical structure, and its outer diameter should be larger than the size of the upper energy-consuming steel plate slide groove 211 and the lower energy-consuming steel plate slide groove 221 to provide effective force transmission for the structure; a thread can be set on its inner side to directly serve as a nut; if there is no thread on the inner side of the force transmission ring 400, the force transmission ring 400 passes through the pin shaft 300, and its inner side is fitted and set on the outer side of the upper energy-consuming steel plate 210, and a nut group 310 is set on its outer side; if a thread is set on the inner side of the force transmission ring 400, it can be directly set as a nut on the outer side of the upper energy-consuming steel plate 210, and whether to additionally set a nut group 310 on the outer side of the force transmission ring 400 can be considered as needed.

[0052] The two groups of upper energy-absorbing steel plates 210 and lower energy-absorbing steel plates 220 are placed symmetrically up and down. When the top plate 110 and the bottom plate 120 undergo a large longitudinal relative displacement, the upper energy-absorbing steel plates 210 and the lower energy-absorbing steel plates 220 can undergo shear deformation under the shear force transmission constrained by the pin 300, the force transmission ring 400 and the nut group 310; as the shear deformation increases, the upper energy-absorbing steel plates 210 and the lower energy-absorbing steel plates 220 can undergo relative sliding to provide the ability to undergo large displacement.

[0053] Example 1, pseudo-static test Q345 ordinary steel Figure 9 Design the sliding steel plate damper with the dimensions shown; Figure 11 The push-pull reciprocating loading device test shown is a conventional experimental equipment in this field, and the push-pull reciprocating loading device includes an actuator, an upper frame and a lower frame; a force sensor and a displacement sensor are assembled on the actuator, and are connected to the upper frame for coordinated movement; the lower frame is fixed; and a sliding steel plate damper is connected between the upper frame and the lower frame.

[0054] The model loading system is: 1, 20mm; 2, 40mm, 80mm, 120mm, 3 cycles each, 160mm, 200mm, 3 cycles each; when the third cycle of loading to 200mm is about to end, cracks appear at the weld between the upper energy dissipation steel plate 210 and the top plate 110.

[0055] Through Figure 13 The experimental hysteresis curve of the sliding steel plate damper in the experiment shows that under the loading system of this model, the experimental hysteresis curve of the sliding steel plate damper is relatively full and has strong displacement capacity. The deformation of the experimental hysteresis curve in the experiment is as follows: Figure 12 shown.

[0056] Comparison of finite element and experimental data of sliding steel plate damper Figure 14 As shown, it can be seen that the experiment and the finite element analysis are generally consistent with each other, indicating that the finite element can accurately reflect the test, and the sliding steel plate damper has large displacement and strong energy dissipation capacity.

[0057] Example 2: Collision loading of longitudinal slide rail with gap driven by transverse block Under earthquake, the longitudinal slide rail chute 521 with gap drives the sliding steel plate damper to move by collision under the drive of the transverse block 520, and the collision force and the shear force borne by the transverse block are the action and reaction force relationship; Figure 15 The relationship between the collision force and the constitutive model parameters of the sliding steel plate damper was tested by finite element analysis.

[0058] Figure 15 The model is a mass block 720 supported by a horizontal spring 710. The mass block 720 is fixed to the transverse block 520 and the longitudinal slide rail groove 521. A slider 510 is set in the longitudinal slide rail groove 521. The top plate 110 of the sliding steel plate damper is fixed to the slider 510. A gap is set between the slider 510 and the transverse blocks 520 on both sides to meet the displacement required for daily temperature.

[0059] The specific parameters of the model are as follows: the mass block 720, the transverse block 520, and the longitudinal slide rail groove 521 are rigid bodies with a mass of 200 kg, and the stiffness of the horizontal springs 710 on both sides is 100 kN / m. The vibration model period is 6.272 s, the frequency is 0.159 Hz, and the system damping ratio is 5%. The constitutive relationship of the sliding steel plate damper in the model adopts a bilinear model with an initial stiffness of 4350 kN / m, a yield force of 87 kN, a post-bend stiffness of 72.2 kN / m, and a post-bend stiffness ratio of 0.0166. This bilinear model is composed of Figure 13 The experimental hysteresis curve of is obtained based on the energy equivalent parallelogram method, as shown in Figure 16 As shown; the acceleration excitation time history is a sin wave with a peak value of 0.6g, a period of 4.712s, and a frequency of 0.212Hz, which is 1.33 times the natural frequency of the vibration system. The sin wave time history is as follows Figure 17 shown.

[0060] In the analysis, two sets of initial gap parameters were set: 10 mm and 20 mm. The initial gap setting was simulated using GAP elements, with two sets of initial gaps set: one set to 10 mm and the other set to 20 mm. Generally, in collision analysis, the greater the collision stiffness, the greater the collision force generated. The initial elastic shear stiffness of the sliding steel plate damper is 4350 kN / m. Based on the initial elastic shear stiffness of the sliding steel plate damper, the collision stiffness was amplified by 10 times and 100 times, that is, the collision stiffness was 4350 kN / m, 43500 kN / m, and 435000 kN / m, respectively. The collision force was analyzed, and the results are shown in the table below. From the data in the table, it can be seen that the collision force changes very little with the initial gap and collision stiffness, and is always slightly greater than the shear force of the sliding steel plate damper. The reason is that the yield force of the sliding steel plate damper is 87 kN, the post-yield stiffness is 72.2 kN / m, and the post-yield stiffness ratio is 0.0166. When the sliding steel plate damper collides with the transverse block 520, and the collision force is greater than the yield force, the sliding steel plate damper yields, and a large collision force cannot occur, which is basically equal to the post-yield shear force of the sliding steel plate damper. It can be seen that the collision force controls the shear force of the sliding steel plate damper, and taking 2.0 times the ultimate shear force of the sliding steel plate damper to design the anchoring force of the transverse block 520 can ensure sufficient anchoring safety.

[0061] Other parts not described belong to the prior art.

Claims

1. A sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage, characterized by: The device comprises a top plate (110), a bottom plate (120), two groups of upper energy-consuming steel plates (210), two groups of lower energy-consuming steel plates (220), and a pin (300); the two groups of upper energy-consuming steel plates (210) are arranged at intervals on the bottom of the top plate (110), and an upper energy-consuming steel plate sliding groove (211) is provided in the middle of the lower end of the upper energy-consuming steel plate (210); The two groups of lower energy-consuming steel plates (220) are arranged on the top of the bottom plate (120), the upper ends of the two groups of lower energy-consuming steel plates (220) are located between the lower ends of the two groups of upper energy-consuming steel plates (210), and a lower energy-consuming steel plate sliding groove (221) is opened in the middle of the upper ends of the two groups of lower energy-consuming steel plates (220); The pin shaft (300) passes through the upper energy-consuming steel plate chute (211) and the lower energy-consuming steel plate chute (221), and is slidably connected with the upper energy-consuming steel plate chute (211) and the lower energy-consuming steel plate chute (221). Both ends of the pin shaft (300) are provided with force transmission rings (400); The force transmission ring (400) is fitted with the upper energy-consuming steel plate (210).

2. The sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage according to claim 1 is characterized in that: The force transmission ring (400) is provided with a thread, and the force transmission ring (400) is threadedly connected to the pin shaft (300).

3. The sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage according to claim 1 is characterized in that: Nut groups (310) are provided at both ends of the pin shaft (300), and the force transmission ring (400) is located between the nut group (310) and the upper energy-consuming steel plate (210).

4. The sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage according to claim 1 is characterized in that: Two arc surface contact blocks (212) are provided at the lower ends of the two groups of upper energy-consuming steel plates (210) on opposite sides, the upper energy-consuming steel plate chute (211) is located between the two arc surface contact blocks (212), and the upper energy-consuming steel plates (210) are in contact with the lower energy-consuming steel plates (220) via the arc surface contact blocks (212).

5. The sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage according to claim 1 is characterized in that: Two top plate grooves (111) are spaced apart in the middle of the top plate (110), a bottom plate groove (121) is opened in the middle of the bottom plate (120), the upper end of the upper energy-consuming steel plate (210) extends into the top plate groove (111) and is welded to the top plate (110), and the lower end of the lower energy-consuming steel plate (220) extends into the bottom plate groove (121) and is welded to the bottom plate (120).

6. The sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage according to claim 5, characterized in that: Mounting bolts (130) are provided around the top plate (110) and the bottom plate (120).

7. The sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage according to claim 5, characterized in that: The top of the top plate (110) is connected to the slider (510); the slider (510) is located in the longitudinal slide rail groove (521) in the transverse block (520), and there is a gap between the slider (510) and the transverse block (520); the top of the transverse block (520) is connected to the bottom of the main beam (610), and the bottom of the bottom plate (120) is connected to the pier top or the ship lift lap platform (620).

8. The sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage according to claim 7, characterized in that: The anchoring force of the transverse stopper (520) is designed to be 2.0 times the ultimate shear force of the sliding steel plate damper.

9. The sliding steel plate damper with large displacement, large energy dissipation capacity and large tonnage according to claim 1, characterized in that: The upper portion of the upper energy-consuming steel plate (210) is a trapezoid with its short side facing downwards, and the lower portion is a rectangle, and the upper energy-consuming steel plate chute (211) is located in the middle of the rectangle; the lower portion of the lower energy-consuming steel plate (220) is a trapezoid with its short side facing upwards, and the upper portion is a rectangle, and the lower energy-consuming steel plate chute (221) is located in the middle of the rectangle. The upper energy-consuming steel plate (210) and the lower energy-consuming steel plate (220) have the same structure.

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