Step energy consumption damper

Abstract

The invention relates to a cascade energy dissipation damper which comprises a yield energy dissipation assembly, a bearing assembly and a cascade assembly. The yield energy dissipation assembly comprises an outer yield ring and an inner yield ring. The bearing assembly is used for being connected with an outer building structure. The step assembly is used for achieving step yield. The outer yield ring and the inner yield ring are both runway-shaped annular pieces composed of two straight sections and two arc-shaped sections, the lower portions of the two yield rings coincide, the size of the outer yield ring is larger than that of the inner yield ring, the inner yield ring is sleeved with the outer yield ring, and energy dissipation grooves are formed in the arc-shaped sections of the outer yield ring and the inner yield ring. The method has the advantages that through the step assembly, the yield energy dissipation assembly yields according to the steps, and the damping effect and the safety reserve of the structure are remarkably improved; and due to the design of the energy consumption grooves, the yield area is controllable, the low-cycle fatigue life is prolonged, and the product reliability is improved.

Description

Technical Field

[0001] This invention belongs to the field of energy dissipation and vibration reduction in building structures, and relates to a stepped energy dissipation damper. Background Technology

[0002] In the field of building engineering, to reduce the damage to structures caused by earthquakes and wind loads, various energy-dissipating and vibration-damping devices are typically installed in the main structure. Common types include viscous dampers, friction dampers, viscoelastic dampers, and metallic yield dampers. Viscous dampers rely on the damping effect of viscous fluids, offering high damping efficiency and low static stiffness. However, when large damping forces are required, multiple units often need to be connected in parallel, resulting in complex construction and high cost. Metallic yield dampers, on the other hand, rely on the plastic hysteretic deformation of components under seismic loading to dissipate energy. They are simple in structure, inexpensive, and easy to maintain, making them the most widely used displacement-dependent dampers. Typical forms include U-shaped steel plates, S-shaped steel plates, TADAS (triangular steel plates), and honeycomb shear dampers.

[0003] However, most existing metal dampers yield and dissipate energy during moderate earthquakes. This limits the increase in yield strength during major earthquakes, meaning the dampers cannot play a significant energy-dissipating role during such events. Some metal dampers only yield and dissipate energy during major earthquakes, while during moderate earthquakes they generally remain in an elastic state and do not dissipate energy. Therefore, these dampers cannot dissipate seismic energy during moderate earthquakes. Furthermore, many metal dampers remain in an elastic state during minor earthquakes and cannot dissipate energy. For example, the yield section of a U-shaped steel plate damper is mainly concentrated in the bending zone; the bending radius, plate thickness, and straight section length directly affect the initial stiffness and yield strength. The force-displacement relationship of these dampers is mostly bilinear, and the stiffness drops rapidly after yielding, reaching only about 1% of the initial stiffness. This results in the dampers being elastic under minor earthquakes, having limited energy dissipation under moderate earthquakes, and insufficient stiffness under major earthquakes. Although TADAS dampers can yield uniformly across the entire height of the plate and have a full hysteresis curve, they are complex to manufacture and install, and have poor vertical displacement coordination. While shear dampers such as honeycomb shear and corrugated steel plate dampers have high energy dissipation efficiency, they suffer from problems such as brittle fracture under major earthquakes and difficulty in adjusting the yield displacement. It is evident that traditional metal yield dampers generally face common defects such as a single yield point, difficulty in adjusting yield parameters, and insufficient structural adaptability.

[0004] To overcome the drawbacks of "single yielding," multi-stage (graded) yielding energy dissipation devices have gradually emerged in recent years, aiming to achieve the graded goal of "yielding first in small earthquakes and dissipating energy in small components, then yielding again in large earthquakes and dissipating energy in large components in a coordinated manner." However, existing devices still face technical bottlenecks in practical implementation. For example, CN111364635A, "A Multi-Yield Point Metal Shear Damper for Multiple Disasters and Multiple Performance Targets," controls the yielding sequence through the nesting of inner and outer ring shear components and inter-ring blocks. However, the yield force mainly depends on the plate thickness and material strength, with limited room for adjustment of geometric parameters, and the structure is bulky and complex to manufacture. CN107366367A, "A Segmented Metal Yielding Energy Dissipation Seismic Isolation Device and Installation Method," arranges multiple sets of U-shaped steel dampers around natural rubber bearings and uses a push-pull mechanism for segmented yielding. However, it relies on a large number of rubber bearings and multiple U-shaped components, resulting in heavy weight, high cost, and cumbersome post-earthquake replacement. CN214117078U, "A Multi-Stage Yielding Laminated Metal Damper," uses multiple laminated U-shaped steel plates and controls the yielding sequence by utilizing the difference in strength between inner and outer layers. However, the yield displacement is almost entirely determined by the difference in plate thickness, resulting in overall stiffness. The large degree of stiffness and the high difficulty of precise adjustment; Publication No. CN112761272A "A third-order metal yielding damper" relies on an arc plate to increase stiffness after yielding, but the parallel connection of multiple components brings problems such as complex structure and limited adjustment range; Publication No. CN110206184A "A composite graded yielding damper" relies on the sliding energy dissipation of friction plates, its friction coefficient is greatly affected by the environment, and the sliding gap and friction coefficient are difficult to control precisely, raising doubts about long-term reliability; Publication No. CN111945920A "A graded yielding damper" uses a combination of cantilever plates with different cross sections to achieve graded yielding, but the installation form is simple and the yield displacement is difficult to adjust; Publication No. CN118364655A "A method for constructing a restoring force model of a multi-level damping graded yielding damper" remains at the theoretical restoring force model and lacks an engineering structural scheme with adjustable geometric parameters.

[0005] While these solutions explore the concept of multi-stage yielding, they still suffer from problems such as slow initiation under minor earthquakes, insufficient stiffness under major earthquakes, difficulty in balancing efficient energy dissipation and structural safety under different earthquake magnitudes, reliance on block gaps, strong and weak steel plates, or friction layers to control the yielding sequence, poor independent adjustability of yield force and yield displacement, and the fact that the structures are often multi-layered, heavy, and have complicated manufacturing processes, making post-earthquake maintenance and component replacement difficult. Summary of the Invention

[0006] The present invention aims to solve the problem that existing dampers have high stiffness before yielding and significantly reduced stiffness after yielding, making it difficult to balance efficient energy dissipation and structural safety under different earthquake magnitudes.

[0007] The present invention solves the above-mentioned technical problems through the following technical means: A stepped energy dissipation damper includes a yield energy dissipation component, a load-bearing component, and a stepped component. The yield energy dissipation component includes an outer yield ring and an inner yield ring. The load-bearing component fixes the yield energy dissipation component to an external building structure. The stepped component is located inside the yield energy dissipation component. Both the outer yield ring and the inner yield ring are "racetrack-shaped" annular components composed of two straight sections and two arc-shaped sections. The lower parts of the two yield rings overlap. The outer yield ring is larger than the inner yield ring and is fitted over the inner yield ring. Both the outer and inner yield rings have energy-dissipating grooves on their arc-shaped sections.

[0008] The yield energy dissipation component of this invention adopts a nested design, combined with tiered components, enabling it to yield and dissipate energy as needed when encountering external loads. If the external load is small, only the outer yield ring participates in yield energy dissipation, achieving the first stage of energy dissipation; if the external load is large, the inner yield ring participates in energy dissipation, entering the second stage of energy dissipation. In the second stage of energy dissipation, although the outer yield ring has yielded, it can still utilize residual stress to participate in energy dissipation. The outer and inner yield rings work together to dissipate energy synergistically, reducing the damage of external loads to the building. The tiered design allows the building to cope with both large and small seismic loads. The energy dissipation channel overcomes the problem of difficult-to-control yield zone and easy failure due to local fracture, further improving the low-cycle fatigue life of the device.

[0009] Preferably, the arc segment of the outer yield ring is a circular arc, and the arc segment of the inner yield ring is a circular arc or an elliptical arc segment, wherein the radius of the circular arc segment of the inner yield ring is smaller than the radius of the circular arc segment of the outer yield ring.

[0010] Preferably, the energy-consuming groove is formed along the thickness direction in the arc-shaped section, and its shape can be rectangular, elliptical, spindle-shaped, square with arc edges, or teardrop-shaped.

[0011] Preferably, the outer yield ring and the inner yield ring are both integrally formed components; the lower straight section of the inner yield ring adopts a non-completely closed design.

[0012] The integrated molding of the components ensures a smooth transition between the curved and straight sections, avoiding stress concentration caused by welding and guaranteeing the performance of the yield-consuming component. The straight section below the inner yield ring adopts a non-fully closed design, which effectively improves the response sensitivity of the inner yield ring; it can effectively delay the yield initiation point, achieving a "tiered response" to enhance the hierarchical nature of overall energy absorption; the incompletely connected region serves as a stress concentration induction point for the inner ring, helping to form a controlled local weakening area, guiding the yield position, and improving control accuracy and energy consumption reliability; in addition, the incompletely connected region also works in conjunction with the energy dissipation groove to achieve local softening of the inner ring, which is beneficial to improving the hysteresis performance of the component.

[0013] Preferably, the stiffness and yield load of the inner yield ring are both higher than those of the outer yield ring.

[0014] Preferably, the outer yield ring and the inner yield ring are connected by bolts or pins.

[0015] Compared to traditional dampers, the stepped yield energy dissipation damper allows for rapid replacement of core components of damaged dampers after an earthquake, without damaging the building structure, which greatly reduces the cost of replacement and maintenance and increases the speed of maintenance.

[0016] Preferably, the ladder assembly includes a V-shaped drive shaft, an upper limit plate, a lower limit plate, and a fixed shaft; the lower limit plate is fixed to the lower wall of the straight section of the inner yield ring; the upper limit plate is fixed to the upper wall of the straight section of the inner yield ring, and a long strip-shaped hollow is reserved between the upper and lower limit plates for the fixed shaft to slide.

[0017] Preferably, the V-shaped drive shaft is a V-shaped sleeve structure that can be sleeved on the fixed shaft to form a sliding component with the fixed shaft and pass through the reserved cutouts of the upper and lower limit plates; the upper part of the V-shaped drive shaft is fixed to the lower wall surface of the straight section of the outer yield ring, and the lower part is in contact with the upper limit plate.

[0018] Preferably, the bearing assembly includes an upper bearing plate, a lower bearing plate, and fixing bolts; both the upper and lower bearing plates are connected to the main building structure by bolts or welding; the upper bearing plate is fixed to the upper wall of the straight section of the outer yield ring by fixing bolts, and the lower bearing plate is fixed to the lower wall of the straight section of the outer yield ring by fixing bolts.

[0019] Preferably, there is a controlled yield displacement between the upper and lower limiting plates and the upper bearing plate.

[0020] The advantages of this invention are: (1) The device of this application combines two sets of inner and outer yield rings and stepped components. When subjected to force, the displacement is less than the yield displacement of the first stepped component. At this time, the V-shaped drive shaft is not in contact with the limiting plate, and it is in the first stage of energy dissipation. Only the outer yield ring is under force, and the inner yield ring does not participate in the force. The displacement reaches the first stage of yield displacement. Afterwards, the V-shaped drive shaft contacts the limiting plate, and the inner yield ring participates in the force distribution. At this point, it is in the second energy dissipation stage, where the outer and inner yield rings, after yielding, work together to dissipate energy; the displacement exceeds the second-stage yield displacement. At that time, both the outer and inner yield rings yielded. The presence of the limiting plate enables the damper to yield in stages, realizing a controllable staged yielding energy dissipation mechanism, achieving staged energy dissipation of "yielding first in small earthquakes and yielding again in large earthquakes"; (2) The energy dissipation groove of the yield ring bending section of the device of this application achieves the purpose of effectively reducing stress concentration and determining the position of plastic hinge by slotting on the whole metal plate, thereby greatly improving energy dissipation efficiency and service life.

[0021] (3) The outer yield ring and inner yield ring of the device in this application are fixed to the bearing plate by bolts or pins. After encountering actual seismic load, the yield ring and V-shaped drive shaft can be repaired or replaced according to the actual wear and tear, without damaging the main structure of the building or replacing the entire device, which greatly reduces the maintenance cost and difficulty. (4) The stiffness of the device in this application is controllable. In actual use, through experiments and calculations, the geometric parameters such as the length of the straight section, the thickness of the arc section, and the radius of the outer and inner yield rings can be accurately determined according to actual engineering needs. The first-stage yield displacement can also be precisely controlled. Second-stage yield displacement This enables customized designs for different buildings and different needs; (5) Eliminate vertical restraint. The straight sections of the inner and outer yield rings are connected by a V-shaped drive shaft. The upper and lower limit plates allow a certain degree of vertical expansion and contraction, avoiding the additional tension and pressure generated by the traditional U-shaped damper when the floor displacement is not coordinated. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the structure of the cascade energy dissipation damper according to the first embodiment of the present invention; Figure 2 This is a three-dimensional schematic diagram of the cascade energy dissipation damper of the first embodiment of the present invention; Figure 3 This is a dimensioned drawing of the cascade energy-dissipating damper according to the first embodiment of the present invention; Figure 4 This is a cross-sectional view (AA) of the first embodiment of the present invention; Figure 5 This is a side view of the cascade energy-dissipating damper according to the first embodiment of the present invention; Figure 6 This is a BB cross-sectional view of the first embodiment of the present invention; Figure 7 This is a schematic diagram of the edge arc square energy dissipation groove structure of the first embodiment of the present invention; Figure 8 This is a schematic diagram of the spindle-shaped energy-consuming trough structure according to the first embodiment of the present invention; Figure 9 This is a schematic diagram of the elliptical energy dissipation trough structure according to the first embodiment of the present invention; Figure 10 This is a schematic diagram of the rectangular energy dissipation slot structure according to the first embodiment of the present invention; Figure 11This is a schematic diagram of the teardrop-shaped energy-consuming trough structure according to the first embodiment of the present invention; Figure 12 This is a schematic diagram of the yield ring structure within the elliptical arc according to the first embodiment of the present invention; Figure 13 This is a schematic diagram of the damper installation according to the second embodiment of the present invention; Figure 14 This is a simulation diagram of frequently encountered seismic waves according to the second embodiment of the present invention; Figure 15 This is a simulation diagram of rare seismic waves according to the second embodiment of the present invention; Figure 16 This is a simulation diagram of inter-story drift angles under frequent earthquakes according to the second embodiment of the present invention; Figure 17 This is a simulation diagram of inter-story displacement angles under a rare earthquake, according to the second embodiment of the present invention. Figure 18 This is a simulation diagram of the maximum floor displacement under frequent earthquakes according to the second embodiment of the present invention; Figure 19 This is a simulation diagram of the maximum floor displacement under a rare earthquake, according to the second embodiment of the present invention. Figure 20 This is a simulation diagram of inter-story shear force in a frequently occurring earthquake, according to the second embodiment of the present invention. Figure 21 This is a simulation diagram of inter-story shear force during a rare earthquake, as shown in the second embodiment of the present invention. Figure 22 This is a simulation diagram of the RSN10 seismic wave under frequent earthquakes, according to the second embodiment of the present invention. Figure 23 This is a simulation diagram of the RSN10 seismic wave under a rare earthquake, according to the second embodiment of the present invention. Figure 24 This is a simulation diagram of the Rsn79 seismic wave under frequent earthquakes, according to the second embodiment of the present invention. Figure 25 This is a simulation diagram of the floor acceleration of the Rsn79 seismic wave under a rare earthquake, according to the second embodiment of the present invention. Figure 26 This is a simulation diagram of the building's floor acceleration under frequent earthquakes, based on the second embodiment of the present invention. Figure 27 This is a simulation diagram of the acceleration of a building floor under a rare earthquake, based on the second embodiment of the present invention.

[0023] Figure 28 This is a schematic diagram of the design process of the cascade energy-dissipating yield damper according to the third embodiment of the present invention.

[0024] Numbering on the map: 1. Yield energy dissipation component; 2. Bearing component; 3. Step-by-step component; 11. Inner yield ring; 12. Outer yield ring; 111. Inner yield ring arc segment; 112. Inner yield ring upper straight segment; 113. Inner yield ring lower straight segment; 114. Inner yield ring energy dissipation groove; 121. Outer yield ring arc segment; 122. Outer yield ring upper straight segment; 123. Outer yield ring lower straight segment; 124. Outer yield ring energy dissipation groove; 21. Upper bearing plate; 22. Lower bearing plate; 23. Fixing bolt; 31. V-shaped drive shaft; 31a. First step yield displacement 31b, Second-stage yield displacement 32. Fixed shaft; 33. Upper limit plate; 34. Lower limit plate. Detailed Implementation

[0025] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below in conjunction with the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0026] Example 1: Combination Figures 1-6 As shown, this embodiment provides a stepped energy dissipation damper, including a yielding energy dissipation component 1, a load-bearing component 2, and a stepped component 3. The yielding energy dissipation component 1 includes an inner yielding ring 11 and an outer yielding ring 12; the load-bearing component 2 is used to connect the yielding energy dissipation component 1 to the external building structure; and the stepped component 3 is used to achieve stepped yielding.

[0027] Both the outer yield ring 12 and the inner yield ring 11 are "racetrack-shaped" annular components composed of two straight sections and two circular arc sections. The lower straight sections of the two yield rings overlap. The outer yield ring 12 is larger than the inner yield ring 11 and is fitted over the inner yield ring 11. Both the outer and inner yield rings have energy dissipation grooves on their circular arc sections.

[0028] Specifically, according to Figures 1-3 As shown, both the outer yield ring 12 and the inner yield ring 11 are metallic components, with the inner yield ring having a higher initial stiffness and yield force than the outer ring. The inner yield ring 11 consists of two rings with radii of... The inner yielding ring arc segment 111 and a segment of length 111 The inner yield ring consists of a straight upper section 112 and a non-connected lower straight section 113 of the inner yield ring; the outer yield ring 12 is composed of two radii of... The outer yield ring arc segment 121 and the two segments with lengths of The ring-shaped component consists of the upper straight section 122 of the outer yield ring and the lower straight section 123 of the outer yield ring. The inner yield ring 11 is fitted inside the outer yield ring 12, and the lower straight section 113 of the inner yield ring at the bottom overlaps with the lower straight section 123 of the outer yield ring at the bottom. Figures 7-10 As shown, the inner yield ring energy dissipation groove 114 located in the inner yield ring arc segment 111 and the outer yield ring energy dissipation groove 124 located in the outer yield ring arc segment 121 are both regular geometric hollows of a certain length that run through the yield ring along the thickness direction. Their shape is not fixed and can be rectangular, elliptical, spindle-shaped, or square with curved edges, etc., with central symmetry. Figure 11 It is teardrop-shaped, with a design that is smaller at the top and larger at the bottom. This design helps to disperse stress when the top is subjected to a large load and allows it to diffuse downwards.

[0029] The load-bearing assembly 2 includes an upper load-bearing plate 21, a lower load-bearing plate 22, and fixing bolts 23. The upper load-bearing plate 21 is fixed to the upper wall of the straight section 122 of the outer yield ring by multiple fixing bolts 23; the lower load-bearing plate is fixed to the lower wall of the straight section 123 of the outer yield ring by multiple fixing bolts 23. The load-bearing assembly 2 is used to connect the damper to the building structure, serving as a force transmission path between the damper and the building. The fixing bolts 23 located on the lower load-bearing plate 22 pass through and fix the inner yield ring 11, the outer yield ring 12, and the lower load-bearing plate 22 from top to bottom, and the fixing bolts 23 are symmetrically arranged. The fixing bolts 23 located on the upper load-bearing plate 21 pass through and fix the upper load-bearing plate 21 and the outer yield ring 12 from top to bottom, and the fixing bolts 23 are symmetrically arranged.

[0030] The stepped assembly 3 is located between the outer yield ring 12 and the inner yield ring 11, and is used to achieve stepped yielding of the damper. The stepped assembly 3 includes a V-shaped drive shaft 31, a fixed shaft 32, an upper limit plate 33, and a lower limit plate 34; according to... Figure 2 As shown, the first yielding stage is provided with a first-stage yield displacement 31a (i.e., The second yielding stage is provided with a second-stage yield displacement 31b (i.e., The V-shaped drive shaft 31 is a V-shaped sleeve structure with a cylindrical center. Its upper part is welded and fixed to the inner side of the straight section 122 of the outer yield ring, and its hollow cylinder is fitted into the fixed shaft 32. The upper limit plate 33 and the lower limit plate 34 are square plate components with the same width as the inner yield ring 11 and long strip-shaped hollows in the middle. Both have protrusions in the width direction for limiting movement. The upper limit plate 33 is located on the outside of the straight section 112 of the inner yield ring, and the lower limit plate 34 is located on the inside of the straight section 112 of the inner yield ring. The fixed shaft 32 passes through the V-shaped drive shaft 31, the upper limit plate 33, the inner yield ring 11, and the lower limit plate 34 from top to bottom. The V-shaped drive shaft 31 and the fixed shaft 32 can slide left and right along the long strip-shaped hollows of the limit plates.

[0031] In practical engineering applications, the relevant parameters of the yield energy dissipation component 1 can be adjusted according to actual needs, or the first-stage yield displacement 31a and the second-stage yield displacement 31b can be adjusted through calculation and experimentation to better adapt to the different needs of different buildings. The specific parameter calculations are as follows: 1. Calculation of the first stage of energy consumption When the device in this application is actually in operation, the outer yield ring 12 located on the outer ring is subjected to stress first, and the displacement of the V-shaped drive shaft 31 does not reach the first-stage yield displacement. At this stage, the damper is in the first stage of energy dissipation. During this stage, the outer yield ring 12 deforms within a certain range to absorb and dissipate energy, while the inner yield ring 11 does not participate in energy dissipation. When the displacement of the V-shaped drive shaft 31 and the outer yield ring 12 reaches the first stage of yield displacement... Afterwards, the outer yield ring 12 has yielded. Due to the action of the limiting plate, the inner yield ring 11 participates in energy dissipation, entering the second stage of energy dissipation. In this stage, the outer yield ring, which has already yielded, still has some residual stress and can participate in energy dissipation, working together with the inner yield ring to dissipate energy. When the displacement of the V-shaped drive shaft 31 reaches the second stage of yield displacement... Subsequently, both the outer and inner yield rings yielded. To more accurately determine the boundary between the first and second stage energy dissipation phases, different parameters were used to determine... , The specific values ​​are provided as a reference for designing dampers, and the following calculations are performed: (1) Model simplification and assumptions To simplify the analysis, before plastic deformation occurs, the material is assumed to be linearly elastic, and the stress at all points of the cross section conforms to the plane section assumption. Shear and axial deformation are neglected. A fixed horizontal load is applied to the upper bearing plate 21. P Or equivalent displacement, and the lower bearing plate 22 is fixed.

[0032] (2) Deflection analysis of the semi-circular arc segment of the outer yield ring In traditional calculations of bending deflection in a semi-circular arc, it is usually assumed that the moment of inertia of the cross section is constant. This corresponds to the ideal state of the structure without slots. However, in this invention, the energy dissipation slot is a through-type weakening structure with an elliptical or spindle-shaped form, arranged symmetrically on the inner and outer rings. Although it does not change the overall thickness of the rings, the energy dissipation slot actually forms a stress concentration area and a local moment of inertia reduction area. Therefore, the local moment of inertia must be considered during the calculation process. The adjustments were made to more closely reflect the actual stiffness characteristics.

[0033] The outer yield ring arc segment 121 has a radius of The elastic modulus is The central angle is The curved shape, with coordinates parameterized as angles. Bending moment From external load P The projection of the force component over the arc length determines the angle (the fixed end of the semicircle is on the base plate). The tangential force of the micro-segment is The expression for the bending moment is:

[0034] Define the energy dissipation slot edge The expression for the moment of inertia, considering the influence of the energy dissipation tank, is as follows:

[0035] In the formula: The center angle of the slot; The width is half the angle of the slot; The attenuation coefficient reflects the degree of decrease in local stiffness.

[0036] Therefore, the deflection of the outer yield ring arc segment without a dissipation groove. The calculation is as follows:

[0037]

[0038] Finally sorted into

[0039] use

[0040] Define the influence components of the energy dissipation tank:

[0041] The final deflection value of the outer yield ring arc segment is approximately:

[0042] when That is, a non-energy-consuming trough, whose original deflection is:

[0043] when The moment of inertia in the energy dissipation trough region is reduced, and the deflection is significantly increased, which can be regarded as a softening treatment.

[0044] parameter Controlling the slot width directly affects the deflection amplitude. Therefore, the presence of an energy-dissipating slot in the arc segment creates a stepped transformation in the overall mechanical response, and can be adjusted according to working conditions. value or Achieve multi-performance adjustment.

[0045] (3) Calculation of deflection of the straight section of the outer yield ring The length of the straight section 122 on the outer yield ring is Both ends are just connected to the semicircular arc and are subjected to horizontal force. P The semicircle will generate a bending moment. Since the force transmitted from the semicircle to the straight segment is shear force, the bending moment is linearly distributed along the straight segment. The origin is taken as the intersection of the straight segments. Let the bending moment be Then its expression is:

[0046] in P / 2 comes from symmetrical external loads P The strain energy is transferred in half to the straight segment, with each of the two semicircular arcs contributing half of the energy. The integral of the strain energy is:

[0047] because have to

[0048] Corresponding straight section deflection for:

[0049] (4) Calculation of total deflection, initial stiffness and displacement in the first stage of energy dissipation ① Calculation of total deflection in the first stage of energy consumption The total deflection of the first stage of energy dissipation is the overall deflection of the outer yield ring 12, which is the sum of the deflections of the bending and straight sections of the outer yield ring. Let the total deflection of the first stage of energy dissipation be... :

[0050] ② Calculation of initial stiffness of the outer yield ring Initial stiffness of outer yield ring 12 for:

[0051] This expression describes the relationship between the initial stiffness of the outer yield ring and its radius. ,length Related to, i.e., radius Larger, straight segment length The longer the length, the lower the stiffness.

[0052] ③ Calculation of total displacement in the first stage of energy consumption The first-stage energy dissipation displacement is calculated as follows: the plastic bending moment of each yield circle section is set as... Its formula is:

[0053] in It is the yield strength of the steel used in the outer yield ring. The width of the outer yield ring arc segment. The thickness of the outer yield ring arc segment; when the bending moment of the outer yield ring 12 reaches At that time, the outer yield ring 12 bends.

[0054] The yield criterion for the outer yield ring circular arc segment is: bending moment exist When it reaches its maximum value, at this time .

[0055] The yield load after introducing the energy dissipation groove is affected by the energy dissipation groove located in the middle of the arc segment. slot This will lead to a local weakening of the section stiffness and a slight decrease in the bending moment transfer capacity. Therefore, an influence coefficient needs to be introduced. Characterizing the reduction ratio of effective moment of inertia ( (The smaller the value, the more severe the weakening). At this point, the maximum effective bending moment is:

[0056] The corrected yield load for the outer yield ring arc segment is:

[0057] in, The specific value depends on the shape, size, and location of the energy dissipation tank. If the tank width is... , length is It can be estimated through finite element method or empirical value. .

[0058] The yield criterion for the straight section of the outer yield ring is: the bending moment of the straight section. At the end The value reaches its maximum at this point. Setting it equal to the plastic bending moment, we get...

[0059] The actual yield of the damper is determined by whether the straight or circular section reaches yield first. Here, we assume the first-stage yield load is... Therefore, the first-stage yield load is:

[0060] From the bilinear model, the first-stage yield displacement is the ratio of the first-stage yield load to the initial stiffness:

[0061] The final displacement is

[0062] 2. Calculation of parameters for the second stage of energy consumption (1) Deflection analysis of the semi-circular arc segment of the inner yield ring The main derivation process of the inner yield ring is basically the same as that of the outer yield ring.

[0063] The inner yield ring arc segment 221 has a radius of The elastic modulus is The central angle is The curved shape, with coordinates parameterized as angles. Bending moment From external load P The projection of the force component over the arc length determines the angle (the fixed end of the semicircle is on the base plate). The tangential force of the micro-segment is The expression for the bending moment is:

[0064] Define the energy dissipation slot edge The expression for the moment of inertia, considering the influence of the energy dissipation tank, is as follows:

[0065] In the formula: The center angle of the slot; The width is half the angle of the slot; The attenuation coefficient reflects the degree of decrease in local stiffness.

[0066] Therefore, the deflection of the inner yield ring arc segment without a dissipation groove is calculated as follows:

[0067]

[0068] Finally sorted into

[0069] use

[0070] Define the influence components of the energy dissipation tank:

[0071] The final deflection value of the inner yield ring arc segment is approximately:

[0072] when That is, a non-energy-consuming trough, whose original deflection is:

[0073] when The moment of inertia in the energy dissipation trough region is reduced, and the deflection is significantly increased, which can be regarded as a softening treatment.

[0074] parameter Controlling the slot width directly affects the deflection amplitude. Therefore, the presence of an energy-dissipating slot in the arc segment creates a stepped transformation in the overall mechanical response, and can be adjusted according to working conditions. value or Achieve multi-performance adjustment.

[0075] (2) Calculation of deflection of the straight section of the inner yield ring The length of the straight section 112 on the inner yield ring is Both ends are just connected to the semicircular arc and are subjected to horizontal force. P The semicircle will generate a bending moment. Since the force transmitted from the semicircle to the straight segment is shear force, the bending moment is linearly distributed along the straight segment. The origin is taken as the intersection of the straight segments. Let the bending moment be Then its expression is:

[0076] in P / 2 comes from symmetrical external loads P The strain energy is transferred in half to the straight segment, with each of the two semicircular arcs contributing half of the energy. The integral of the strain energy is:

[0077] because have to

[0078] Corresponding deflection of the straight section of the inner yield ring for:

[0079] (3) Calculation of total deflection, initial stiffness and displacement in the second stage of energy dissipation ① Calculation of total deflection of the inner yield ring The total deflection of the yield ring in the second-stage energy dissipation stage is the sum of the deflections of the bending and straight sections of the inner yield ring. Let the total deflection of the yield ring in the second-stage energy dissipation stage be... :

[0080] ② Calculation of initial stiffness of the inner yield ring Initial stiffness of inner yield ring 11 for:

[0081] This expression indicates that if the inner yield ring 11 is made of a higher grade of steel (such as Q345) and has a smaller radius, it will... Enlarge To become smaller, thus Large, achieving high stiffness for the second-stage yielding.

[0082] ③ Calculation of yield load of inner yield ring The plastic bending moment of each yield circle section is set as Its formula is:

[0083] in It is the yield strength of the steel used in the inner yield ring. The width of the inner yield ring arc segment. The thickness of the outer yield ring arc segment; when the bending moment of the inner yield ring 11 reaches At that time, the inner yield ring 11 bends.

[0084] The yield criterion for the inner yield ring circular arc segment is: bending moment exist When it reaches its maximum value, at this time .

[0085] The yield load after introducing the energy dissipation groove is affected by the energy dissipation groove located in the middle of the arc segment. slot This will lead to a local weakening of the section stiffness and a slight decrease in the bending moment transfer capacity. Therefore, an influence coefficient needs to be introduced. Characterizing the reduction ratio of effective moment of inertia ( (The smaller the value, the more severe the weakening). At this point, the maximum effective bending moment is:

[0086] The corrected yield load for the inner yield ring arc segment is:

[0087] in, The specific value depends on the shape, size, and location of the energy dissipation tank. If the tank width is... , length is It can be estimated through finite element method or empirical value. .

[0088] Yield criterion for the straight section of the inner yield ring: bending moment of the straight section At the end The value reaches its maximum at this point. Setting it equal to the plastic bending moment, we get...

[0089] The actual yielding of the damper is determined by whether the straight section or the circular arc section reaches yield first; therefore, the yield load of the inner yield ring is:

[0090] ④ Calculation of yield displacement in the second stage of energy dissipation From the bilinear model, the yield displacement of the second-stage energy dissipation stage is the sum of the yield displacement of the inner yield ring in the second-stage energy dissipation stage and the yield displacement of the outer yield ring in the first-stage energy dissipation stage, i.e.:

[0091] The yield displacement of the final second-stage energy dissipation phase is:

[0092] To simplify calculations, a new function form is defined here, namely

[0093] Ultimately simplified to:

[0094] By determining the first-stage yield displacement Second-stage yield displacement These two values, in turn, determine the gap position between the V-shaped drive shaft 31 and the upper and lower limit plates, providing data support for the accurate yield displacement value under different load requirements and different parameters of the yield ring, which is conducive to realizing multi-level energy consumption under customized requirements.

[0095] 3. Calculation of parameters when the inner yield ring arc segment is an elliptical arc. Specifically, such as Figure 12 As shown, when the inner yield ring arc segment 111 is an elliptical arc, the relevant calculations are as follows: First, we need to make the following assumptions: ①. The inner yield ring arc segment 111 is an elliptical arc segment with an energy dissipation groove; ②. The energy dissipation groove is symmetrically arranged, slender, and elliptical (or spindle-shaped) inlet; ③. Let the major semi-axis of the ellipse be a, and the minor semi-axis be c; ④. The moment of inertia of the energy dissipation groove region is... This results in local weakening; ⑤. The outer yield ring arc segment 121 remains a regular arc segment, unchanged; ⑥. The straight segment is not weakened and does not require modification; ⑦. A geometric correction factor is introduced. This indicates the reduction in the impact on stiffness, i.e., the reduction in the moment of inertia of the energy dissipation groove region; ⑧. The energy dissipation groove in Existing within the region, The weighting factor representing the effect of the length of the energy dissipation slot region on the overall deflection (e.g., can be taken as...) ).

[0096] The inner yield ring consists of two semi-elliptical arcs and one straight segment. Composition. The parametric formula for a semi-elliptical arc is:

[0097] The bending moment on the arc originates from the fixed load P and the horizontal distance from the cross section to the vertical axis, therefore:

[0098] Infinite element length:

[0099] Total strain energy calculation: Let the elastic modulus be Moment of inertia Here, the bending strain energy density per unit length is:

[0100] Since the energy dissipation slots only appear locally, we use a piecewise approximation:

[0101] Therefore, the deflection contribution can be written as:

[0102] Under symmetry conditions, it can be combined into:

[0103] in: , which represents the proportion of the energy-consuming tank; if If the shape is approximately uniform, then a constant value can be substituted into the average bending length of the infinitesimal element.

[0104] Therefore, the deflection value is:

[0105]

[0106] in:

[0107] Straight section deflection: Length of the straight section of the inner ring Its bending deflection is:

[0108] The total deflection considering the elliptical segment and the straight segment is:

[0109]

[0110] Yield load and yield displacement: The maximum bending moment of the ellipse occurs At this location, the value is The fully plastic bending moment of the inner ring section is... Therefore, the yield load of the inner yield ring is:

[0111] Similarly,

[0112] 4. Damping ratio calculation Specifically, the damping ratio is an important indicator for measuring the energy dissipation performance of a damper, utilizing dissipated energy. The damping ratio is calculated by comparing the ratio of the damping energy to the elastic strain energy.

[0113] in , .

[0114] In practical engineering applications, the constants and parameters in the formulas should be corrected and verified by combining finite element analysis and low-cycle reciprocating tests, especially when the material exhibits significant hardening behavior, the connecting plates are relatively flexible, or the device needs to withstand multiple cycles of load. Using the experimental-numerical calibration method, the fatigue life, deformation capacity, and connection stiffness of the energy dissipator can be evaluated, further optimizing the geometric dimensions and limiting yield displacement, thereby making the structural design more scientific and rigorous and improving the actual performance.

[0115] Example 2: according to Figures 13-27 To further verify the seismic performance of the cascade energy dissipation damper of this application, a simulation experiment was conducted on the device of this application in this embodiment two. The specific steps are as follows: S1. Based on the actual situation, construct and establish a finite element model, and input parameters such as stiffness, yield force, and gap of the gradient energy dissipation damper; S2. Select representative seismic waves to perform time history analysis on the structure; S3. Evaluate the inter-story displacement response, damper energy dissipation behavior and hysteretic performance of the structure under seismic loading, and verify the synergy and effectiveness of the graded yielding effect of the damper. S4. Based on the simulation results, an assessment report is generated, and construction acceptance data is archived to provide a basis for post-earthquake damage assessment and maintenance.

[0116] The specific process of step S1 is as follows: According to Figure 13As shown, in the simulation software, a 5-story reinforced concrete frame structure model is constructed. The design reference period of this structure is 50 years, the durability service life is 100 years, the seismic fortification intensity of the location is 8 degrees, the design seismic group is Group II, the design basic seismic acceleration is 0.2g, and the site category is Class II. The first floor height is 6.2m, and the height of each subsequent floor is 6.5m, with a total structural height of 37.5m, a length of 68m, and a width of 60m. Two models are established for comparative analysis: one without dampers and the other with stepped energy dissipation dampers. The two models are identical in all structural parameters except for whether or not the stepped energy dissipation dampers of this application are installed. In the damper-equipped model, 8 sets of dampers are arranged at the structural corners of each floor, for a total of 40 sets (i.e., only at the corners of each floor). Figure 13 The model shows dampers arranged in the XZ and YZ directions, and the parameters such as stiffness, yield force, and clearance of the dampers are input; the model without dampers maintains the original rigid connection.

[0117] The specific process of step S2 is as follows: Figures 14-15 As shown, the following earthquake waves were selected: RSN10_IMPVALL (short period, strong impact), RSN79_SFERN (medium to long period), and an artificially synthesized earthquake wave (with both high and low frequency characteristics) generated according to the design response spectrum. Each of the above earthquake waves was input at two intensity levels: frequent earthquakes and rare earthquakes, as set according to the Chinese seismic design code.

[0118] The specific process of step S3 is as follows: Figures 16-27 As shown, the numerical changes of key indicators such as maximum displacement, inter-story drift angle, base shear force, and inter-story acceleration were calculated for the undamped model and the model with stepped energy dissipation dampers under the above three seismic waves and two intensity combinations. Particular attention was paid to the changes in the maximum response value and the differences in the response curves along the height distribution. The structural responses of the undamped model and the model with dampers under the above three seismic waves and two intensity combinations were calculated separately, and the results were compared and analyzed.

[0119] The specific process of step S4 is as follows: Based on the simulation results, an assessment report is compiled and construction acceptance data is archived to provide a basis for post-earthquake damage assessment and maintenance.

[0120] Simulation experiments were conducted using the above steps. The results show that the damped structure outperforms the undamped structure in all aspects of dynamic response: displacement is reduced, deformation is controlled, stress is reduced, and acceleration is decreased. Specific simulation results are as follows: ① Maximum floor displacement (peak displacement): Under various input seismic actions, installing dampers can significantly reduce the maximum horizontal displacement of the structure. Taking the top floor displacement as an example, the structure without dampers exhibits a large peak displacement under rare earthquake conditions. For instance, under the action of a rare earthquake superimposed with an Artificial Wave, the peak roof displacement is close to 100 mm. However, after installing tiered energy-dissipating dampers, the top floor displacement under the same conditions decreases to approximately 80 mm, a reduction of about 20%. Under frequent earthquake (minor to moderate) conditions, the absolute values ​​of the top floor displacement in both models are relatively small (only within tens of millimeters), but the model with tiered energy-dissipating dampers still shows a certain degree of displacement reduction (approximately 10%). Statistical analysis of multiple waves shows that the addition of tiered energy-dissipating dampers can effectively control the structural displacement response, and the displacement reduction effect is more significant under large earthquake conditions. This indicates that during minor and medium earthquakes, the cascade energy dissipation damper mainly relies on the outer yield ring to provide additional damping and reduce the structural amplitude; while during major earthquakes, the inner yield ring intervenes to provide additional energy dissipation and stiffness, significantly suppressing the maximum displacement amplitude of the structure.

[0121] ② Inter-story drift angle: Under frequent earthquakes, the maximum inter-story drift angle of the undamped model under multiple seismic waves was concentrated in the range of 0.00100~0.00121 rad, which did not exceed the code limit, but was generally high. After installing the stepped energy dissipation damper, the maximum drift angle was reduced to 0.00032~0.00074 rad, a significant reduction, meeting the code requirements and providing a greater safety margin. For example, under the action of the RSN10_IMPV seismic wave superimposed on a rare earthquake, the maximum inter-story drift angle of the undamped model reached 0.00552 rad, which is 1 / 181, close to or even slightly exceeding 50% of the code limit of 1 / 100 in some areas. The maximum inter-story drift angle of the model with stepped energy dissipation damper was only 0.00349 rad, and was generally controlled in the range of 0.00234~0.00381 rad, which is about 1 / 425~1 / 262, effectively suppressing the deformation response of the structure and far below the code upper limit requirement. Under the rare earthquake condition superimposed with the RSN79_SFERN seismic wave, the inter-story drift angle of the top floor of the undamped model was 0.00229 rad, which decreased to 0.00094 rad after the addition of the tiered energy-dissipating damper, a reduction of 59%. A similar trend was observed under the Artificial Wave seismic wave, with the inter-story drift angle of the top floor of the undamped structure being 0.00307 rad, while that with the tiered energy-dissipating damper was 0.00103 rad, a reduction of approximately 66%. Comprehensive analysis shows that the tiered energy-dissipating damper has a significant effect on controlling inter-story deformation, especially under rare earthquake conditions, effectively keeping the structural response within a safe range, reducing the risk of structural failure, and improving overall seismic toughness. Furthermore, the addition of the tiered energy-dissipating damper also makes the distribution of inter-story drift angles more uniform along the height direction, helping to avoid the weak-story effect caused by displacement concentration and further enhancing the overall stability of the structure.

[0122] ③ Base Shear Force: Under the superimposed multiple-occurrence earthquake condition of the RSN10_IMPV seismic wave, the base shear force of the undamped structure on the first floor was approximately 4125.15 kN. After adding a cascade energy-dissipating damper, it decreased to 3025.17 kN, a reduction of 26.67%. Similarly, the shear force at the fifth floor decreased from 365.25 kN to 163.25 kN, a reduction of 55.31%. Under the superimposed multiple-occurrence earthquake condition of the RSN79_SFERN seismic wave, the shear force reduction was even more significant, with a base shear force reduction of 25.02% on the first floor and a reduction as high as 64.34% on the top floor. Under the superposition of Artificial Wave seismic waves and frequent earthquake conditions, the base shear force of the first floor decreased from 4476.31 kN to 3376.78 kN, a reduction of 24.56%, while the top floor decreased from 970.24 kN to 412.30 kN, a maximum reduction of 57.51%. The data indicates that the cascade energy-dissipating dampers can achieve an average shear force reduction of 30% to 60%.

[0123] Under rare earthquake conditions, due to the greater earthquake intensity, the energy dissipation mechanism of the dampers is fully activated, and the shear reduction effect remains significant. For example, under the action of the RSN10_IMPV seismic wave superimposed on the rare earthquake condition, the shear force at the base of the first floor decreased from 9748.12 kN to 7092.35 kN, a reduction of 27.24%; under the action of the RSN79_SFERN seismic wave superimposed on the rare earthquake condition, the shear force at the base of the first floor decreased by 22.19%; and under the action of the Artificial Wave seismic wave superimposed on the rare earthquake condition, the shear force reduction of the largest floor also reached 32.65%. Especially at the top floor or in areas of concentrated shear, the tiered energy dissipation dampers significantly reduced the peak seismic force and improved the structural stress rationality. Overall, tiered energy dissipation dampers can effectively reduce the base shear force under frequent and rare earthquakes by increasing the structural damping ratio and equivalent stiffness, with reductions generally ranging from 20% to 60%, significantly alleviating the seismic load on the bottom and foundation of the structure. This performance is stable under various seismic wave inputs, demonstrating good adaptability and versatility, and reflecting the practical value of the patented device in earthquake resistance and disaster reduction.

[0124] ④ Inter-story acceleration: Under the same seismic load, the overall floor acceleration response of the building with tiered energy dissipation dampers is significantly lower than that without dampers. In particular, the column top acceleration of the fifth floor is typically about four times that of the first floor. However, the peak response of the building with tiered energy dissipation dampers decreases by 20%–30%, demonstrating a significant damping effect. As earthquake intensity increases, the acceleration response of both models increases, but the increase is more gradual for the building with tiered energy dissipation dampers, exhibiting good control capability against high-intensity earthquakes. This effect is attributed to the tiered energy dissipation dampers improving overall lateral stiffness and energy dissipation capacity through slip mechanisms and multi-stage yield control, meeting the relevant requirements for structural acceleration control in the "Code for Seismic Design of Buildings GB50011-2010" and possessing practical engineering application value.

[0125] To evaluate whether the improvement in structural seismic performance by this tiered energy-dissipating damper meets national standards, the relevant limit values ​​in the "Code for Seismic Design of Buildings" (GB50011) can be used to examine the compliance of each indicator with the standards. The evaluation results of Example 2 show that the damping effect of the tiered energy-dissipating damper ensures that the inter-story deformation meets and exceeds the requirements of the standards. Specifically, after installing the tiered energy-dissipating damper, the maximum inter-story drift angle is significantly reduced under the same working conditions. Under rare earthquakes of higher intensity, the damper also significantly reduces the inter-story drift angle, and the drift angle distribution of each story becomes more uniform and gradual, without any weak stories exceeding the standard limits or concentrated deformation between weak stories. Simultaneously, the mean value, dispersion, and maximum value of the acceleration response of each story in the structure with the tiered energy-dissipating damper are reduced, fully demonstrating the damping advantages of the tiered energy-dissipating damper. Example 3: Figure 28 This is a schematic diagram of the design process of the cascade energy-dissipating yield damper according to the third embodiment of the present invention.

[0126] This invention provides a design method for a cascade energy dissipation damper, comprising: S1. Target Performance Determination: Determine the yield load of the outer yield ring. and inner yield ring yield load Initial stiffness of the outer and inner yield rings and Equivalent damping ratio ζ, allowable residual displacement, and allowable maximum displacement Demands, etc. S2. Scheme Design and Index Solution: Based on the target requirements and the calculated analytical formula, determine the geometric parameters of the outer and inner yield rings and the initial values ​​of the energy dissipation tank, as well as the target first-stage yield displacement. Second-stage yield displacement And estimate the initial yield load of the outer yield ring. and inner yield ring yield load Initial stiffness of the outer and inner yield rings and The target range; S3. Drawing and assembly of the stepped damper structure: Based on the design scheme, draw and assemble the outer yield ring, inner yield ring, limiting device and other components, and determine the constraint conditions. S4. Numerical Analysis – Experimental Evaluation and Skeleton Curve Identification: S4a. Finite Element Loading: Establish a simulation model of a solid / shell hybrid stepped damper, load it according to the proposed low-cycle reciprocating and displacement control protocol, and obtain the corresponding time history diagram; S4b. Skeleton Curve “Identification”: Extract the positive / negative envelope diagrams from the reciprocating hysteresis, and identify the parameters using the yield criterion and piecewise linear fitting. S5. Target Comparison: Identify the yield load of the outer yield ring. and inner yield ring yield load Initial stiffness of the outer and inner yield rings and Equivalent damping ratio The target range is compared with the range set in step S2 to determine whether it is satisfied. If it is satisfied, proceed to step S7; otherwise, proceed to step S6.

[0127] S6. Parameter Iterative Optimization: Perform parametric analysis, calculation, and multi-objective optimization on the geometric parameters of the outer and inner yield rings, connection parameters, and limiting component parameters; S7. Finalization of the stepped damper: The final drawing of the stepped damper is generated, and the technical points such as manufacturing / assembly tolerances are determined.

[0128] It should be noted that, in this document, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Terms such as "upper," "lower," "left," "right," "front," and "rear" used in the invention are merely for clarity of description and are not intended to limit the scope of the invention. Changes or adjustments to their relative relationships, without substantially altering the technical content, should also be considered within the scope of the invention.

[0129] The above embodiments are only used to illustrate the technical solutions of the present invention, and are not intended to limit it. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A cascade energy dissipation damper, comprising a yield energy dissipation component, a load-bearing component, and a cascade component, characterized in that, The yield energy dissipation component includes an outer yield ring and an inner yield ring; the load-bearing component fixes the yield energy dissipation component to the external building structure; the step component is located inside the yield energy dissipation component. Both the outer yield ring and the inner yield ring are "racetrack-shaped" annular components composed of two straight sections and two arc-shaped sections. The lower parts of the two yield rings overlap. The outer yield ring is larger than the inner yield ring and is fitted over the inner yield ring. Both the outer and inner yield rings have energy-dissipating grooves on their arc-shaped sections.

2. The cascade energy-dissipating damper according to claim 1, characterized in that, The outer yield ring has a circular arc segment, and the inner yield ring has a circular arc segment or an elliptical arc segment. The radius of the inner yield ring's circular arc segment is smaller than the radius of the outer yield ring's circular arc segment.

3. The cascade energy-dissipating damper according to claim 1, characterized in that, The energy-dissipating groove is formed by machining an energy-dissipating groove along the thickness direction in the arc-shaped section. Its shape can be rectangular, elliptical, spindle-shaped, square with arc edges, or teardrop-shaped.

4. A cascade energy-dissipating damper according to claim 1, characterized in that, Both the outer yield ring and the inner yield ring are integrally formed components; the lower straight section of the inner yield ring adopts a non-completely closed design.

5. A cascade energy-dissipating damper according to claim 1, characterized in that, The stiffness and yield load of the inner yield ring are both higher than those of the outer yield ring.

6. A cascade energy-dissipating damper according to claim 1, characterized in that, The outer yield ring and the inner yield ring are connected by bolts or pins.

7. A cascade energy-dissipating damper according to claim 1, characterized in that, The ladder assembly includes a V-shaped drive shaft, an upper limit plate, a lower limit plate, and a fixed shaft; the lower limit plate is fixed to the lower wall of the straight section of the inner yield ring; the upper limit plate is fixed to the upper wall of the straight section of the inner yield ring, and a long strip-shaped hollow is reserved between the upper and lower limit plates for the fixed shaft to slide.

8. A cascade energy-dissipating damper according to claim 7, characterized in that, The V-shaped drive shaft is a V-shaped sleeve structure that can be sleeved onto the fixed shaft to form an up-and-down sliding component with the fixed shaft, and passes through the reserved cutouts of the upper and lower limit plates; the upper part of the V-shaped drive shaft is fixed to the lower wall surface of the straight section of the outer yield ring, and the lower part is in contact with the upper limit plate.

9. A cascade energy-dissipating damper according to claim 1, characterized in that, The bearing assembly includes an upper bearing plate, a lower bearing plate, and fixing bolts; the upper bearing plate is fixed to the upper wall of the straight section of the outer yield ring by fixing bolts, and the lower bearing plate is fixed to the lower wall of the straight section of the outer yield ring by fixing bolts.

10. A cascade energy-dissipating damper according to claim 7, characterized in that, There is a controlled yield displacement between the upper and lower limiting plates and the upper bearing plate.

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