Self-adaptive staged energy consumption friction-shear yield composite damper and energy consumption method

Abstract

The self-adaptive staged energy consumption friction-shear yield composite damper comprises a friction energy consumption unit, an inner friction plate, an outer friction plate, at least two shear energy consumption units and an H-shaped steel plate, wherein the inner friction plate and the outer friction plate are located on the friction energy consumption unit, and the H-shaped steel plate is located at the tail end of the friction energy consumption unit and used for fixing the friction energy consumption unit. The prestressed bolt sequentially penetrates through the inner friction plate and the outer friction plate on the friction energy dissipation unit and the shear energy dissipation unit and is connected with the inner friction plate and the outer friction plate on the friction energy dissipation unit and the shear energy dissipation unit through at least one pair of linkage rods, and the two ends of the friction energy dissipation unit are connected to beam-column joints respectively. The linkage rod does not make contact with a linkage rod penetrating hole of the shearing energy dissipation unit during displacement, and only the friction energy dissipation unit works; and the linkage rods make contact with the linkage rod penetrating holes in a displacement mode, the shear energy dissipation devices are fixed, the shear plates are subjected to shear deformation, and the earthquake displacement response of the structure is effectively reduced through staged energy dissipation and the displacement amplification effect.

Description

Technical Field

[0001] This invention belongs to the field of structural engineering in civil engineering, specifically relating to an adaptive phased energy-dissipating friction-shear yielding composite damper and its energy dissipation method. Background Technology

[0002] In the field of structural strengthening, traditional strengthening techniques mostly focus on increasing the stiffness of beam-column joints to improve the overall seismic performance of the structure by enhancing the load-bearing capacity of these joints. Under seismic loading, this type of strengthening scheme relies on the elastoplastic deformation of the structure itself to dissipate seismic energy, essentially representing a seismic resistance approach that "sacrifices the integrity of the structure itself." This approach has certain limitations and cannot meet the dual requirements of modern seismic strengthening for structural protection and functional maintenance. With the development of technology, energy dissipation and damping technologies are gradually replacing traditional strengthening methods. Unlike the traditional approach that relies on the main structure to resist earthquakes, this technology uses dampers at key locations such as beam-column joints to guide seismic energy to the dampers for dissipation, thereby reducing the risk of damage to the main structure.

[0003] Friction-type metal dampers are widely used due to their advantages such as simple structure, stable stiffness, clear energy dissipation mechanism, low cost and convenient installation. They dissipate energy through sliding friction of friction plates and are suitable for various building structure scenarios. However, existing products have energy consumption bottlenecks: firstly, their energy consumption capacity is poor; secondly, they can only provide constant damping force and cannot form an adaptive multi-stage energy consumption mechanism, making it difficult to adapt to the complexity of seismic loads, such as using friction dampers to enhance the mechanical performance of beam-column joints ([1]Kulaksizoglu, AA, Yalcin, C., & Yilmaz, C.. Analytical and experimental investigation of a motion amplified rotational friction damper[J].Engineering Structures, 2023, 288, 116184. [2]Zhang Xicheng, Han Yinan, Qiu Zhihao, et al. Experimental study on seismic performance of tenon joints enhanced by displacement-amplified rotational friction damper[J]. Engineering Mechanics, 2022, 39(10): 120-130. [3]Xue Jianyang, Yuan Zhen, Qi Liangjie, et al. Experimental study on seismic performance of replaceable angle steel antique building steel structure joints with dampers[J]. (Journal of Building Structures, 2025, 46(06): 60-71.) This confirms that after using this type of friction damper to strengthen beam-column joints, the hysteresis curve of the joint still shows an obvious 'pinching' phenomenon, and the output of the damper remains constant. Therefore, this strengthening method has insufficient energy dissipation capacity and has not formed a multi-stage adaptive adjustment energy dissipation mechanism. Summary of the Invention

[0004] To address the aforementioned deficiencies in existing technologies, the present invention aims to provide an adaptive, staged energy-dissipating friction-shear yielding composite damper and a staged energy dissipation method. By optimizing the structural design of the shear energy dissipation unit and the transmission shaft, a staged collaborative working mechanism between the friction energy dissipation unit and the shear energy dissipation unit is constructed. Furthermore, the shear energy dissipation unit can automatically adjust its energy dissipation capacity according to the magnitude of node deformation, and the damper output can be adaptively adjusted in multiple stages with strong energy dissipation capacity, providing a more efficient and reliable technical solution for structural vibration reduction.

[0005] The present invention is achieved through the following technical solution.

[0006] One aspect of the present invention provides an adaptive staged energy-dissipating friction-shear yielding composite damper, comprising a set of friction energy-dissipating units, an inner friction plate and an outer friction plate located on the friction energy-dissipating units, and at least two sets of shear energy-dissipating units, and an H-shaped steel plate located at the tail end of the friction energy-dissipating units to fix the friction energy-dissipating units. Prestressed bolts pass through the inner friction plate, the outer friction plate and the shear energy-dissipating units in sequence on the friction energy-dissipating units, and are connected to the inner friction plate, the outer friction plate and the shear energy-dissipating units on the friction energy-dissipating units by at least a pair of linkage rods. The two ends of the friction energy-dissipating units are respectively connected to beam-column nodes to achieve staged energy dissipation and vibration reduction.

[0007] Preferably, the outer friction plate and the inner friction plate have the same shape and size, forming a smooth curved structure by joining two semicircles of different diameters, and the outer friction plate and the inner friction plate are arranged in opposite directions.

[0008] Preferably, the friction energy dissipation unit includes an inner plate and outer plates arranged on both sides of the inner plate. The inner friction plates are embedded on both sides of the inner plate, and the outer friction plates are embedded on the inner sides of the two outer plates respectively. The outer plates are connected and fixed by H-shaped steel plates.

[0009] Preferably, friction plate embedding grooves are provided on both sides of the inner plate to facilitate the embedding of the inner friction plate, and friction plate embedding grooves are provided on the inner sides of the two outer plates to facilitate the embedding of the outer friction plate.

[0010] Preferably, the inner plate, inner friction plate, outer plate, and outer friction plate are all provided with linkage rod through holes for the linkage rod and bolt holes for the prestressed bolts.

[0011] Preferably, the linkage rod perforation is an arc-shaped hole, and the arc length of the linkage rod perforation on the outer friction plate is greater than the arc length of the linkage rod perforation on the inner friction plate.

[0012] Preferably, a shear energy dissipation unit fixing device is provided on the outer side of the two outer plates to facilitate the embedding of the shear energy dissipation unit.

[0013] Preferably, the shear energy dissipation unit includes an annular outer ring fixing device, and an inner fixing device connected by a shear plate is provided on the bottom edge of the outer ring fixing device. The inner fixing device has a circular hole at its center, and a pair of symmetrically distributed inner fixing device linkage rod through holes are provided along the outer side of the circular hole. Preferably, the arc and arc length of the linkage rod through hole in the internal fixing device correspond to those of the linkage rod through hole on the external friction plate.

[0014] Another aspect of the present invention provides a segmented energy dissipation method for the adaptive segmented energy dissipation friction-shear yield composite damper, comprising: Two inner friction plates are respectively embedded into the friction plate embedding grooves on both sides of the inner plate; two outer friction plates are respectively embedded into the friction plate embedding grooves on the inner sides of the two outer plates. Prestressed bolts are passed sequentially through the bolt holes of the outer plate, outer friction plate, inner friction plate, inner plate, inner friction plate, outer friction plate, and outer plate, and preload is applied to form a friction energy dissipation unit. The friction energy dissipation unit is connected to the H-beam steel plate by connecting bolts to the outer plate. The linkage rod passes through the linkage rod through the outer plate, outer friction plate, inner friction plate, inner plate, inner friction plate, outer friction plate, and outer plate in sequence; Two shear energy dissipation units are respectively inserted into the shear energy dissipation unit fixing device on the outer side of the outer plate. The inner fixing device linkage rod of the shear energy dissipation unit is through-hole sleeved on the two linkage rods. The round hole of the shear energy dissipation unit is sleeved on the prestressed bolt. The shear energy dissipation unit is connected to the outer plate to form an adaptive phased energy dissipation friction-shear yield composite damper. The inner plate is connected to the beam using beam connectors; the H-beam is connected to the column using column connectors. When the inner plate rotates, it causes the linkage rod to rotate. When the displacement of the linkage rod does not contact the edge of the through hole of the linkage rod of the inner fixing device, only the friction energy dissipation unit works. When the displacement of the linkage rod contacts the edge of the through hole of the linkage rod of the inner fixing device, the displacement of the inner plate is transmitted to the inner fixing device through the linkage rod. The outer circle fixing device is connected to the fixing device of the shear energy dissipation unit and remains fixed, and the shear plate undergoes shear deformation.

[0015] The present invention, by adopting the above technical solution, has the following beneficial effects: 1) By constructing a phased collaborative working mechanism between friction energy dissipation units and shear energy dissipation units, the traditional single energy dissipation mode of friction dampers is replaced. Only the friction energy dissipation units are activated when the structure undergoes small deformations, while the shear energy dissipation units intervene synchronously when the structure undergoes large deformations. Furthermore, the second-order stiffness trigger displacement of the shear energy dissipation units is automatically advanced as the nodal deformation occurs, forming an adaptive multi-stage energy dissipation mode, which significantly improves the adaptability to complex seismic loads.

[0016] 2) Combining the displacement amplification principle and introducing shear energy dissipation unit and friction energy dissipation unit to work together, the friction energy dissipation unit efficiently dissipates initial energy through interface friction, and the shear energy dissipation unit dissipates a large amount of energy through shear yielding. The superposition of the two makes the area enclosed by the hysteresis curve of the damper significantly larger, and the energy dissipation capacity is greatly improved compared with the traditional friction damper.

[0017] 3) By combining theoretical derivation and establishing a damper design method, the output of the adaptive phased energy-dissipating friction-shear yielding composite damper is clearly defined, which can provide accurate basis for damper design in different application scenarios, without the need for complex trial calculations, thus reducing the design difficulty and cycle.

[0018] 4) By using a phased energy dissipation mechanism and displacement amplification effect, the seismic displacement response of the structure is effectively reduced, damage to the main structure is reduced, the integrity and stability of the structure are ensured throughout the earthquake process, and the post-earthquake repair work is small, the structural function can be quickly restored, and the seismic safety and durability of the building structure are improved. Attached Figure Description

[0019] The accompanying drawings, which are included to provide a further understanding of the invention and form part of this application, do not constitute an undue limitation of the invention. In the drawings: Figure 1 This is an exploded schematic diagram of the adaptive staged energy-dissipating friction-shear yielding composite damper of the present invention; Figure 2(a) is a schematic diagram of the inner plate of the present invention; Figure 2(b) is a schematic diagram of the internal friction plate of the present invention; Figure 2(c) is a schematic diagram of the external friction plate of the present invention; Figure 2(d) is a schematic diagram of the outer panel of the present invention; Figure 2(e) is a schematic diagram of the H-beam steel plate of the present invention; Figure 2(f) is a schematic diagram of the shear energy dissipation unit of the present invention; Figure 2(g) is a schematic diagram of the transmission shaft of the present invention; Figure 2(h) is a spatial schematic diagram of the shear energy dissipation unit of the present invention; Figure 3 This is a schematic diagram of the installation process of the adaptive phased energy dissipation friction-shear yielding composite damper of the present invention; Figure 4(a) shows the present invention. M-θ curve; Figure 4(b) shows the present invention. M-θ Curve breakdown diagram; Figures 5(a) and (b) illustrate the working mechanism of this invention; Figure 6 is a calculation diagram of the bending moment of the friction energy dissipation unit of the present invention; Figure 7 is a calculation diagram of the bending moment of the shear energy dissipation unit of the present invention; Figure 8 shows the finite element simulation. M-θ curve.

[0020] In the diagram: 1. Friction energy dissipation unit; 11. Inner plate, 11-1. Through hole for inner plate linkage rod, 11-2. Inner friction plate embedding groove, 11-3. Bolt hole for inner plate, 11-4. Connecting bolt hole for inner plate; 12. Inner friction plate; 12-1. Through hole for inner friction plate linkage rod; 12-2. Bolt hole for inner friction plate; 13. Outer friction plate; 13-1. Through hole for the linkage rod of the outer friction plate; 13-2. Bolt hole for the outer friction plate; 14. Outer plate, 14-1. Steel plate, 14-2. Through hole for outer plate linkage rod, 14-3. Embedded groove for outer friction plate, 14-4. Bolt hole for outer plate, 14-5. Bolt hole for outer plate connection, 14-6. Fixing device for shear energy dissipation unit, 14-7. Bolt hole for fixing shear energy dissipation unit; 2. Shearing energy dissipation unit; 21. Internal fixing device; 22. External circular fixing device; 23. Shearing plate; 24. Through hole for linkage rod of internal fixing device; 25. Circular hole; 26. Bolt hole; 3. Prestressed bolts; 4. H-beam steel plate, 41. Connecting bolt holes; 5. Outer panel connecting bolts; 6. Linkage lever.

[0021] 100. Beam; 110. Beam connector; 120. Intermediate beam connector 200. Column; 210. Column connector. Detailed Implementation

[0022] The present invention will now be described in detail with reference to the accompanying drawings and specific embodiments. The illustrative embodiments and descriptions of the present invention are used to explain the present invention, but are not intended to limit the present invention.

[0023] Figure 1 An exploded view of an adaptive staged energy-dissipating friction-shear yielding composite damper according to some embodiments disclosed in this invention is shown. Figures 2(a)-(g) are detailed exploded views of each component.

[0024] like Figure 1As shown, in some embodiments disclosed in this invention, the adaptive staged energy-dissipating friction-shear yielding composite damper includes a set of friction energy-dissipating units 1, at least two sets of shear energy-dissipating units 2 located on the friction energy-dissipating units 1, and an H-shaped steel plate 4 located at the tail end of the friction energy-dissipating units 1 to fix the friction energy-dissipating units 1. Prestressed bolts 3 pass through the friction energy-dissipating units 1 and the shear energy-dissipating units 2, and are connected by at least a pair of linkage rods 6 to achieve graded energy dissipation and vibration reduction.

[0025] The friction energy dissipation unit 1 includes an inner plate 11, an outer plate 14 arranged on both sides of the inner plate 11, an inner friction plate 12 embedded in the inner plate 11, and an outer friction plate 13 embedded in the outer plate 14. The outer friction plate 13 and the inner friction plate 12 are arranged in opposite directions. The outer plate 14 is connected and fixed to the H-shaped steel plate 4 by the outer plate connecting bolts 5.

[0026] As shown in Figure 2(a), the inner plate 11 is provided with an inner friction plate embedding groove 11-2 and an inner plate connecting bolt hole 11-4, and the inner friction plate 12 is embedded in the inner friction plate embedding groove 11-2; the inner plate screw hole 11-3 and a pair of inner plate linkage rod through holes 11-1 are provided in the inner friction plate embedding groove 11-2.

[0027] As shown in Figure 2(b), the inner friction plate 12 is provided with inner friction plate bolt holes 12-2 and inner friction plate linkage rod through holes 12-1 corresponding to the inner plate screw hole 11-3 of the inner friction plate embedding groove 11-2 and a pair of inner plate linkage rod through holes 11-1.

[0028] As shown in Figure 2(c), the outer friction plate 13 is provided with an outer friction plate bolt hole 13-2 and an outer friction plate linkage rod through hole 13-1. Both the outer friction plate linkage rod through hole 13-1 and the inner friction plate linkage rod through hole 12-1 are arc-shaped holes. The outer friction plate bolt hole 13-2 corresponds to the inner friction plate bolt hole 12-2. The arc of the outer friction plate linkage rod through hole 13-1 corresponds to the inner friction plate linkage rod through hole 12-1. The arc length of the outer friction plate linkage rod through hole 13-1 is greater than the arc length of the inner friction plate linkage rod through hole 12-1.

[0029] As shown in Figure 2(d), the outer plate 14 includes a steel plate 14-1 and a shear energy dissipation unit fixing device 14-6 located outside the steel plate 14-1. The steel plate 14-1 is provided with an outer plate connecting bolt hole 14-5. On the other side of the steel plate 14-1 opposite to the shear energy dissipation unit fixing device 14-6, an outer friction plate embedding groove 14-3 is provided. The outer friction plate embedding groove 14-3 is provided with an outer plate screw hole 14-4 and an outer plate linkage rod through hole 14-2. The outer plate linkage rod through hole 14-2 corresponds to the outer friction plate linkage rod through hole 13-1 in terms of arc and arc length.

[0030] The shear energy dissipation unit fixing device 14-6 consists of a pair of outwardly protruding rings, with several bolt holes 14-7 for fixing the shear energy dissipation unit on the rings.

[0031] As shown in Figure 2(e), the H-beam steel plate 4 is a square frame plate, and connecting bolt holes 41 are provided on the flange of the square frame plate.

[0032] As shown in Figure 2(f), the shear energy dissipation unit 2 includes an annular outer ring fixing device 22. An inner fixing device 21 connected by a shear plate 23 is provided on the bottom edge of the outer ring fixing device 22. A circular hole 25 is provided in the center of the inner fixing device 21. A pair of symmetrically distributed inner fixing device linkage rod through holes 24 are provided along the outer side of the circular hole 25. The arc and arc length of the inner fixing device linkage rod through holes 24 correspond to those of the outer friction plate linkage rod through holes 13-1.

[0033] Several bolt holes 26 are distributed on the ring surface of the outer circular fixing device 22. The shear energy dissipation unit 2 is connected to the outer plate 14 of the friction energy dissipation unit 1 by bolts passing through the bolt holes 26.

[0034] As shown in Figure 2(g), the structure of the linkage rod 6 is a schematic diagram. The pair of linkage rods are arc-shaped with their inner arc surfaces facing each other.

[0035] As shown in Figures 2(b) and 2(c), in some embodiments disclosed in this invention, the inner friction plate embedding groove 11-2 of the inner plate 11 and the outer friction plate embedding groove 14-3 of the outer plate 14 have the same depth, which is 1 / 20 to 1 / 2 of the thickness of the inner plate 11; the inner friction plate 12 and the outer friction plate 13 have the same size, forming a smooth curved structure by connecting two semicircles of different diameters, wherein the diameter of the larger circle is 5 / 6 to 1 / 20 of the column height in the beam-column joint of the damper of this invention, and the diameter of the smaller circle is 2 / 3 to 1 / 40 of the column height in the beam-column joint of the damper of this invention. The inner friction plate embedding groove 11-2 has the same size as the inner friction plate 12.

[0036] As shown in Figures 2(a)-2(d), in some embodiments disclosed in this invention, the diameters of the inner plate bolt hole 11-3, the inner friction plate bolt hole 12-2, the outer friction plate bolt hole 13-2, and the outer plate bolt hole 14-4 are the same, which is 1 / 5 to 1 / 10 of the height of the steel plate 14-1.

[0037] As shown in Figures 2(a) and 2(b), in some embodiments disclosed in this invention, the outer ring radius of the annulus of the inner plate linkage rod through hole 11-1 and the inner friction plate linkage rod through hole 12-1 is 1 / 2 to 1 / 6 of the height of the steel plate 14-1, and the inner ring radius is 1 / 3 to 1 / 5 of the height of the steel plate 14-1.

[0038] As shown in Figures 2(c) and 2(d), in some embodiments disclosed in this invention, the outer ring radius of the annulus of the outer friction plate linkage rod through hole 13-1 and the outer plate linkage rod through hole 14-2 is 4 / 5 to 2 / 3 of the height of the steel plate 14-1, and the inner ring radius is 3 / 4 to 1 / 3 of the height of the steel plate 14-1.

[0039] As shown in Figures 2(a)-2(d), in some embodiments disclosed in this invention, the thickness of the inner friction plate 12, the outer friction plate 13, and the steel plate 14-1 is 1 / 3 to 1 / 20 of the diameter of the column in the beam-column joint where the damper of this invention is installed; the thickness of the inner plate 11 is 2 / 3 to 1 / 10 of the diameter of the column in the beam-column joint; the length of the steel plate 14-1 is 1 / 5 to 1 / 100 of the span of a frame in the beam-column joint; and the length of the inner plate 11 is 1 / 4 to 1 / 80 of the span of a frame in the beam-column joint.

[0040] like Figure 1 As shown in Figure 2(h), in some embodiments disclosed in this invention, an appropriate gap is provided between the outer surface of the prestressed bolt 3 and the inner fixing device 21 of the shear energy dissipation unit 2 to ensure that the friction energy dissipation unit 1 and the shear energy dissipation unit 2 work independently.

[0041] like Figure 1 As shown in Figure 2(f), in some embodiments disclosed in this invention, the height of the H-shaped steel plate 4 is the same as that of the steel plate 14-1, and the thickness is 1-3 times the thickness of the steel plate 14-1. The H-shaped steel plate 4 is tightly fitted to the outer plate 14.

[0042] As shown in Figure 2(e), in some embodiments disclosed in this invention, the connecting bolt hole 41 of the H-shaped steel plate 4 has the same diameter as the connecting bolt hole 14-5 of the outer plate, and the diameter is 1 / 5-1 / 3 of the radius of the inner friction plate 12.

[0043] As shown in Figure 2(d), in some embodiments disclosed in this invention, the outer diameter of the shear energy dissipation unit fixing device 14-6 of the outer plate 14 is the same as the height of the steel plate 14-1, the inner radius is 1 / 9 to 1 / 4 of the height of the steel plate 14-1, and the width of the ring is 1 to 6 times the thickness of the steel plate 14-1.

[0044] As shown in Figure 2(f), in some embodiments disclosed in this invention, the diameter of the ring of the outer circle fixing device 22 of the shear energy dissipation unit 2 is smaller than the diameter of the shear energy dissipation unit fixing device 14-6, the height of the outer circle fixing device 22 is 1 / 6 to 1 / 2 of the height of the shear energy dissipation unit fixing device 14-6, and the outer circle fixing device 22 is embedded in the shear energy dissipation unit fixing device 14-6.

[0045] As shown in Figure 2(f), in some embodiments disclosed in this invention, the shear plate 23 of the shear energy dissipation unit 2 can be configured as a cylindrical, conical, or variable diameter plate, etc. One end of the shear plate 23 is welded to the outer circle fixing device 22, and the other end is welded to the inner fixing device 21.

[0046] As shown in Figure 2(f), in some embodiments disclosed in this invention, the thickness of the inner fixing device 21 of the shear energy dissipation unit 2 is 1 / 6 to 1 / 2 of the length of the shear energy dissipation unit fixing device 14-6, the outer ring radius of the inner fixing device linkage rod through hole 24 is 1 / 2 to 1 / 6 of the height of the steel plate 14-1, the inner ring radius is 1 / 3 to 1 / 5 of the height of the steel plate 14-1, the arc center angle of the inner fixing device linkage rod through hole 24 is between 20° and 90°, and the arc center angle of the inner fixing device linkage rod through hole 24 is 1° to 10° larger than the arc center angle of the inner plate linkage rod through hole 11-1; a circular hole 25 is provided on the inner fixing device 21, and the diameter of the circular hole 25 is 1 / 5 to 1 / 10 of the height of the steel plate 14-1.

[0047] like Figure 1 As shown, in some embodiments disclosed in this invention, the radius of the prestressed bolt 3 is 1 / 5 to 1 / 10 of the height of the steel plate 14-1.

[0048] As shown in Figures 2(a) and 2(b), in some embodiments disclosed in this invention, the outer ring radius of the annulus of the inner plate linkage rod through hole 11-1 and the inner friction plate linkage rod through hole 12-1 is 1 / 2 to 1 / 6 of the height of the steel plate 14-1, the inner ring radius is 1 / 3 to 1 / 5 of the height of the steel plate 14-1, and the annular angle between the inner plate linkage rod through hole 11-1 and the inner friction plate linkage rod through hole 12-1 is 20° to 80°.

[0049] As shown in Figures 2(c) and 2(d), in some embodiments disclosed in this invention, the outer ring radius of the annular ring between the outer friction plate linkage rod through hole 13-1 and the outer plate linkage rod through hole 14-2 is 1 / 2 to 1 / 6 of the height of the steel plate 14-1, the inner ring radius is 1 / 3 to 1 / 5 of the height of the steel plate 14-1, and the annular angle between the outer friction plate linkage rod through hole 13-1 and the outer plate linkage rod through hole 14-2 is 30° to 120°.

[0050] As shown in Figures 2(e) and 2(f), in some embodiments disclosed in this invention, the bolt holes 14-7 and 26 of the fixed shear energy dissipation unit have the same diameter, which is 1 / 3 to 1 / 20 of the height of the steel plate 14-1.

[0051] Figure 3 This diagram illustrates an adaptive staged energy-dissipating friction-shear yielding composite damper according to some embodiments disclosed in this invention. The staged energy-dissipating friction-shear type metal damper method of this invention includes the following steps: Step 1: Insert the two inner friction plates 12 into the inner friction plate embedding grooves 11-2 on both sides of the inner plate 11, as shown. Figure 3 As shown in (a); the two outer friction plates 13 are respectively embedded in the outer friction plate embedding grooves 14-3 on the inner side of the two outer plates 14, see Figure 3 As shown in (b).

[0052] Step 2: Connect the prestressed bolts 3 sequentially through the outer plate bolt holes 14-4, the outer friction plate bolt holes 13-2, the inner friction plate bolt holes 12-2, the inner plate bolt holes 11-3, the inner friction plate bolt holes 12-2, the outer friction plate bolt holes 13-2, and the outer plate bolt holes 14-4, and apply preload to form the friction energy dissipation unit 1, see... Figure 3 As shown in (c).

[0053] Step 3: Connect the friction energy dissipation unit 1 to the H-beam steel plate 4 using the outer plate connecting bolts 5, see... Figure 3 (d).

[0054] Step 4: Pass the linkage rod 6 sequentially through the outer plate linkage rod through hole 14-2, the outer friction plate linkage rod through hole 13-1, the inner friction plate linkage rod through hole 12-1, the inner plate linkage rod through hole 11-1, the inner friction plate linkage rod through hole 12-1, the outer friction plate linkage rod through hole 13-1, and the outer plate linkage rod through hole 14-2, as shown in the diagram. Figure 3 (e).

[0055] The dimensions of the inner plate linkage rod through hole 11-1 and the inner friction plate linkage rod through hole 12-1 are the same as the dimensions of the linkage rod 6, ensuring that the rotational displacement of the inner plate 11 is transmitted to the shear energy dissipation unit 2; the annular arc length of the outer plate linkage rod through hole 14-2 and the outer friction plate linkage rod through hole 13-1 is significantly larger than the annular arc length of the linkage shaft 6, so that the damper can self-lock under large deformation, thereby preventing the column frame with the damper of this invention from collapsing.

[0056] Step 5: Insert the outer circular fixing devices 22 of the two shear energy dissipation units 2 into the shear energy dissipation unit fixing devices 14-6 on the outer plate 14, respectively. The inner fixing device's linkage rod through hole 24 is fitted onto the two linkage rods 6, and the circular hole 25 is fitted onto the prestressed bolt 3. The outer circular fixing devices 22 are connected to the shear energy dissipation unit fixing devices 14-6 on the outer plate 14 via bolts, forming an adaptive phased energy dissipation friction-shear yielding composite damper. See [link / details]. Figure 3 (f).

[0057] Step 6: Connect beam connector 110 to beam 100 with bolts, connect beam connector 110 to intermediate beam connector 120 with bolts, and connect intermediate beam connector 120 to inner plate 11 with bolts, as shown in Figure 5(a).

[0058] Step 7: Connect the column connector 210 to the column 200 with bolts, and connect the column connector 210 to the H-beam steel plate 4 with bolts or welding.

[0059] The inner plate 11 rotates, causing the linkage rod 6 to rotate. Since the annular arc length of the linkage rod through hole 24 of the inner fixing device is slightly larger than the annular arc length of the linkage rod 6, when the displacement of the linkage rod 6 does not contact the edge of the linkage rod through hole 24 of the inner fixing device, only the friction energy dissipation unit 1 works. When the displacement of the linkage rod 6 contacts the edge of the linkage rod through hole 24 of the inner fixing device, the displacement of the inner plate 11 is transmitted to the inner fixing device 21 through the linkage rod 6. The outer circular fixing device 22 is connected and fixed to the shearing energy dissipation unit fixing device 14-6, thereby causing the shearing plate 23 to undergo shearing deformation.

[0060] Assuming the internal fixation device 21 is in its initial position without rotational displacement, the edge of the internal fixation device linkage rod through hole 24 is symmetrically distributed with the vertical line. After the internal fixation device 21 rotates clockwise, the position of the edge of the internal fixation device linkage rod through hole 24 also shifts clockwise. At this time, the left edge of the internal fixation device linkage rod through hole 24 is closer to the initial position. When the linkage shaft 6 rotates counterclockwise, the edge of the linkage rod 6 contacts the edge of the left internal fixation device linkage rod through hole 24 under a smaller counterclockwise displacement of the linkage rod. The shear energy dissipation unit 2 starts working earlier. Moreover, the greater the clockwise deformation of the linkage shaft 6, the more the left internal fixation device linkage rod through hole 24 contacts the linkage rod under a smaller counterclockwise displacement than 6 when the linkage shaft 6 works counterclockwise. The shear energy dissipation unit 2 starts working earlier. Therefore, the damper has an adaptive staged energy dissipation effect.

[0061] The working principle of this invention is as follows: Damper installation process at beam-column joints: Under earthquake action, when the structural beam-column joint undergoes small deformation, as shown in Figures 5(a) and 5(b), the beam 100 of the beam-column joint where the damper of the present invention is installed deforms upward or downward, thereby causing the beam connector 110 and the intermediate beam connector 120 to deform upward or downward. As a result, the inner plate 11 rotates, causing the linkage rod 6 to rotate. The displacement of the linkage rod 6 does not contact the edge of the linkage rod through hole 24 of the inner fixing device of the shear energy dissipation unit 2. Only the friction energy dissipation unit 1 starts working first. The inner friction plate 12 rotates with the inner plate 11, while the outer friction plate 13 remains fixed, dissipating the initial input seismic energy through friction. The bending moment calculation diagram of friction energy dissipation unit 1 is shown below. Figure 6 As shown, the bending moment of friction energy dissipation unit 1 of the staged energy dissipation friction-shear type metal damper is determined. M The expression is:

[0062] In the formula: P This refers to the preload of the bolts. μ The friction coefficient of the friction block; R 1 represents the radius of the prestressed bolt on the friction contact surface; R 2 represents the radius of the outer ring of the friction contact surface; R 3 represents the inner radius of the annular hole in the friction contact surface; R 4 represents the outer radius of the annular hole on the friction contact surface.

[0063] When a large deformation occurs at the beam-column joint, and the displacement of the linkage rod 6 contacts the edge of the linkage rod through hole 24 in the inner fixing device of the shear energy dissipation unit 2, the displacement of the inner plate 11 is transmitted to the inner fixing device 21 through the linkage rod 6. The displacement of the inner plate of the damper exceeds the working threshold set by the shear energy dissipation unit 2, the outer circular fixing device 22 remains fixed, and the shear plate 23 undergoes shear deformation. The shear energy dissipation unit 2 then starts to form a parallel working mode with the friction energy dissipation unit 1.

[0064] Figure 7 shows a simplified diagram for calculating the bending moment of shear energy dissipation unit 8. When the height-to-thickness ratio λ of the shear plate is greater than 3, the bending moment of shear energy dissipation unit 8 of a single staged energy dissipation friction-shear type metal damper is determined by combining classical tensile field theory. M The expression is:

[0065] In the formula: f y Let be the yield stress of shear plate 23, taken as 160 MPa; l Calculate the length of shear plate 23, and take the calculated length as 1 / 3 ( a+b ); a Take 22 mm, b Take 75 mm; t The thickness of the shear plate is 23. α The angle of inclination of the tie rod is set to 45 degrees. L The lever arm length at the loading point is taken as 395mm; The shear force provided for shear plate 23 during shear deformation.

[0066] The bending moment that a staged energy-dissipating friction-shear type metal damper can provide M It consists of a friction energy dissipation unit group 100 composed of two friction energy dissipation units 1 and two shear energy dissipation units 2, therefore M as follows:

[0067] Output of the staged energy-dissipating friction-shear type metal damper F for:

[0068] Assuming the internal fixation device 21 is in its initial position without rotational displacement, the edge of the internal fixation device linkage rod through hole 24 is symmetrically distributed with the vertical line. After the internal fixation device 21 rotates clockwise, the position of the edge of the internal fixation device linkage rod through hole 24 also shifts clockwise. At this time, the left edge of the internal fixation device linkage rod through hole 24 is closer to the initial position. When the linkage shaft 6 rotates counterclockwise, the edge of the linkage rod 6 contacts the edge of the left internal fixation device linkage rod through hole 24 under a smaller counterclockwise displacement than the linkage rod 6. The shear energy dissipation unit 2 starts working earlier. Moreover, the greater the clockwise deformation of the linkage shaft 6, the more the left internal fixation device linkage rod through hole 24 contacts the linkage rod under a smaller counterclockwise displacement than the linkage rod 6 when the linkage shaft 6 works counterclockwise. The shear energy dissipation unit 2 starts working earlier. Therefore, the damper has an adaptive staged energy dissipation effect.

[0069] During the large deformation rotation of the damper, on the one hand, the friction energy dissipation unit 1 continuously dissipates energy through friction, and on the other hand, the transmission shaft 6 drives the shear energy dissipation unit 2 to operate synchronously, forcing the shear plate 23 to undergo shear yield deformation to dissipate a large amount of seismic energy. At the same time, the participation of the shear energy dissipation unit 2 can significantly improve the stiffness provided by the damper. Crucially, after the shear energy dissipation unit 2 is working, during the reciprocating cycle of the damper, the trigger displacement of the second-order stiffness provided by the shear energy dissipation unit 2 is effectively advanced in each cycle (as shown in Figures 4(a) and 4(b)). The shear energy dissipation unit 2 can automatically adjust its energy dissipation capacity according to the magnitude of the nodal deformation. This characteristic further optimizes the energy dissipation efficiency and stiffness matching of the damper during the large deformation stage, thereby enhancing the overall damping effect. This damper, through a staged energy dissipation mechanism, can effectively reduce the seismic displacement response of the structure under seismic loading, ensuring the integrity and stability of the structure throughout the entire earthquake process.

[0070] As shown in Figures 5(a) and 5(b), the rotational bending moment of the staged energy-dissipating friction-shear type metal damper consists of two parts: friction energy-dissipating unit 1 and shear energy-dissipating unit 2. Friction energy-dissipating unit 1 dissipates the structure's energy through friction. When the inner plate 11 rotates downwards, the damper generates a clockwise resisting bending moment through friction. M 1; Similarly, when the inner plate 11 rotates upward, the friction energy dissipation unit 1 generates a counterclockwise resisting bending moment through friction. M 1. The shear energy dissipation unit 2 dissipates energy through the shear deformation of the shear plate 23. When the inner plate 11 rotates downward and the deformation of the inner plate 11 exceeds the working threshold set by the shear energy dissipation unit 2, the shear energy dissipation unit 2 generates a clockwise resisting bending moment through the shear deformation of the shear plate 23. M2; Similarly, when the inner plate 11 rotates upward, the shear energy dissipation unit 2 generates a counterclockwise resisting bending moment through the shear deformation of the shear plate 23. M 2.

[0071] During the deformation process, the output force of the staged energy-dissipating friction-shear type metal damper is... F Both friction plates point inward, thus the damper can effectively suppress pull-out failure of beam-column joints where the damper of this invention is installed during operation, and the rotation angle between the inner friction plate 12 and the outer friction plate 13 is... θ 2. The rotation angle between the inner panel 11 and the right side column 200 is... θ 1, θ 1 can be considered as the rotation angle of the beam-column joint where the damper of this invention is installed. The ratio of the two can be used to determine the rotation angle. θ 2 greater than θ 1. This damper can effectively amplify the rotation angle of the beam-column joint where the damper of this invention is installed, thereby enhancing the energy dissipation capacity of the damper. The above two excitations are repeated continuously, and during the loading process, seismic energy is largely dissipated by the friction energy dissipation unit 1 and the shear energy dissipation unit 2, thereby achieving the purpose of improving energy dissipation.

[0072] Under seismic loading, unlike structures that rely on the elastic-plastic deformation of the structure itself to dissipate seismic energy, resulting in large rotational deformation and significant residual deformation at beam-column joints, seismic energy is guided to these staged energy-dissipating friction-shear metal dampers for dissipation at key locations such as beam-column joints, thereby reducing the risk of damage to the main structure.

[0073] This invention achieves performance optimization through a parallel working mechanism of friction energy dissipation unit 1 and shear energy dissipation unit 2. For example, friction energy dissipation unit 1 significantly improves the energy dissipation capacity of the structure through the friction plate interface friction mechanism; shear energy dissipation unit 2, connected in parallel with friction energy dissipation unit 1, dissipates energy through shear deformation via shear plate 23, significantly improving the energy dissipation capacity of the damper. During the reciprocating cycle of the damper, the triggering of the second-order stiffness provided by shear energy dissipation unit 2 is related to the deformation of the node. The greater the deformation of the beam-column node, the smaller the displacement triggered by the second-order stiffness provided by shear energy dissipation unit 2, and the larger the area enclosed by the hysteresis curve. Shear energy dissipation unit 2 can automatically adjust its energy dissipation capacity according to the magnitude of node deformation. This characteristic further optimizes the energy dissipation efficiency of the damper in the large deformation stage, thereby enhancing the energy dissipation effect of the node. Through an adaptive phased energy dissipation mechanism, the key technical problems of insufficient energy dissipation capacity of friction dampers and the lack of an adaptive multi-stage energy dissipation mode are successfully solved.

[0074] The following section verifies the damping force calculation method for a staged energy-dissipating friction-shear type metal damper.

[0075] Furthermore, different damper geometric parameters were selected for calculation, and the influence of each geometric parameter on the mechanical properties of the damper (including the elastic modulus of the steel) was analyzed. E Take 2.10 × 10 5 The calculation results (MPa) and the finite element simulation results are shown in the table below: Geometric parameters of a staged energy-dissipating friction-shear type metal damper

[0076] Finite element simulation and calculation results of staged energy-dissipating friction-shear type metal damper

[0077] Finite element simulation M-θ Curves Figure 8 As shown in the figure. Comparison between the simulation results and the theoretically calculated bending moment revealed an error of approximately 10%, verifying the accuracy of the finite element model and the calculation formula.

[0078] Using the damper structure of this invention, under seismic loading, when the structural nodes undergo small deformations, the friction energy dissipation unit 1 operates first, while the shear energy dissipation unit 2 does not participate. When the beam-column node deforms significantly and the damper deformation exceeds the working threshold set by the shear energy dissipation unit 2, the friction energy dissipation unit 1 and the shear energy dissipation unit 2 work in parallel and collaboratively. During the reciprocating cycle of the damper, the triggering of the second-order stiffness provided by the shear energy dissipation unit 2 is related to the amount of node deformation. The greater the deformation of the beam-column node, the smaller the displacement triggered by the second-order stiffness provided by the shear energy dissipation unit 2, and the larger the area enclosed by the hysteresis curve. The shear energy dissipation unit 2 can automatically adjust the energy dissipation capacity of the damper according to the size of the node deformation. Through this adaptive phased energy dissipation mechanism, the energy dissipation efficiency of the damper in the large deformation stage is further optimized, thereby enhancing the energy dissipation effect of the node. The seismic displacement response of the building is significantly reduced, thus ensuring the integrity of the structure and ensuring that the structure has a stronger energy dissipation capacity when an earthquake occurs. This effectively reduces the seismic displacement response of the structure, thereby reducing the amount of post-earthquake structural repair work and ensuring its safety in subsequent use. Furthermore, the working displacement threshold of the shear energy dissipation unit 2 can be adjusted by adjusting the angle of the through hole 24 of the linkage rod of the internal fixing device of the shear energy dissipation unit 2.

[0079] The adaptive staged energy-dissipating friction-shear yielding composite damper of this invention has a simple structure, is easy to construct, and has a low cost. Furthermore, the calculation method for the damping force of the adaptive staged energy-dissipating friction-shear yielding composite damper is simple, which facilitates designers to design adaptive staged energy-dissipating friction-shear yielding composite dampers for different application scenarios. Each unit can be prefabricated into blocks in advance, and each unit can be quickly installed, disassembled, and replaced manually on site. It has good practicality and market promotion value, and can be used for the protection and repair of building structures.

[0080] This invention is not limited to the above embodiments. Based on the technical solutions disclosed in this invention, those skilled in the art can make some substitutions and modifications to some of the technical features without creative effort, and all such substitutions and modifications are within the protection scope of this invention.

[0081] This invention is not limited to the above embodiments. Based on the technical solutions disclosed in this invention, those skilled in the art can make some substitutions and modifications to some of the technical features without creative effort, and all such substitutions and modifications are within the protection scope of this invention.

Claims

1. A self-adapting staged energy dissipation friction-shear yielding composite damper, characterized in that, The application relates to a frictional energy dissipation unit (1), an inner friction plate (12) and an outer friction plate (13) arranged on the frictional energy dissipation unit (1), at least two groups of shear energy dissipation units (2), and an H-shaped steel plate (4) arranged at the tail end of the frictional energy dissipation unit (1) and used for fixing the frictional energy dissipation unit (1); a prestressed bolt (3) penetrates the inner friction plate (12), the outer friction plate (13) and the shear energy dissipation unit (2) in sequence; at least one pair of linkage rods (6) are arranged to connect the inner friction plate (12), the outer friction plate (13) and the shear energy dissipation unit (2); the two ends of the frictional energy dissipation unit (1) are connected to beam-column joints respectively, and stage energy dissipation and shock absorption are realized.

2. The self-adapting staged energy dissipation frictional-shear yielding composite damper according to claim 1, wherein, The outer friction plate (13) and the inner friction plate (12) are identical in shape and size, are half-circular in shape and are arranged in opposite directions.

3. The self-adapting staged energy dissipation frictional-shear yielding composite damper according to claim 1, wherein, The frictional energy dissipation unit (1) comprises an inner plate (11) and outer plates (14) arranged on both sides of the inner plate (11); the inner friction plate (12) is embedded on both sides of the inner plate (11); and the outer friction plate (13) is embedded in the inner side of the two outer plates (14) respectively; and the outer plates (14) are connected and fixed by the H-shaped steel plate (4).

4. The self-adapting staged energy dissipation frictional-shear yielding composite damper according to claim 3, wherein, Friction plate embedding grooves are arranged on both sides of the inner plate (11) and are used for embedding the inner friction plate (12); and friction plate embedding grooves are arranged on the inner side of the two outer plates (14) and are used for embedding the outer friction plate (13).

5. The self-adapting staged energy dissipation frictional-shear yielding composite damper according to claim 3, wherein, Linkage rod through holes and bolt holes are arranged on the inner plate (11), the inner friction plate (12), the outer plates (14) and the outer friction plate (13).

6. The self-adapting staged energy dissipation frictional-shear yielding composite damper according to claim 5, wherein, The linkage rod through holes are arc-shaped holes; and the arc length of the linkage rod through hole on the outer friction plate (13) is greater than that of the linkage rod through hole on the inner friction plate (12).

7. The self-adapting staged energy dissipation frictional-shear yielding composite damper according to claim 3, wherein, Shear energy dissipation unit fixing devices (14-6) are arranged on the outer side of the two outer plates (14) and are used for embedding the shear energy dissipation unit (2).

8. The self-adapting staged energy dissipation frictional-shear yielding composite damper of claim 1, wherein, The shear energy dissipation unit (2) comprises an annular outer circular fixing device (22), an inner fixing device (21) connected by a shear plate (23) and arranged on the edge of the bottom of the outer circular fixing device (22), a circular hole (25) arranged in the center of the inner fixing device (21), and a pair of symmetrically-distributed inner fixing device linkage rod through holes (24) arranged along the outer side of the circular hole (25).

9. The self-adapting staged energy dissipation frictional-shear yielding composite damper according to claim 8, wherein, The inner fixing device linkage rod through holes (24) correspond to the arc and arc length of the linkage rod through hole on the outer friction plate (13).

10. A method of segmental energy dissipation of the adaptive staged energy dissipation frictional-shearing yielding composite damper according to any one of claims 1-9, characterized in that, The application further relates to a beam-column joint energy dissipation device. The two inner friction plates (12) are embedded in the friction plate embedding grooves on both sides of the inner plate (11) respectively; and the two outer friction plates (13) are embedded in the friction plate embedding grooves on the inner side of the two outer plates (14) respectively. The prestressed bolt (3) penetrates the bolt holes of the outer plates, the outer friction plates, the inner friction plates, the inner plates, the inner friction plates, the outer friction plates and the outer plates in sequence and is applied with a pre-tightening force to form the frictional energy dissipation unit. The frictional energy dissipation unit (1) is connected with the H-shaped steel plate (4) by the outer plate connecting bolt. The linkage rod (6) penetrates the linkage rod through holes of the outer plates, the outer friction plates, the inner friction plates, the inner plates, the inner friction plates, the outer friction plates and the outer plates in sequence. Two shear energy dissipation units (2) are respectively clamped into the shear energy dissipation unit fixing device (14-6) outside the outer plate (14), the inner fixing device linkage rod perforation (24) of the shear energy dissipation unit (2) is sleeved on the two linkage rods (6), the round hole (25) of the shear energy dissipation unit (2) is sleeved on the prestressed bolt (3), the shear energy dissipation unit (2) is connected to the outer plate (14), and a self-adapting staged energy dissipation friction-shear yield composite damper is formed; The inner plate (11) is connected with the beam (100) through a beam connecting piece; the H-shaped steel plate (4) is connected with the column (200) through a column connecting piece; When the displacement of the linkage rod (6) contacts the edge of the inner fixing device linkage rod perforation (24), the displacement of the inner plate (11) is transmitted to the inner fixing device (21) through the linkage rod (6), the outer circular fixing device (22) and the shear energy dissipation unit fixing device (14-6) are connected and fixed, and the shear plate (23) is sheared and deformed. ​

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