A composite step-by-step energy-dissipating buckling-restrained brace

Abstract

The present invention discloses a composite staged energy dissipation anti-buckling restraint support, comprising a core plate, side plates are provided on both sides of the core plate, a viscoelastic layer is provided between each side plate and the core plate, multiple groups of strip-shaped movable holes are provided through the core plate, each strip-shaped movable hole group is composed of two strip-shaped movable holes symmetrically provided at both ends of the core plate, multiple groups of circular holes corresponding to the strip-shaped movable holes are provided through each side plate, each circular hole group is composed of two circular holes symmetrically provided at both ends of the corresponding side plate; the distance between the inner end points of the two strip-shaped movable holes in each strip-shaped movable hole group is smaller than the distance between the two circular holes in the corresponding circular hole group, and the center distance between the two strip-shaped movable holes in each strip-shaped movable hole group is larger than the distance between the two circular holes in the corresponding circular hole group. The present invention realizes staged energy dissipation through material composite to meet the energy dissipation requirements of building structures under the action of small earthquakes, medium earthquakes, large earthquakes, and super-large earthquakes.

Description

Technical Field

[0001] The present invention relates to the technical field of earthquake resistance and disaster prevention of building structures, and in particular to a composite hierarchical energy-dissipating anti-buckling restraint brace. Background Art

[0002] With the continuous advancement of disaster prevention and mitigation, energy dissipation and vibration reduction technologies are gaining increasing attention among civil engineering structural designers and researchers. Traditional structural design concepts and methods rely solely on the strength and plastic deformation capacity of structural components to withstand external loads such as earthquakes, wind loads, and impact loads. Civil engineering structural designers and researchers at home and abroad have proposed a series of energy dissipation and vibration reduction components, such as viscous dampers, viscoelastic dampers, tuned mass dampers, tuned dampers, friction dampers, and metal dampers. Among these energy dissipation and vibration reduction components, viscoelastic dampers utilize a viscoelastic material that moves back and forth with a constraining steel plate, dissipating most of the energy through plastic deformation of the viscoelastic damping material.

[0003] Traditional viscoelastic dampers can enter a working energy dissipation state even with small deformations, demonstrating excellent energy dissipation capabilities. However, these dampers often utilize shear-type wall connections, resulting in weak stiffness, small size, and a single form of energy dissipation, limiting their applicability. Traditional buckling-restrained braces are widely used because they offer both load-bearing and energy dissipation capabilities. However, under small deformations, the braces only serve a load-bearing function and are unable to dissipate energy, similar to conventional braces. Summary of the Invention

[0004] The purpose of the present invention is to provide a composite staged energy dissipation anti-buckling restraint support, which realizes staged energy dissipation through material composite to meet the energy dissipation requirements of building structures under small earthquakes, moderate earthquakes, large earthquakes and super-large earthquakes.

[0005] The above technical objectives of the present invention are achieved through the following technical solutions:

[0006] A composite stepped energy dissipation anti-buckling restraint brace comprises a core plate, side plates are provided on both sides of the core plate, a viscoelastic layer is provided between each side plate and the core plate, one end of the core plate is connected to a first connector, and ends of two side plates away from the first connector are cooperatively connected to a second connector, a first movable gap is provided between the side plates and the first connector, and a second movable gap is left between the free end of the core plate and the second connector;

[0007] A plurality of groups of strip-shaped movable holes are provided through the core plate, and each group of strip-shaped movable holes is composed of two strip-shaped movable holes symmetrically arranged at both ends of the core plate. A plurality of strip-shaped grooves corresponding to the strip-shaped movable holes are provided through each viscoelastic layer. A plurality of groups of circular holes corresponding to the strip-shaped movable holes are provided through each side plate, and each group of circular holes is composed of two circular holes symmetrically arranged at both ends of the corresponding side plate.

[0008] Each circular hole is connected to a bolt that passes through two strip grooves, a strip movable hole and a circular hole on the opposite side. The free end of each bolt passes through the circular hole on the other side and is connected to a nut. The distance between the inner end points of the two strip movable holes in each strip movable hole group is smaller than the distance between the two circular holes in the corresponding circular hole group, and the center distance between the two strip movable holes in each strip movable hole group is greater than the distance between the two circular holes in the corresponding circular hole group.

[0009] By adopting the above technical solution, under the action of frequent earthquakes, the structural deformation caused by the earthquake is small. The deformation of the building structure causes the damper to be pulled or compressed, driving the core plate to reciprocate, and viscoelastic energy dissipation is activated. However, the displacement of the core plate is not enough to cause the strip movable hole at one end to move relative to the bolt to the allowable deformation limit. At this time, the first stage is the viscoelastic energy dissipation stage, and the core plate only plays a role in force transmission and does not participate in energy dissipation.

[0010] Under the action of a fortified earthquake, when the structural deformation caused by the earthquake is large, the reciprocating displacement of the damper core plate under tension and compression causes the displacement of the strip movable holes at both ends relative to the bolts to reach the allowable deformation limit at the same time. However, the tension and compression of the building drive only elastic deformation of the core plate, and the energy dissipation section of the core plate does not yield and dissipate energy. At this time, both the viscoelastic layer and the core plate have deformed, which is the second stage of core plate elastic support + viscoelastic energy dissipation stage;

[0011] Under the action of a rare earthquake, when the structural deformation caused by the earthquake continues to increase, the tensile and compressive displacements of the damper core plate reach the allowable deformation limit after the displacement of the strip movable hole relative to the bolt at only one end, and the structural deformation continues to increase. The structural deformation of the building drives the tensile and compressive deformations of the core plate to be greater. When the damper is under pressure, the strip movable hole at one end of the core plate near the second connecting head is displaced to the limit, and the strip movable hole at the other end of the core plate can still be displaced. The energy-consuming section of the core plate enters a plastic state, and the energy-consuming section of the core plate begins to yield and consume energy. When the damper is under tension, the strip movable hole at one end of the core plate near the first connecting head is displaced to the limit, and the strip movable hole at the other end of the core plate can still be displaced. The energy-consuming section of the side plate enters a plastic state, and the energy-consuming section of the side plate begins to yield and consume energy. This is the third stage of core plate yield energy consumption + viscoelastic energy consumption stage / side plate yield energy consumption + viscoelastic energy consumption stage;

[0012] Under the action of extremely rare earthquakes, the structural deformation caused by the earthquake reaches its maximum. After the tensile and compressive displacements of the damper core plate reach the allowable deformation limit at the same time as the relative bolt displacements of the strip movable holes at both ends, the structural deformation continues to increase. The structural deformation of the building drives the tensile and compressive deformations of the core plate to become greater. The energy-absorbing sections of the core plate and the side plate enter the plastic state, and the energy-absorbing sections of the core plate and the side plate begin to yield and consume energy. This is the fourth stage of core plate yield energy consumption + side plate yield energy consumption + viscoelastic energy consumption.

[0013] The present invention is further configured as follows: it also includes an anti-buckling sleeve that covers the core plate, the side plate and the viscoelastic layer, one end of the anti-buckling sleeve is fixedly connected to the second connector, the anti-buckling sleeve is filled with a filler, and an isolation layer is provided between the filler and the core plate, the side plate, the viscoelastic layer and the first movable gap.

[0014] The present invention is further configured such that: the filler is concrete or mortar.

[0015] The present invention is further configured such that the cross section of the anti-buckling sleeve is square or circular.

[0016] The present invention is further configured as follows: the viscoelastic layer is a rubber layer vulcanized together with the core plate and the side plates on both sides thereof.

[0017] Compared with the prior art, the present invention has the following beneficial effects:

[0018] First, the present invention can automatically start four stages of energy consumption according to different earthquake working conditions, namely, viscoelastic energy consumption stage, core plate elastic support + viscoelastic energy consumption stage, core plate yield energy consumption + viscoelastic energy consumption stage / side plate yield energy consumption + viscoelastic energy consumption stage, core plate yield energy consumption + side plate yield energy consumption + viscoelastic energy consumption stage; it can make full use of the overall interlayer deformation of the structure and consume energy in stages to meet the structural energy consumption requirements under different earthquake actions such as small earthquakes, medium earthquakes, large earthquakes, and super-large earthquakes, thereby improving the energy consumption capacity of the product; it can realize staged energy consumption under different earthquake working conditions such as frequent earthquakes, fortified earthquakes, rare earthquakes, and extremely rare earthquakes, providing better energy dissipation and shock absorption effects for building structures;

[0019] Secondly, the present invention fully utilizes the energy dissipation characteristics and buckling-resistance support advantages of viscoelastic materials, that is, it has good energy dissipation capacity without becoming unstable under pressure. Moreover, due to the good wrapping, the viscoelastic material is prevented from direct contact with air, which greatly improves its aging performance and has good durability.

[0020] Thirdly, the damper of the present invention can realize four-stage energy consumption through a simple structural design and can be widely promoted and used. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1It is a schematic diagram of the overall structure of the present invention;

[0022] Figure 2 is a cross-sectional view of a transverse interface of the present invention;

[0023] Figure 3 is a horizontal cross-sectional view of the present invention;

[0024] Figure 4 is an exploded view of the present invention;

[0025] Figure 5 It is a partial cross-sectional view for illustrating the present invention in the first order of energy consumption;

[0026] Figure 6 It is a partial cross-sectional view used to show the second-order or third-order energy consumption of the present invention.

[0027] In the figure: 1. anti-buckling sleeve; 2. filler; 3. core plate; 31. strip movable hole; 32. core plate energy dissipation section; 33. core plate elastic connection section; 34. core plate transition section; 4. side plate; 41. circular hole; 42. side plate energy dissipation section; 43. side plate elastic connection section; 44. side plate transition section; 5. viscoelastic layer; 51. strip groove; 61. first connecting head; 62. second connecting head; 71. first movable gap; 72. second movable gap; 8. isolation layer; 9. bolt; 91. nut. DETAILED DESCRIPTION

[0028] The present invention will be further described in detail below with reference to the accompanying drawings.

[0029] Example, see Figure 1-6 A composite, stepped, energy-absorbing, buckling-restraining support comprises an anti-buckling sleeve 1 having a square cross-section. The anti-buckling sleeve 1 can also be circular. The anti-buckling sleeve 1 is filled with a layer of a U-shaped filler 2. The filler 2 can be made of concrete or mortar, with concrete being used in this embodiment. A long, strip-shaped core panel 3 is movably disposed inside the filler 2. The core panel 3 comprises a core panel energy-absorbing section 32 located in the middle, and a core panel elastic connection section 33 connected to both ends of the core panel energy-absorbing section 32 via a core panel transition section 34. The width of the core panel elastic connection section 33 is greater than that of the core panel energy-absorbing section 32, and the core panel transition section 34 serves as a smooth transition connection. A long side panel 4 is provided on either side of the core panel 3. The side panels 4 include a central energy-absorbing section 42 and elastic connecting sections 43 connected to both ends of the section via transition sections 44. The width of the elastic connecting sections 43 is greater than that of the section 42, and the transition sections 44 provide a smooth transition. A viscoelastic layer 5 is provided between each side panel 4 and the core panel 3. The viscoelastic layer 5 is a rubber layer vulcanized with the core panel 3 and side panels 4 on either side.

[0030] One end of the core panel 3 is connected to a first connector 61, and the ends of the two side panels 4 away from the first connector 61 are cooperatively connected to a second connector 62. One end of the anti-buckling sleeve is fixedly connected to the second connector 62. A first movable gap 71 is provided between the side panel 4 and the first connector 61, and a second movable gap 72 is left between the free end of the core panel 3 and the second connector 62 to facilitate the displacement of the core panel 3 and the side panel 4 during energy consumption; an isolation layer 8 is provided between the filler 2 and the core panel 3, the side panel 4, the viscoelastic layer 5 and the first movable gap 71 to separate the concrete so that the core panel 3 can be displaced.

[0031] Six groups of strip movable holes 31 are provided through the core plate 3, and each group of strip movable holes 31 is composed of two strip movable holes 31 symmetrically arranged at both ends of the core plate 3. The strip movable holes 31 at both ends of the core plate 3 are distributed in a 3*2 pattern. Twelve strip grooves 51 corresponding to the strip movable holes 31 are provided through each viscoelastic layer 5, and six groups of circular holes 41 corresponding to the strip movable holes 31 are provided through each side plate 4. Each group of circular holes 41 is composed of two circular holes 41 symmetrically arranged at both ends of the corresponding side plate 4.

[0032] Each circular hole 41 is connected to a bolt 9 that passes through two strip grooves 51, a strip movable hole 31, and a circular hole 41 on the opposite side. The free end of each bolt 9 passes through the circular hole 41 on the other side and is connected to a nut 91. The distance between the inner end points of the two strip movable holes 31 in each group of strip movable holes 31 is smaller than the distance between the two circular holes 41 in the corresponding group of circular holes 41, so that the strip movable holes 31 can be displaced relative to the bolt 9, and the displacement of the core plate 3 activates viscoelastic energy consumption; the center distance between the two strip movable holes 31 in each group of strip movable holes 31 is larger than the distance between the two circular holes 41 in the corresponding group of circular holes 41, so that after the strip movable hole 31 at one end of the core plate 3 is displaced relative to the bolt 9 to the limit, the strip movable hole 31 at the other end can still be displaced relative to the bolt 9, so that the core plate 3 can bend and deform to consume energy.

[0033] Working principle: Under the action of frequent earthquakes, the structural deformation caused by the earthquake is small. The deformation of the building structure causes the damper to be pulled or compressed, driving the core plate 3 to reciprocate, and viscoelastic energy dissipation is activated. However, the displacement of the core plate 3 is not enough to cause the strip-shaped movable hole 31 at one end to move relative to the bolt 9 to the allowable deformation limit. At this time, the first stage is the viscoelastic energy dissipation stage, and the core plate 3 only plays a role in force transmission and does not participate in energy dissipation.

[0034] Under the action of the fortified earthquake, when the structural deformation caused by the earthquake is large, the reciprocating displacement of the damper core plate 3 under the action of tension and compression causes the strip-shaped movable holes 31 at both ends to displace relative to the bolts 9 and simultaneously reach the allowable deformation limit. However, the tension and compression of the building drive only elastic deformation of the core plate 3, and the energy dissipation section of the core plate 3 does not yield and dissipate energy. At this time, both the viscoelastic layer 5 and the core plate 3 are deformed, which is the second stage of core plate elastic support + viscoelastic energy dissipation stage;

[0035] Under the action of a rare earthquake, when the structural deformation caused by the earthquake continues to increase, the tensile and compressive displacements of the damper core plate 3 reach the allowable deformation limit after the displacement of the strip movable hole 31 at only one end relative to the bolt 9 reaches the allowable deformation limit, the structural deformation continues to increase, and the structural deformation of the building drives the tensile and compressive deformations of the core plate 3 to be greater. When the damper is under pressure, the strip movable hole 31 at one end of the core plate 3 near the second connecting head 62 is displaced to the limit, and the strip movable hole 31 at the other end of the core plate 3 can still be displaced, and the energy consumption section of the core plate 3 enters a plastic state, and the energy consumption section of the core plate 3 begins to yield and consume energy. When the damper is under tension, the strip movable hole 31 at one end of the core plate 3 near the first connecting head 61 is displaced to the limit, and the strip movable hole 31 at the other end of the core plate 3 can still be displaced, and the energy consumption section of the side plate 4 enters a plastic state, and the energy consumption section of the side plate 4 begins to yield and consume energy. This is the third stage of core plate yield energy consumption + viscoelastic energy consumption stage / side plate yield energy consumption + viscoelastic energy consumption stage;

[0036] Under the action of extremely rare earthquakes, the structural deformation caused by the earthquake reaches its maximum. After the tensile and compressive displacements of the damper core plate 3 reach the allowable deformation limit at the same time as the displacements of the strip movable holes 31 at both ends relative to the bolts 9, the structural deformation continues to increase. The structural deformation of the building drives the tensile and compressive deformations of the core plate 3 to become greater. The energy-consuming sections of the core plate 3 and the side plate 4 both enter the plastic state, and the energy-consuming sections of the core plate 3 and the side plate 4 both begin to yield and consume energy. This is the fourth stage of core plate yield energy consumption + side plate yield energy consumption + viscoelastic energy consumption.

[0037] This specific embodiment is merely an explanation of the present invention and is not intended to limit the present invention. After reading this specification, those skilled in the art may make non-creative modifications to this embodiment as needed. However, as long as such modifications are within the scope of the claims of the present invention, they are protected by patent law.

Claims

1. A composite hierarchical energy dissipation anti-buckling restraint brace, comprising a core plate (3), characterized in that: Side plates (4) are provided on both sides of the core plate (3), and a viscoelastic layer (5) is provided between each side plate (4) and the core plate (3), wherein the viscoelastic layer (5) is a rubber layer vulcanized with the core plate (3) and the side plates (4) on both sides thereof, one end of the core plate (3) is connected to a first connector (61), and ends of the two side plates (4) away from the first connector (61) are cooperatively connected to a second connector (62), a first movable gap (71) is provided between the side plate (4) and the first connector (61), and a second movable gap (72) is left between the free end of the core plate (3) and the second connector (62); It also includes an anti-buckling sleeve (1) that covers the core plate (3), the side plate (4), and the viscoelastic layer (5), one end of the anti-buckling sleeve being fixedly connected to the second connector (62), the anti-buckling sleeve (1) being filled with a filler (2), and an isolation layer (8) being provided between the filler (2) and the core plate (3), the side plate (4), the viscoelastic layer (5), and the first movable gap (71); A plurality of groups of strip-shaped movable holes (31) are provided through the core plate (3), and each group of strip-shaped movable holes (31) is composed of two strip-shaped movable holes (31) symmetrically arranged at both ends of the core plate (3); a plurality of strip-shaped grooves (51) corresponding to the strip-shaped movable holes (31) are provided through each viscoelastic layer (5); a plurality of groups of circular holes (41) corresponding to the strip-shaped movable holes (31) are provided through each side plate (4), and each group of circular holes (41) is composed of two circular holes (41) symmetrically arranged at both ends of the corresponding side plate (4); Each circular hole (41) is connected to a bolt (9) passing through two strip grooves (51), a strip movable hole (31) and a circular hole (41) on the opposite side. The free end of each bolt (9) passes through the circular hole (41) on the other side and is connected to a nut (91). The distance between the inner end points of the two strip movable holes (31) in each strip movable hole (31) group is smaller than the distance between the two circular holes (41) in the corresponding circular hole (41) group, and the center distance between the two strip movable holes (31) in each strip movable hole (31) group is greater than the distance between the two circular holes (41) in the corresponding circular hole (41) group.

2. The composite hierarchical energy dissipation buckling restrained brace according to claim 1, characterized in that: The filler (2) is concrete or mortar.

3. The composite hierarchical energy dissipation buckling restrained brace according to claim 1, characterized in that: The cross section of the anti-buckling sleeve (1) is square or circular.

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