Extending arm energy dissipation and shock absorption structure capable of actively controlling damage

Abstract

An outrigger energy dissipation and shock absorption structure capable of actively controlling damage comprises an overhanging truss arranged between a core tube and a frame column. The shape of the outer contour of the vertical face of the cantilever truss is a big-end-up trapezoid, the cantilever truss is composed of horizontal chord members, vertical web members and diagonal web members, and the diagonal web members comprise first diagonal web members close to the core tube side and buckling restrained braces close to the frame column side; the cantilever truss and the floor slab are disconnected through a gap, and a limiting device is arranged. The viscous damper is vertically placed, the upper portion of the viscous damper is connected with the upper end of the cantilever truss, and the lower portion of the viscous damper is connected with the corbel through a length-adjustable device. Lateral resistance and load bearing are separated, the problem that local damage of a core tube structure is too large due to the outrigger truss in the earthquake action is solved, meanwhile, the energy dissipation capacity of the viscous damper is guaranteed through the length-adjustable device, active control over damage is achieved, and the service life of the viscous damper is prolonged. Therefore, each component of the super high-rise building is ensured to stably exert mechanical properties and fully realize energy dissipation and shock absorption effects.

Description

Technical Field

[0001] The present invention relates to the technical field of energy dissipation and shock absorption of building structures, and in particular to an energy dissipation and shock absorption structure of an outrigger with active damage control. Background Art

[0002] With the improvement of my country's economic level and scientific and technological level, super high-rise buildings have developed rapidly. The frame-core tube-outrigger truss structure system commonly used in super high-rise building structures mainly includes outer frame, core tube and outrigger truss, such as Figure 1 As shown, the outrigger truss connects the core tube and the outer frame, significantly enhancing the structure's lateral stiffness and serving as the primary lateral-resisting component. To reduce damage to supertall building structures during strong winds and earthquakes, scholars and engineers have recently proposed outrigger energy dissipation and vibration reduction technology, which has been applied in engineering practice. Unlike conventional frame-core tube-outrigger truss structures, the outrigger energy dissipation and vibration reduction system disconnects the outrigger truss from the frame columns and vertically arranges viscous dampers between them. These dampers utilize the displacement deformation between the frame columns and the outrigger truss to dissipate the energy of earthquakes and wind vibrations, thereby protecting the main structure. In existing outrigger energy dissipation and vibration reduction systems, the frame columns are disconnected from the outrigger truss, compromising the overall stability of the outrigger truss. This can lead to lateral instability of the outrigger truss in supertall buildings under earthquake and wind loads. Deformation of the outrigger truss often causes floor slab failure. Furthermore, under large earthquakes, the excessive damping force of the viscous dampers can cause significant stress at the connections between the core tube shear walls and the outrigger trusses, leading to localized damage. Furthermore, shrinkage and creep of the concrete in the core tube and frame columns, as well as differential foundation settlement, can cause differential vertical displacement between the core tube and frame columns. This can cause the viscous dampers to gradually deviate from their neutral position during static conditions, reducing their effective travel and preventing them from fully realizing their energy dissipation capacity under earthquake and wind loads. Summary of the Invention

[0003] In response to the above-mentioned deficiencies in the existing technology, the present invention provides an outrigger energy dissipation and shock absorption structure with active damage control, which can effectively prevent out-of-plane instability of the outrigger truss, avoid damage to the floor slab, control core tube damage and the energy dissipation capacity of the energy dissipation and shock absorption system, thereby ensuring that the various components of the super-high-rise building can stably exert their mechanical properties and fully realize the energy dissipation and shock absorption effect.

[0004] To achieve the above purpose, the technical solution of the present invention is as follows: A cantilever energy dissipation and shock absorption structure with active damage control includes a cantilever truss, the cantilever truss being disposed between a core tube and a frame column, with one side of the cantilever truss fixed to the core tube; the cantilever truss having a vertical outer contour in the shape of a trapezoid with a larger upper portion and a smaller lower portion, and being composed of a horizontal chord member, a vertical web member, and a diagonal web member; the horizontal chord member including an upper chord member and a lower chord member, the ends of the upper and lower chord members being fixed to the core tube; the vertical web member being vertically connected between the upper and lower chord members; The diagonal web members include two types, which are obliquely arranged between the upper chord and the lower chord and are respectively located on both sides of the vertical web members: the diagonal web member close to the core tube side is the first diagonal web member, whose upper end is connected to the end of the upper chord and whose lower end is connected to the connection node of the vertical web member and the lower chord; the diagonal web member close to the frame column side adopts buckling restraint support, whose upper end is connected to the other end of the upper chord and whose lower end is connected to the connection node of the vertical web member and the lower chord; The cantilever truss is disconnected from the floor slab by a gap, thereby preventing the displacement of the cantilever truss relative to the floor slab from causing local damage to the floor slab at the connection; limit devices are provided on both sides of the gap in the floor slab, and the limit devices contact the ends of the horizontal chord members of the cantilever truss to provide out-of-plane constraints for the cantilever truss; At the same time, the arm energy dissipation and shock absorption structure also includes: viscous damper, adjustable length device; The viscous damper is placed vertically, the upper part of the viscous damper is connected to the upper end of the cantilever truss, and the lower part of the viscous damper is connected to the corbel through an adjustable length device, and the corbel is fixed to the side wall of the frame column.

[0005] Advantages and beneficial effects of this application: The present invention comprehensively applies the collaborative performance of cantilever trusses, limit devices, viscous dampers, buckling restraint supports, and adjustable length devices, thereby improving the overall stability of the cantilever trusses, separating lateral resistance from load-bearing, and overcoming the problem in the prior art of excessive local damage to the core tube structure caused by cantilever trusses during earthquakes. At the same time, the energy dissipation capacity of the viscous dampers is guaranteed by the adjustable length device, and active control of damage is achieved. This is of great significance for ensuring that the various components of super-high-rise buildings stably exert their mechanical properties and fully realize the energy dissipation and shock absorption effects. BRIEF DESCRIPTION OF THE DRAWINGS

[0006] Figure 1 Schematic diagram of the conventional frame-core tube-outrigger truss structure system.

[0007] Figure 2 This is a schematic diagram of the overall structure of the cantilever energy dissipation and shock absorption structure with active damage control of the present invention.

[0008] Figure 3 for Figure 2 Top view of .

[0009] Figure 4 for Figure 2 Bottom view of .

[0010] Figure 5 for Figure 2 Schematic diagram of the connection between the intermediate viscous damper and the upper chord and adjustable length device of the cantilever truss.

[0011] Figure 6 Schematic diagram of the cross section of the adjustable length device.

[0012] Figure 7 Schematic diagram of the first limiting device.

[0013] Figure 8 Schematic diagram of the force principle in the scene.

[0014] Reference numerals: 1. Cantilever truss, 1-1. Upper chord, 1-2. Lower chord, 1-3. First diagonal web, 1-4. Vertical web, 1-5. Buckling restrained brace; 2. Frame column; 3. Core tube; 4-1. Upper floor slab, 4-2. Lower floor slab; 5. Viscous damper, 5-1. Pin; 6. Adjustable length device, 6-1. Screw, 6-2. Sleeve; 7. Corbel; 8-1. First limit device, 8-2. Second limit device, 8-1-1. Sliding device, 8-1-2. Steel plate; 9-1. Upper floor beams, 9-2. Lower floor beams; 12. Gap. DETAILED DESCRIPTION

[0015] The technical solution provided by this application will be further described below in conjunction with specific embodiments and accompanying drawings. The advantages and features of this application will become more apparent with reference to the following description.

[0016] Example like Figure 2 、 Figure 3 、 Figure 4 、 Figure 5 As shown, an outrigger energy dissipation and shock absorption structure with active damage control includes a cantilever truss 1, which is arranged between a core tube 3 and a frame column 2, with one side of the cantilever truss 1 fixed to the core tube 3. The cantilever truss 1 has a trapezoidal profile with a larger upper portion and a smaller lower portion, and is composed of a horizontal chord member, vertical web members 1-4, and diagonal web members. The horizontal chord member includes an upper chord member 1-1 and a lower chord member 1-2, and the ends of the upper chord member 1-1 and the lower chord member 1-2 are fixed to the core tube 3. The vertical web member 1-4 is vertically connected between the upper chord member 1-1 and the lower chord member 1-2. The diagonal web members include two types, which are obliquely arranged between the upper chord 1-1 and the lower chord 1-2, and are respectively located on both sides of the vertical web member 1-4: the diagonal web member close to the core tube side is the first diagonal web member 1-3, whose upper end is connected to the end of the upper chord 1-1, and whose lower end is connected to the connection node between the vertical web member 1-4 and the lower chord 1-2; the diagonal web member close to the frame column side adopts a buckling restraint support 1-5, whose upper end is connected to the other end of the upper chord 1-1, and its lower end is connected to the connection node between the vertical web member 1-4 and the lower chord 1-2, which plays a fuse effect in terms of functional mechanism; The cantilever truss is disconnected from the floor slab by providing a gap 12 to prevent the displacement of the cantilever truss relative to the floor slab from causing local damage to the floor slab at the connection point; limit devices are provided on both sides of the floor slab gap, and the limit devices contact the ends of the horizontal chord members of the cantilever truss 1 to provide out-of-plane constraints for the cantilever truss; At the same time, the arm energy dissipation and shock absorption structure also includes: a viscous damper 5, an adjustable length device 6; The viscous damper 5 is placed vertically, the upper part of the viscous damper 5 is connected to the upper end of the cantilever truss 1, and the lower part of the viscous damper 5 is connected to the corbel 7 through the adjustable length device 6, and the corbel 7 is fixed to the side wall of the frame column.

[0017] Specifically, such as Figure 2 、 Figure 3 、 Figure 4 As shown, the upper chord 1-1 and the lower chord 1-2 of the cantilever truss 1 are arranged parallel to the floor slab; a gap 12 is provided at the contact position between the upper chord 1-1 of the cantilever truss 1 and the upper floor slab 4-1, as well as at the contact position between the lower chord 1-2 of the cantilever truss 1 and the lower floor slab 4-2. Floor beams are provided on both sides of the gap 12 as side beams of the floor slab: an upper floor beam 9-1 is arranged on each side of the gap in the upper floor slab 4-1 as a side beam of the upper floor slab, and a lower floor beam 9-2 is arranged on each side of the gap in the lower floor slab 4-2 as a side beam of the lower floor slab; The limiting device includes a first limiting device 8-1 and a second limiting device 8-2, which are respectively arranged on the upper floor beam 9-1 and the lower floor beam 9-2, and respectively contact the ends of the upper chord 1-1 and the lower chord 1-2 of the cantilever truss 1.

[0018] Furthermore, the limiting device includes a steel plate 8-1-2 and a sliding device 8-1-1 for reducing friction, wherein: the steel plate 8-1-2 is fixed on the floor beam; the sliding device 8-1-1 is fixed on the steel plate 8-1-2 and is in close contact with the ends of the upper and lower chords of the cantilever truss.

[0019] Furthermore, the sliding device 8-1-1 of the limiting device can be a polytetrafluoroethylene plate, a stainless steel plate, a brass plate, a rubber sheet, or other materials that can play a limiting role and reduce friction at the same time.

[0020] In the embodiment, the steel plate 8-1-2 of the limiting device is welded to the flange of the floor beam, and the sliding device 8-1-1 of the limiting device can be fixed to the steel plate by using adhesive materials such as epoxy resin glue.

[0021] Furthermore, the upper and lower parts of the viscous damper 5 are provided with pin holes, and the upper end of the cantilever truss 1 is provided with a connecting ear plate, and a pin shaft 5-1 is used to connect the pin hole of the upper part of the viscous damper and the connecting ear plate of the upper end of the cantilever truss, thereby connecting the upper part of the viscous damper to the upper end of the cantilever truss; the upper part of the adjustable length device 6 is provided with a connecting ear plate, and a pin shaft 5-1 is used to connect the pin hole of the lower part of the viscous damper and the connecting ear plate of the upper part of the adjustable length device 6, thereby connecting the lower part of the viscous damper to the upper part of the adjustable length device 6.

[0022] Furthermore, the upper end of the adjustable length device 6 is connected to the viscous damper 5, and the lower end is connected to the frame column 2 through the corbel 7. Figure 6 As shown, the adjustable length device 6 includes a screw 6-1 and a sleeve 6-2. The upper section of the screw 6-1 is a connecting lug, and the lower section is a threaded rod. The sleeve 6-2 is provided with threads that match the threaded rod of the screw 6-1. The bottom of the screw is connected to the sleeve through a thread.

[0023] Furthermore, a pre-embedded steel plate is provided in the corbel 7, and the corbel 7 is connected to the steel frame in the frame column by welding; the bottom of the sleeve of the adjustable length device 6 is connected to the pre-embedded steel plate in the corbel 7 by welding.

[0024] The adjustable length device ensures the viscous damper's energy dissipation capacity, enabling active damage control. Specifically, to adjust the length of the adjustable length device 6, the viscous damper must first be removed. The screw is then rotated to a certain length so that the damper's static position is mid-travel, and the damper is then installed. This ensures the viscous damper's effective travel and fully utilizes its energy dissipation capacity.

[0025] By creating gaps in the floor slab and installing stoppers, the lateral resistance and load-bearing are separated, providing out-of-plane constraints for the cantilever trusses and preventing them from buckling. Specifically, the stoppers are installed after the cantilever trusses to ensure sufficient space for installation. After the cantilever trusses are installed, the sliding devices are inserted between the steel plate and the chords of the cantilever trusses. The thickness of the sliding devices is adjusted to ensure that the sliding devices are in close contact with the ends of the upper and lower chords of the cantilever trusses.

[0026] The above-mentioned buckling restrained supports 1-5, viscous damper 5, adjustable length device 6, and limit device cooperate with each other to form an "energy dissipation and shock absorption system", which maximizes the shock absorption and energy consumption capabilities in the application scenario of super high-rise buildings in an active control manner.

[0027] The arm energy dissipation and shock absorption structure proposed in the present invention effectively combines the gap structure, buckling restraint support, limit device, viscous damper, and adjustable length device. Through the coordinated work of various parts, it exerts its advantageous performance, maximizes its strengths and minimizes its weaknesses, and has the following beneficial effects: 1. Viscous Damper Stroke Reset: The present invention utilizes an adjustable length device 6. When a displacement difference occurs between the core tube 3 and the frame column 2 due to shrinkage, creep, differential foundation settlement, or other reasons, the length of the adjustable length device 6 is adjusted to reset the static position of the viscous damper 5 to the middle of its stroke, thereby ensuring the effective stroke of the viscous damper 5 and fully utilizing its energy dissipation capacity.

[0028] Second, preventing local damage to the core tube: This invention combines the advantages of viscous dampers 5 and buckling-restrained braces 1-5. On the one hand, the nonlinear output characteristics of viscous dampers 5 effectively prevent excessive damping force output. On the other hand, when extreme conditions such as large earthquakes and extremely strong winds occur, when viscous dampers 5 may generate large damping forces, by proactively selecting appropriate buckling-restrained braces 1-5 specifications, the buckling-restrained braces 1-5 yield when the damping force reaches a predetermined value. This maintains the internal forces in the buckling-restrained braces 1-5 within a controllable range and does not continue to increase with earthquakes and wind forces, thereby preventing excessive internal forces in the cantilever trusses. This fuse effect of the buckling-restrained braces 1-5 prevents the connection between the core tube 3 and the cantilever trusses from being subjected to excessive forces and causing damage. This ensures that the structure maintains its overall integrity while ensuring effective shock absorption and energy dissipation.

[0029] like Figure 8 As shown: 1) When under the action of earthquake or strong wind, the output of viscous damper 5 is F N When the axial force F in the buckling restraint support 1-5 is BRB =F N / sinɑ, the axial force between the upper chord 1-1 and the lower chord 1-2 of the cantilever truss is F1=F3cosβ-F BRB cosɑ、F2=F N / tanɑ, the axial force F3 in the first diagonal member 1-3 of the outrigger truss = F N / sinβ.

[0030] 2) From the above relationship, we can see that F1=F BRB sinɑ(cotβ-cotɑ),F2=F BRB cosɑ,F3=F BRBsinɑ / sinβ, that is, the forces F1, F2, F3 acting on the core tube 3 wall and the axial force F of the buckling restraint supports 1-5 BRB Proportional to F N =F BRB sinɑ, that is, the force F acting on frame column 2 N Axial force F of buckling restrained supports 1-5 BRB Directly proportional.

[0031] 3) Therefore, when the axial force of the buckling restrained supports 1-5 reaches the yield bearing capacity (threshold), the axial force of the buckling restrained supports 1-5 no longer increases, which can ensure that the forces F1, F2, F3, F N No more increase.

[0032] 4) Assume that the bearing capacities of core tube 3 and frame column 2 are F 01 、F 02 , when F1 is not greater than F 01 The combined force of F2 and F3 is not greater than F 01 Time, F N No more than F 02 When the core tube 3 and frame column 2 are connected, it can ensure that they will not be damaged under the action of earthquakes and strong winds.

[0033] 5) That is, F1=F BRB sinɑ(cotβ-cotɑ)≤F 01 ,F2+F3=F BRB cosɑ+F BRB sinɑ / sinβ≤F 01 , F N =F BRB sinɑ≤F 02 At this point, the yield bearing capacity (threshold) of the buckling restrained supports 1-5 that ensures the shear wall and frame column 2 used to construct the core tube 3 are not damaged is F BRB =min{F 01 / sinɑ(cotβ-cotɑ), F 01 / (cosɑ+sinɑ / sinβ),F 02 / sinɑ}.

[0034] 3. Separation of lateral resistance and load-bearing: The present invention separates the cantilever truss from the surrounding floor slabs by setting a gap and arranging double beams in the gap, so as to separate the lateral resistance and load-bearing structure, and avoid local damage to the floor slab at the connection caused by the displacement of the cantilever truss relative to the floor slab.

[0035] 4. Preventing out-of-plane instability of the cantilever truss: The present invention sets a limit device at the end of the cantilever truss. The limit device contacts the cantilever truss through a low-friction sliding device, which can provide out-of-plane constraints for the cantilever truss, but does not limit the vertical deformation of the cantilever truss, thereby preventing the cantilever truss from lateral instability under strong winds and strong earthquakes.

[0036] Furthermore, the height of the cantilever truss may be the height of one floor or the height of multiple floors, but generally does not exceed the height of three floors; The first diagonal web members 1-3 of the cantilever truss can be single diagonal members or cross diagonal members; The cross-section of the horizontal chord member, the vertical web member and the first diagonal web member of the cantilever truss can be I-shaped or box-shaped.

[0037] Furthermore, the viscous damper may be arranged individually or in pairs, and the viscous damper may also be replaced by an oil damper.

[0038] The above description is only a description of the preferred embodiments of the present application and does not limit the scope of the present application. Any changes or modifications made by any person skilled in the art based on the above disclosed technical content should be regarded as equivalent valid embodiments and fall within the scope of protection of the technical solution of the present application.

Claims

1. A cantilever energy dissipation and shock absorption structure with active damage control, comprising a cantilever truss (1), wherein the cantilever truss (1) is arranged between a core tube (3) and a frame column (2), and one side of the cantilever truss (1) is fixed to the core tube (3); the cantilever truss (1) has a vertical outer contour shape of a trapezoid with a larger upper portion and a smaller lower portion, and is composed of a horizontal chord member, a vertical web member (1-4), and an oblique web member, wherein the horizontal chord member comprises an upper chord member (1-1) and a lower chord member (1-2), the ends of the upper chord member (1-1) and the lower chord member (1-2) are fixed to the core tube (3), and the vertical web member (1-4) is vertically connected between the upper chord member (1-1) and the lower chord member (1-2); and the characteristics are: The diagonal web members include two types, which are obliquely arranged between the upper chord (1-1) and the lower chord (1-2) and are respectively located on both sides of the vertical web member (1-4): the diagonal web member close to the core tube side is a first diagonal web member (1-3), the upper end of which is connected to the end of the upper chord (1-1), and the lower end of which is connected to the connection node between the vertical web member (1-4) and the lower chord (1-2); the diagonal web member close to the frame column side adopts a buckling restraint support (1-5), the upper end of which is connected to the other end of the upper chord (1-1), and the lower end of which is connected to the connection node between the vertical web member (1-4) and the lower chord (1-2); The cantilever truss is disconnected from the floor slab by providing a gap (12) to prevent the displacement of the cantilever truss relative to the floor slab from causing local damage to the floor slab at the connection; limiting devices are provided on both sides of the floor slab gap, and the limiting devices are in contact with the ends of the horizontal chord members of the cantilever truss (1) to provide out-of-plane constraints for the cantilever truss; At the same time, the arm energy dissipation and shock absorption structure also includes: a viscous damper (5), an adjustable length device (6); The viscous damper (5) is placed vertically, the upper part of the viscous damper (5) is connected to the upper end of the cantilever truss (1), and the lower part of the viscous damper (5) is connected to the corbel (7) through the adjustable length device (6), and the corbel (7) is fixed to the side wall of the frame column.

2. The damage active control cantilever energy dissipation and shock absorption structure according to claim 1, characterized in that: A gap (12) is provided at the contact position between the upper chord (1-1) of the cantilever truss (1) and the upper floor slab (4-1), and at the contact position between the lower chord (1-2) of the cantilever truss (1) and the lower floor slab (4-2) to separate the floor slabs. Floor beams are provided on both sides of the gap (12) as side beams of the floor slabs: an upper floor beam (9-1) is arranged on each side of the gap of the upper floor slab (4-1) as a side beam of the upper floor slab, and a lower floor beam (9-2) is arranged on each side of the gap of the lower floor slab (4-2) as a side beam of the lower floor slab; The limiting device comprises a first limiting device (8-1) and a second limiting device (8-2), which are respectively arranged on the upper floor beam (9-1) and the lower floor beam (9-2), and respectively contact the ends of the upper chord (1-1) and the lower chord (1-2) of the cantilever truss (1).

3. The damage active control cantilever energy dissipation and shock absorption structure according to claim 1, characterized in that: The limiting device comprises a steel plate (8-1-2) and a sliding device (8-1-1) for reducing friction, wherein: the steel plate (8-1-2) is fixed on the floor beam; the sliding device (8-1-1) is fixed on the steel plate (8-1-2) and is in close contact with the ends of the upper and lower chords of the cantilever truss.

4. The damage active control cantilever energy dissipation and shock absorption structure according to claim 1, characterized in that: The upper and lower parts of the viscous damper (5) are provided with pin holes, the upper end of the cantilever truss (1) is provided with a connecting ear plate, and a pin shaft (5-1) is used to connect the pin hole of the upper part of the viscous damper and the connecting ear plate of the upper end of the cantilever truss (1), thereby connecting the upper part of the viscous damper to the upper end of the cantilever truss; the upper part of the adjustable length device (6) is provided with a connecting ear plate, and a pin shaft (5-1) is used to connect the pin hole of the lower part of the viscous damper and the connecting ear plate of the upper part of the adjustable length device (6), thereby connecting the lower part of the viscous damper to the upper part of the adjustable length device (6).

5. The damage active control cantilever energy dissipation and shock absorption structure according to claim 1, characterized in that: The adjustable length device (6) comprises a screw rod (6-1) and a sleeve (6-2); the upper section of the screw rod (6-1) is a connecting ear plate, and the lower section is a threaded rod; a thread matching the threaded rod of the screw rod (6-1) is provided in the sleeve (6-2); and the bottom of the screw rod is connected to the sleeve via a thread.

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