A damage active control outrigger energy dissipation structure

Abstract

A damage-actively-controlled outrigger energy dissipation and vibration reduction structure includes a cantilever truss positioned between the core tube and frame columns. The cantilever truss has a trapezoidal profile, wider at the top and narrower at the bottom, and is composed of horizontal chord members, vertical web members, and diagonal web members. The diagonal web members include a first diagonal web member near the core tube and a buckling-restrained brace near the frame column. The cantilever truss is disconnected from the floor slab by a gap and a limit device is provided. A viscous damper is placed vertically, its upper part connected to the upper end of the cantilever truss, and its lower part connected to a corbel via an adjustable length device. This invention separates lateral resistance from load-bearing, overcoming the problem of excessive local damage to the core tube structure caused by the outrigger truss during earthquakes. Simultaneously, the adjustable length device ensures the energy dissipation capacity of the viscous damper, achieving active damage control. This ensures that all components of the super high-rise building stably perform their mechanical properties and fully realize the energy dissipation and vibration reduction effect.

Description

Technical Field

[0001] This invention relates to the field of energy dissipation and vibration reduction technology in building structures, specifically to an outrigger energy dissipation and vibration reduction structure with active damage control. Background Technology

[0002] With the improvement of my country's economic and scientific and technological levels, super high-rise buildings have developed rapidly. The frame-core tube-outrigger truss structural system commonly used in super high-rise buildings mainly includes an outer frame, a core tube, and outrigger trusses, such as... Figure 1 As shown, the outrigger truss connects the core tube and the outer frame, significantly improving the lateral stiffness of the structure and serving as a primary lateral resistance component. To reduce damage to super high-rise building structures during strong winds and earthquakes, scholars and engineers have proposed outrigger energy dissipation and damping technology in recent years, which has been applied in engineering practice. Unlike conventional frame-core-outrigger truss structures, the outrigger energy dissipation and damping system disconnects the outrigger truss from the frame columns and vertically arranges viscous dampers between them. The viscous dampers utilize the slip 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 damping systems, the frame columns are disconnected from the outrigger truss, and the overall stability of the outrigger truss cannot be guaranteed. This may lead to lateral instability of the outrigger truss under earthquake and wind loads in super high-rise buildings, and the deformation of the outrigger truss often causes floor slab damage. Furthermore, under mega-earthquake conditions, excessive damping force from the viscous damper may cause significant stress at the connection between the core shear wall and the outrigger truss, leading to localized damage. Additionally, shrinkage and creep of the core and frame column concrete, along with differential settlement of the foundation, cause vertical displacement differences between the core and frame columns. This can lead to the viscous damper gradually deviating from its central position when static, reducing its effective stroke and preventing it from fully utilizing its energy dissipation capacity under seismic and wind loads. Summary of the Invention

[0003] To address the shortcomings of the existing technologies, this invention provides a damage-actively-controlled outrigger energy dissipation and vibration reduction structure that can effectively prevent out-of-plane instability of the outrigger truss, avoid floor damage, control core tube damage and the energy dissipation and vibration reduction system's energy consumption capacity, thereby ensuring that all components of a super high-rise building stably perform their mechanical properties and fully realize the energy dissipation and vibration reduction effect.

[0004] To achieve the above objectives, the technical solution of the present invention is as follows:

[0005] A damage-actively-controlled outrigger energy dissipation and vibration reduction structure includes a cantilever truss, which is disposed between a core tube and frame columns, with one side of the cantilever truss fixed to the core tube. The external profile of the cantilever truss is a trapezoid with a larger upper section and a smaller lower section, and is composed of horizontal chord members, vertical web members, and diagonal web members. The horizontal chord members include an upper chord and a lower chord, the ends of which are fixed to the core tube. The vertical web members are vertically connected between the upper and lower chord members.

[0006] The diagonal web members include two types, which are diagonally arranged between the upper chord and the lower chord, and are located on both sides of the vertical web members respectively: the diagonal web member closer 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 between the vertical web member and the lower chord; the diagonal web member closer 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 between the vertical web member and the lower chord.

[0007] The cantilever truss is disconnected from the floor slab by a gap to prevent local damage to the floor slab at the connection point caused by the displacement of the cantilever truss relative to the floor slab; 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 to provide out-of-plane constraints for the cantilever truss;

[0008] Meanwhile, the outrigger energy dissipation and damping structure also includes: a viscous damper and an adjustable length device;

[0009] The viscous damper is placed vertically, with its upper part connected to the upper end of the cantilever truss, and its lower part connected to the corbel via an adjustable length device. The corbel is fixed to the side wall of the frame column.

[0010] The advantages and beneficial effects of this application are as follows:

[0011] This invention comprehensively utilizes the synergistic performance of cantilever trusses, limiting devices, viscous dampers, buckling-restrained braces, and adjustable length devices to improve the overall stability of cantilever trusses, separate lateral resistance from load-bearing, and overcome the problem of excessive local damage to the core tube structure caused by cantilever trusses during earthquakes in existing technologies. At the same time, the adjustable length device ensures the energy dissipation capacity of the viscous dampers, realizing active damage control. This is of great significance for ensuring that the various components of super high-rise buildings stably perform their mechanical properties and fully realize energy dissipation and vibration reduction effects. Attached Figure Description

[0012] Figure 1 This is a schematic diagram of a conventional frame-core tube-outrigger truss structure system.

[0013] Figure 2 This is a schematic diagram of the overall structure of the outrigger energy dissipation and vibration reduction structure for active damage control according to the present invention.

[0014] Figure 3 for Figure 2 Top view.

[0015] Figure 4 for Figure 2 A bottom view.

[0016] Figure 5 for Figure 2 A schematic diagram showing the connection between the medium-viscosity damper and the upper chord of the cantilever truss and the adjustable length device.

[0017] Figure 6 This is a cross-sectional schematic diagram of the adjustable length device.

[0018] Figure 7 This is a schematic diagram of the first limiting device.

[0019] Figure 8 This is a schematic diagram illustrating the force principle in the given scenario.

[0020] Figure label:

[0021] 1. Cantilever truss, 1-1. Top chord, 1-2. Bottom chord, 1-3. First diagonal web member, 1-4. Vertical web member, 1-5. Buckling restraint brace; 2. Frame column; 3. Core tube; 4-1. Upper floor slab, 4-2. Lower floor slab;

[0022] 5. Viscous damper; 5-1. Pin; 6. Adjustable length device; 6-1. Screw; 6-2. Sleeve; 7. Bracket; 8-1. First limiting device; 8-2. Second limiting device; 8-1-1. Sliding device; 8-1-2. Steel plate;

[0023] 9-1. Upper floor beam; 9-2. Lower floor beam; 12. Gap. Detailed Implementation

[0024] The technical solutions provided in this application will be further described below with reference to specific embodiments and accompanying drawings. The advantages and features of this application will become clearer from the following description.

[0025] Example

[0026] like Figure 2 , Figure 3 , Figure 4 , Figure 5As shown, a damage-actively-controlled outrigger energy dissipation and vibration reduction structure includes a cantilever truss 1, which is disposed 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 external profile of the cantilever truss 1 is a trapezoid with a larger upper section and a smaller lower section, and is composed of horizontal chord members, vertical web members 1-4, and diagonal web members. The horizontal chord members include an upper chord member 1-1 and a lower chord member 1-2, the ends of which are fixed to the core tube 3. The vertical web members 1-4 are vertically connected between the upper chord member 1-1 and the lower chord member 1-2.

[0027] The diagonal web members include two types, diagonally arranged between the upper chord 1-1 and the lower chord 1-2, and respectively located on both sides of the vertical web member 1-4: the diagonal web member closer 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 closer to the frame column side is a buckling restraint brace 1-5, whose upper end is connected to the other 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, which acts as a fuse in terms of functional mechanism;

[0028] The cantilever truss is disconnected from the floor slab by a gap 12 to prevent local damage to the floor slab at the connection point caused by the displacement of the cantilever truss relative to the floor slab; a limiting device is provided on both sides of the floor slab gap, and the limiting device contacts the end of the horizontal chord member of the cantilever truss 1 to provide out-of-plane constraint for the cantilever truss.

[0029] Meanwhile, the outrigger energy dissipation and damping structure also includes: a viscous damper 5 and an adjustable length device 6;

[0030] The viscous damper 5 is placed vertically, with its upper part connected to the upper end of the cantilever truss 1, and its lower part connected to the corbel 7 via an adjustable length device 6. The corbel 7 is fixed to the side wall of the frame column.

[0031] Specifically, such as Figure 2 , Figure 3 , Figure 4 As shown, the upper chord 1-1 and lower chord 1-2 of the cantilever truss 1 are arranged parallel to the floor slab; gaps 12 are provided at the contact positions of the upper chord 1-1 of the cantilever truss 1 and the upper floor slab 4-1, and at the contact positions of 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 gaps 12 as edge beams of the floor slab: an upper floor beam 9-1 is arranged on each side of the gap of the upper floor slab 4-1 as an edge 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 an edge beam of the lower floor slab.

[0032] The limiting device includes a first limiting device 8-1 and a second limiting device 8-2, which are respectively installed 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.

[0033] Furthermore, the limiting device includes a steel plate 8-1-2 and a friction-reducing sliding device 8-1-1, wherein: the steel plate 8-1-2 is fixed to the floor beam; the sliding device 8-1-1 is fixed to the steel plate 8-1-2 and is in close contact with the ends of the upper and lower chords of the cantilever truss.

[0034] 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 limit movement while reducing friction.

[0035] In this 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 using adhesive materials such as epoxy resin.

[0036] Furthermore, the viscous damper 5 has pin holes at its upper and lower parts, and the cantilever truss 1 has a connecting lug plate at its upper end. A pin shaft 5-1 is used to connect the pin hole at the upper part of the viscous damper to the connecting lug plate at 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 adjustable length device 6 has a connecting lug plate at its upper part, and a pin shaft 5-1 is used to connect the pin hole at the lower part of the viscous damper to the connecting lug plate at 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.

[0037] 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 via a bracket 7. For example... 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 a thread that mates with the threaded rod of the screw 6-1. The bottom of the screw is connected to the sleeve by a thread.

[0038] Furthermore, the corbel 7 is provided with a pre-embedded steel plate, 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.

[0039] The adjustable length device ensures the energy dissipation capacity of the viscous damper, enabling proactive damage control. Specifically, when adjusting the length of the adjustable length device 6, the viscous damper must first be removed, then the screw is rotated to a certain length so that the static position of the viscous damper is in the middle of its stroke, and then the viscous damper is reinstalled. This ensures the effective stroke of the viscous damper and fully utilizes its energy dissipation capacity.

[0040] By creating gaps in the floor slab and installing limiting devices, lateral resistance and load-bearing are separated, providing out-of-plane constraints for the cantilever truss and preventing out-of-plane instability. Specifically, the limiting devices are installed after the cantilever truss to ensure that the cantilever truss has sufficient installation space. After the cantilever truss is installed, the sliding device is inserted between the steel plate and the chord of the cantilever truss. The thickness of the sliding device is adjusted to ensure that the sliding device is tightly attached to the ends of the upper and lower chords of the cantilever truss.

[0041] The buckling restraint braces 1-5, viscous damper 5, adjustable length device 6, and limiting device mentioned above work together to form an "energy dissipation and vibration reduction system," which maximizes the vibration reduction and energy dissipation capacity in super high-rise building applications through active control.

[0042] The outrigger energy dissipation and vibration reduction structure proposed in this invention effectively combines a jointless structure, buckling restraint brace, limiting device, viscous damper, and adjustable length device. Through the coordinated work of each part, it leverages its advantages and avoids its disadvantages, resulting in beneficial effects:

[0043] 1. Viscous damper stroke reset: The present invention adopts an adjustable length device 6. When the core tube 3 and the frame column 2 have a displacement difference due to shrinkage, creep, differential settlement of the foundation, etc., the static position of the viscous damper 5 is located in the middle of the stroke by adjusting the length of the adjustable length device 6, thereby ensuring the effective stroke of the viscous damper 5 and giving full play to its energy dissipation capacity.

[0044] II. Prevention of Localized Damage to the Core Tube: This invention combines the advantages of the viscous damper 5 and the buckling restraint braces 1-5. On the one hand, the nonlinear output characteristics of the viscous damper 5 can effectively avoid excessive damping force output. On the other hand, when extreme conditions such as mega-earthquakes and super-strong winds occur, and the viscous damper 5 may generate large damping forces, by actively selecting appropriate buckling restraint braces 1-5 specifications, the buckling restraint braces will yield when the damping force reaches a certain predetermined value. The internal forces in the buckling restraint braces 1-5 will remain within a controllable range and will not continue to increase with earthquakes and wind forces, thus preventing excessive internal forces in the outrigger truss. This fuse effect of the buckling restraint braces 1-5 can prevent damage caused by excessive forces at the connection between the core tube 3 and the outrigger truss. This ensures that the structure maintains its overall structural integrity while guaranteeing vibration reduction and energy dissipation effects.

[0045] like Figure 8 As shown:

[0046] 1) Under the action of an earthquake or strong wind, the output force of the viscous damper 5 is F. N At that time, the axial force F in buckling-restrained supports 1-5 BRB =F N / sinɑ, the axial forces F1=F3cosβ-F in the upper chord 1-1 and lower chord 1-2 of the cantilever truss. BRB cosɑ、F2=F N / tanɑ, The axial force F3 in the first diagonal web member 1-3 of the outrigger truss is F N / sinβ.

[0047] 2) As can be seen from the above relationships, F1 = F BRB sinɑ(cotβ-cotɑ),F2=F BRB cosɑ, F3=F BRB sinα / sinβ, i.e., the forces F1, F2, and F3 acting on the core tube 3 wall and the axial force F of the buckling restraint braces 1-5. BRB Proportional; F N =F BRB sinɑ, that is, the force F acting on frame column 2. N Axial force F of buckling restraint supports 1-5 BRB Proportional.

[0048] 3) Therefore, when the axial force of the buckling-restrained brace 1-5 reaches the yield bearing capacity (threshold), the axial force of the buckling-restrained brace 1-5 will no longer increase, thus ensuring that the forces F1, F2, F3, and F2 acting on the core tube 3 wall and frame column 2 are effectively neutralized. N No more additions will be made.

[0049] 4) Assume that the bearing capacities of core tube 3 and frame column 2 are F respectively. 01 F 02 When F1 is not greater than F 01 The resultant force of F2 and F3 is not greater than F. 01 Time, F N Not greater than F 02 This ensures that the core tube 3 and frame columns 2 will not be damaged under earthquake and strong wind conditions.

[0050] 5) That is, it must satisfy: F1=F BRB sinɑ(cotβ-cotɑ)≤F 01 F2 + F3 = F BRB cosɑ+F BRB sinα / sinβ≤F 01 F N =F BRB sinɑ≤F 02At this point, the yield bearing capacity (threshold) of the buckling-restrained braces 1-5, which ensure that the shear wall and frame column 2 used to construct the core tube 3 are not damaged, can be obtained as F. BRB =min{F 01 / sinɑ(cotβ-cotɑ), F 01 / (cosɑ+sinɑ / sinβ),F 02 / sinɑ}.

[0051] 3. Separation of lateral resistance and load-bearing: This invention separates the cantilever truss from the surrounding floor slab by setting a joint, and arranges double beams at the joint, so as to separate the lateral resistance and load-bearing structure and avoid local damage to the floor slab at the connection point caused by the displacement of the cantilever truss relative to the floor slab.

[0052] IV. Preventing out-of-plane instability of cantilever trusses: The present invention provides a limiting device at the end of the cantilever truss. The limiting 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 restrict the vertical deformation of the cantilever truss, thus preventing the cantilever truss from becoming laterally unstable under strong winds and earthquakes.

[0053] Furthermore, the height of the cantilever truss can be the height of one floor or multiple floors, but generally does not exceed the height of three floors.

[0054] The first diagonal brace 1-3 of the cantilever truss can be a single diagonal brace or a cross diagonal brace;

[0055] The cross-sectional shape of the horizontal chord members, vertical web members, and first diagonal web members of the cantilever truss can be either I-shaped or box-shaped.

[0056] Furthermore, the viscous dampers can be arranged individually or in pairs, and the viscous dampers can also be replaced by oil dampers.

[0057] The above description is merely a description of preferred embodiments of this application and is not intended to limit the scope of this application in any way. Any changes or modifications made by those skilled in the art based on the above-disclosed technical content should be considered as equivalent and valid embodiments and fall within the scope of protection of the technical solution of this application.

Claims

1. A damage-actively-controlled outrigger energy dissipation and vibration reduction structure, comprising a cantilever truss (1), wherein the cantilever truss (1) is disposed 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 external profile of the cantilever truss (1) is a trapezoid with a larger upper section and a smaller lower section, and is composed of horizontal chord members, vertical web members (1-4), and diagonal web members, wherein the horizontal chord members include 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 members (1-4) are vertically connected between the upper chord member (1-1) and the lower chord member (1-2); characterized in that: The diagonal web members include two types, which are diagonally 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 closer 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 closer to the frame column side adopts a buckling restraint brace (1-5), whose upper end is connected to the other 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 cantilever truss is disconnected from the floor slab by setting a gap (12) to avoid local damage to the floor slab at the connection point caused by the displacement of the cantilever truss relative to the floor slab; a limiting device is set on both sides of the floor slab gap, and the limiting device contacts the end of the horizontal chord member of the cantilever truss (1) to provide out-of-plane constraint for the cantilever truss; Meanwhile, the outrigger energy dissipation and damping structure also includes: a viscous damper (5) and 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). The lower part of the viscous damper (5) is connected to the corbel (7) through an adjustable length device (6). The corbel (7) is fixed to the side wall of the frame column.

2. The outrigger energy dissipation and vibration reduction structure with active damage control as described in claim 1, characterized in that, The upper chord (1-1) of the cantilever truss (1) and the upper floor slab (4-1) are connected by gaps (12) to separate the floor slabs. Floor beams are provided on both sides of the gaps (12) as edge 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 an edge 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 an edge 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 installed 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 outrigger energy dissipation and vibration reduction structure with active damage control as described in claim 1, characterized in that, 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 to the floor beam; the sliding device (8-1-1) is fixed to 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 outrigger energy dissipation and vibration reduction structure with active damage control as described in claim 1, characterized in that, 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. The pin hole of the upper part of the viscous damper is connected to the connecting ear plate of the upper end of the cantilever truss (1) by a pin shaft (5-1), 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 the pin hole of the lower part of the viscous damper is connected to the connecting ear plate of the upper part of the adjustable length device (6) by a pin shaft (5-1), thereby connecting the lower part of the viscous damper to the upper part of the adjustable length device (6).

5. The outrigger energy dissipation and vibration reduction structure with active damage control as described in claim 1, characterized in that, 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 a thread that mates with the threaded rod of the screw (6-1); the bottom of the screw is connected to the sleeve by a thread.

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