Buckling restrained braced outrigger truss and composite shock-absorbing high-rise structure system

Abstract

The present invention relates to the technical field of energy dissipation and shock absorption of building structures, and specifically to a buckling-restrained support cantilever truss and a composite shock-absorbing high-rise structure system. The buckling-restrained support cantilever truss is connected between an inner tube and an outer tube, and the diagonal web is a non-yielding load-bearing first buckling-restrained support and a yielding energy-absorbing second buckling-restrained support arranged in parallel, comprising a cantilever truss, a toggle second link, and a viscous damper. A composite shock-absorbing high-rise structure system is formed by combining the buckling-restrained support cantilever truss and a multiple displacement amplification viscous energy dissipation mechanism. The cantilever truss and the energy dissipation mechanism work together, the energy dissipation and stiffness mechanisms are diverse and coordinated, the shock absorption effect is obvious and effective, and multiple defense lines of the high-rise structure can be realized. The structure is simple, the construction is convenient, and the building space usability and economy are good.

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 a buckling-restrained support cantilever truss and a composite shock-absorbing high-rise structure system. Background Art

[0002] The frame-core tube and tube-in-tube structures commonly used in high-rise buildings have good seismic performance and building usability. By installing relatively rigid outrigger trusses in frame-core tube and tube-in-tube structures, the structure's lateral stiffness can be significantly improved, reducing lateral deformation under wind loads and earthquakes. However, excessive lateral stiffness can easily lead to the existence of weak layers. Therefore, the "Code for Seismic Design of Buildings" (GB50011-2010) recommends the use of multiple layers of relatively low-stiffness outriggers distributed evenly along the height of the building. This method can effectively improve the overall lateral stiffness of the structure while avoiding the weak layer problem caused by the excessive lateral stiffness of single-layer outrigger trusses. Figures 1 to 3 This is a schematic diagram of the structure of an outrigger truss in existing technology. Conventional outrigger trusses often utilize ordinary steel supports, but these supports are prone to buckling and instability when subjected to compression, resulting in a loss of stiffness and load-bearing capacity, making the deformation of the outrigger truss unable to meet regulatory requirements. To improve the buckling capacity of ordinary steel supports, the conventional approach is to increase the cross-section. However, this also increases the stiffness of the outrigger truss, subjecting the structure to greater seismic loads. This can further hinder structural deformation and create weak layers.

[0003] There are solutions specifically proposed for the above-mentioned weak layers in the prior art, such as patent CN 105986628A, which discloses a buckling-resistance brace cantilever truss. Specifically, it discloses that the diagonal web members in the cantilever truss adopt buckling-resistance braces (i.e., buckling-restrained braces). Under wind loads and small earthquakes, the buckling-resistance braces provide the necessary bearing capacity and lateral stiffness. Under the action of a large earthquake, the buckling-resistance braces repeatedly yield in tension and compression to dissipate the earthquake input energy, provide additional damping to the structure, and play the role of energy dissipation and shock absorption. This technical solution solves the problem of the support not buckling and becoming unstable under the action of a large earthquake, and the bearing capacity does not increase significantly after the support yields, effectively preventing the formation of a weak layer. After the buckling-resistance brace yields, it can also dissipate the input energy of the earthquake, thereby reducing the lateral deformation of the structure. When the buckling-resistance brace yields, the stiffness is also greatly reduced, and it cannot provide a stable and large stiffness effect for the structure. This will cause the deformation of the structure under a large earthquake to be too large and exceed the specification limit. Therefore, a large number of buckling-resistance braces need to be arranged. In addition, buckling-resistance braces generally do not yield and dissipate energy under wind loads and small earthquakes. The structural energy dissipation mechanism is single and cannot meet the deformation and energy dissipation requirements of the structure in different working stages, such as wind loads and small earthquakes (small deformation state), moderate earthquakes and large earthquakes (large deformation state).

[0004] There are solutions specifically proposed in the prior art for the above-mentioned energy dissipation mechanism. For example, patent CN204252270U discloses a combined energy dissipation and shock absorption cantilever truss high-rise structure system, specifically disclosing a high-rise structure system that simultaneously adopts a vertically arranged viscous damper (i.e., viscous damper) cantilever truss and an anti-buckling support (i.e., buckling restraint support) cantilever truss. While the anti-buckling support cantilever truss provides a certain stiffness to the structure, the vertically arranged viscous damper cantilever truss (which does not provide stiffness) adds a certain damping to the structure. The two trusses work together to dissipate energy and reduce shock at different working stages of the structure while ensuring that a certain horizontal stiffness is provided to the structure, so that the deformation of the structure meets the requirements of relevant regulations. The displacement magnification coefficient (f = damper displacement / horizontal displacement between structural layers) is usually used to evaluate the working efficiency of the damper. The vertical arrangement of viscous dampers in this technical solution is more effective than traditional wall-type, support-type, shear-type (f is less than 1.0) and other methods ( Figure 1 The displacement amplification effect of the cantilever truss is large, and its displacement amplification coefficient is related to the ratio of the cantilever length to the cantilever height. The size of the cantilever arranged between the building structure layers depends on the span-to-height ratio between the structural layers. Therefore, the displacement amplification coefficient is generally 2.0 to 4.0. However, the displacement amplification effect and the damping provided by this technical solution are still limited, and this arrangement requires the cantilever truss to be disconnected from the giant column, which greatly weakens the overall stiffness of the structure. Instead, more anti-buckling support cantilever trusses are required to compensate for the already small overall stiffness of the structure. In addition, among the factors controlling the degree of deformation of the structure under a major earthquake, the stiffness effect is greater than the damping effect. Therefore, the effect of the two trusses working together may not be more obvious than the shock absorption effect of arranging the anti-buckling cantilever truss alone. Summary of the Invention

[0005] In order to solve the above problems, the purpose of the present invention is to provide a buckling restrained support cantilever truss. The stiffness and bearing capacity of the buckling restrained support cantilever truss of the present invention are controllable, ensuring the performance requirements of the structure in different working stages, especially solving the problem of excessive structural deformation caused by too rapid reduction of structural stiffness under a large earthquake; the buckling restrained support cantilever truss of the present invention can significantly and effectively amplify the deformation of the damper, and can effectively increase the structural energy dissipation capacity throughout the whole process without increasing the structural stiffness, thereby improving the structural shock absorption effect; the composite shock-absorbing high-rise structure system of the present invention has diverse and coordinated energy dissipation mechanisms, and has significant and effective shock (vibration) absorption effects, which can realize multiple defense lines of high-rise structures, has a simple structural structure, is easy to construct, and has good usability and economy of building space. Another purpose of the present invention is to provide a composite shock-absorbing high-rise structure system.

[0006] The present invention provides a buckling-restrained brace outrigger truss, comprising at least one buckling-restrained brace outrigger truss connected between an inner tube and an outer tube. The buckling-restrained brace outrigger truss comprises an upper chord, a lower chord, and a diagonal member, one end of the diagonal member being connected to the upper chord, and the other end of the diagonal member being connected to the lower chord. The diagonal member forms a first buckling-restrained brace and a second buckling-restrained brace arranged in parallel. The first buckling-restrained brace is a non-yielding load-bearing buckling-restrained brace, and the second buckling-restrained brace is a yielding energy-dissipating buckling-restrained brace.

[0007] As a preferred solution, the ratio of the lateral stiffness of the floor where the buckling restrained support outrigger truss is located to the lateral stiffness of the next floor is not greater than 1.42 times, and the shear bearing capacity of the floor where the buckling restrained support outrigger truss is located is not greater than 1.53 times the shear bearing capacity of the next floor.

[0008] The present invention provides a composite shock-absorbing high-rise structural system, comprising at least one buckling-restrained support cantilever truss and at least one multi-displacement amplification type viscous energy dissipation mechanism, wherein the buckling-restrained support cantilever truss is the buckling-restrained support cantilever truss described in claims 1-2.

[0009] An embodiment of the viscous energy dissipation mechanism of the present invention comprises at least one multi-displacement amplification type viscous energy dissipation mechanism connected between an inner tube and an outer tube. The multi-displacement amplification type viscous energy dissipation mechanism is composed of a cantilever truss, a toggle two-link, and a viscous damper. The toggle two-link includes a first support rod and a second support rod. One end of the first support rod is hinged to one end of the second support rod. The cantilever truss is connected to the inner tube. The other end of the second support rod is hinged to the outer tube. The other end of the first support rod is hinged to the end of the cantilever truss. The three hinge points of the first and second support rods are not collinear. One end of the viscous damper is hinged to the end of the cantilever truss and is not co-pointed with the other end of the first support rod. The other end of the viscous damper is hinged to the internal hinge point of the toggle two-link.

[0010] As a preferred solution, in the multi-displacement amplified viscous energy dissipation mechanism, the acute angle between the first support rod and the second support rod is [15°, 45°].

[0011] As a preferred solution, the other end of the viscous damper is hinged to the first support rod or the second support rod of the toggle second link, which can achieve flexible installation of the viscous damper and fast and stable force transmission.

[0012] As a preferred solution, it also includes the multiple displacement amplification type viscous energy dissipation mechanism and the second viscous damper of the composite shock-absorbing high-rise structure system of claim 4, the internal viscous damper of the multiple displacement amplification type viscous energy dissipation mechanism is a first viscous damper, one end of the second viscous damper is hinged to the internal hinge point of the toggle second link, and the other end of the second viscous damper is hinged to the outer cylinder and has no common point with the other end of the second support rod of the toggle second link.

[0013] As a preferred solution, according to the first viscous damper and the second viscous damper as claimed in claim 7, one viscous damper index is less than 1, and the other viscous damper speed index is greater than or equal to 1.

[0014] As a preferred solution, the inner tube is a concrete inner tube and a steel support inner tube, and the outer tube is a frame, a concrete outer tube and a steel support outer tube.

[0015] Beneficial Effects: The diagonal webs of the buckling-restrained brace cantilever trusses of the present invention consist of a first buckling-restrained brace of non-yielding load-bearing type and a second buckling-restrained brace of yielding energy-dissipating type arranged in parallel. This innovatively creates a new cantilever truss with controllable stiffness and load-bearing capacity, ensuring the performance requirements of the structure in different operating stages (wind load, small earthquake, moderate earthquake, and large earthquake stage). In particular, it solves the problem of excessive structural deformation caused by the rapid reduction of structural (cantilever) stiffness under large earthquakes. In addition, the concept of "centralized layout" significantly reduces the number of cantilever trusses required for the structure, improving the utilization rate of building space.

[0016] The multi-displacement amplification viscous energy dissipation mechanism of the present invention can convert the deformation of a structure into rotational deformation of the cantilever truss end with a first-order amplification effect, and drive the toggle second link hinged to the cantilever truss end with a second-order amplification effect, forming a linkage mechanism with a double amplification effect. One end of the damper of the energy dissipation mechanism is hinged to the middle movable hinge of the toggle second link, and the other end of the damper is hinged to the cantilever truss, and the hinge point with the other end of the first support rod in the toggle second link does not overlap, so that the deformation of the damper has a triple amplification effect. When the other end of the second support rod in the toggle second link is hinged to the shear wall or support frame, the damper deformation is conducive to obtaining a significant quadruple amplification effect, and the damper displacement amplification coefficient can reach above 6.0. The damper displacement amplification coefficient can be adjusted and selected according to actual needs, and the controllability is very obvious. The number of dampers required for a building structure subjected to the same vibration effect is greatly reduced, thereby reducing the project cost. Another significant advantage of the present invention is that the damper is arranged inside the multiple displacement amplification connection mechanism and is not directly connected to the structure, so that the cantilever truss, the damper, and the toggle two-link are restrained and connected in pairs, forming a stable out-of-plane self-balancing state and a dynamic self-balancing state. The energy dissipation system greatly simplifies the out-of-plane stability construction measures, and the force transmission is clear, economical, reasonable, safe and reliable.

[0017] A composite shock-absorbing high-rise structure system is formed by combining the buckling-restrained support outrigger trusses and the multiple displacement-amplified viscous energy dissipation mechanisms. According to the deformation requirements of the high-rise structure in different working stages, the minimum number of composite shock-absorbing high-rise structure systems and buckling-restrained support outrigger trusses are arranged at intervals. The two work together, the energy dissipation mechanism is diverse and coordinated, the shock absorption effect is obvious and effective, and multiple defense lines of the high-rise structure can be realized. The structure is simple, the construction is convenient, and the building space is usable and economical. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 It is a schematic diagram of the traditional damper wall arrangement and its deformation decomposition;

[0019] Figure 2 It is a schematic diagram of the traditional damper support type arrangement and its deformation decomposition;

[0020] Figure 3 This is a schematic diagram of the shear-type arrangement of the traditional damper and its deformation decomposition;

[0021] Figure 4 1 is a schematic structural diagram of an embodiment of a buckling-restrained braced outrigger truss according to the present invention;

[0022] Figure 5 1 is a schematic diagram of deformation decomposition of the damper displacement amplification of the embodiment of the viscous energy dissipation mechanism of the present invention;

[0023] Figure 6 is a graph of the damping force and velocity index of the viscous damper;

[0024] Figure 7 Schematic diagram of the internal force transmission path of an embodiment of the viscous energy dissipation mechanism of the present invention;

[0025] Figure 8 This is a schematic diagram of the structure of the viscous energy dissipation mechanism of the present invention. Figure 1 ;

[0026] Figure 9 This is a schematic diagram of the structure of the viscous energy dissipation mechanism of the present invention. Figure 2 ;

[0027] Figure 10 This is a schematic diagram of the structure of the viscous energy dissipation mechanism of the present invention. Figure 3 ;

[0028] Figure 11 This is a schematic diagram of the structure of the viscous energy dissipation mechanism of the present invention. Figure 4 ;

[0029] Figure 12 It is a schematic planar structural diagram of an embodiment of a buckling-restrained support cantilever truss or a multi-displacement amplified viscous energy dissipation mechanism of the present invention;

[0030] Figure 13 It is a schematic elevational structural diagram of an embodiment of the present invention in which a buckling-restrained support outrigger truss and a multi-displacement amplification type viscous energy dissipation mechanism are arranged together;

[0031] Among them, 1. Inner tube; 2. Outer tube; 3. Buckling restrained support cantilever truss; 31. Upper chord; 32. Lower chord; 33. Diagonal web; 331. First buckling restrained support; 332. Second buckling restrained support; 4. Multiple displacement amplified viscous energy dissipation mechanism; 41. Cantilever truss; 42. Second toggle link; 421. First support rod; 422. Second support rod; 43. Viscous damper; 44. Second viscous damper; Cantilever truss diagonal web; 422. Cantilever truss vertical web. DETAILED DESCRIPTION

[0032] The following embodiments of the present invention are described in further detail with reference to the accompanying drawings and examples. The following examples are used to illustrate the present invention but are not intended to limit the scope of the present invention.

[0033] like Figure 4 As shown, the present invention provides a buckling-restrained brace outrigger 3, which is connected to at least one buckling-restrained brace between the inner tube 1 and the outer tube 2. The buckling-restrained brace outrigger 3 comprises an upper chord 31, a lower chord 32, and a diagonal member 33. One end of the diagonal member 33 is connected to the upper chord 31, and the other end of the diagonal member 33 is connected to the lower chord 32. The diagonal member 33 comprises a first buckling-restrained brace 331 and a second buckling-restrained brace 332 arranged in parallel. The first buckling-restrained brace 331 is a non-yielding load-bearing buckling-restrained brace, and the second buckling-restrained brace 332 is a yielding energy-dissipating buckling-restrained brace.

[0034] Buckling restrained braces are mainly divided into non-yielding load-bearing type and yield energy dissipation type according to the application type. "Non-yielding load-bearing buckling restrained brace" means that the support is used as a load-bearing component throughout the entire process. The buckling restraint mechanism is introduced to improve the design bearing capacity of the support, ensuring that the support does not buckle and fail before yielding. It can give full play to the strength of steel, focus on bearing capacity and stiffness, and consume little energy. "Yield energy dissipation buckling restrained brace" means that the support uses the principle of buckling restraint to improve the design bearing capacity of the support in the elastic stage, and uses the tensile and compressive yield hysteresis of the core plate steel to dissipate energy in the elastic-plastic stage. It focuses on energy dissipation and has a large reduction in stiffness. When subjected to wind loads and earthquakes, the buckling-restrained support cantilever truss 3 of the present invention maintains an elastic, unyielding, and unbuckling working state throughout the entire process, always providing the structure with stable stiffness and bearing capacity. The second buckling-restrained support 332 of the yielding energy-dissipating type provides a certain stiffness and stable energy dissipation capacity, and the bearing capacity hardly increases after yielding, thereby achieving a stable energy dissipation effect and reducing the stress on the components connected thereto, thereby reducing plastic damage to the structure. The first buckling-restrained support 331 and the second buckling-restrained support 332 work in coordination to creatively form a new cantilever truss with controllable stiffness and bearing capacity, ensuring the performance requirements of the structure at different working stages, and in particular solving the problem of excessive structural deformation caused by the rapid reduction of structural (cantilever) stiffness under large earthquakes. In addition, the buckling-restrained support has a smaller cross-section than ordinary steel supports, which is conducive to the parallel arrangement of two supports. Moreover, when one buckling-restrained support fails, it does not affect the use of the entire cantilever truss.

[0035] The ratio of the lateral stiffness of the floor where the buckling-restrained support cantilever truss 3 is located to the lateral stiffness of the next floor is no greater than 1.42 times, and the shear bearing capacity of the floor where the buckling-restrained support cantilever truss 3 is located is no greater than 1.53 times the shear bearing capacity of the next floor. When the lateral stiffness ratio and bearing capacity ratio of the buckling-restrained support cantilever truss 3 meet the limit values, it can be ensured that there are no weak layers on the floor where the cantilever truss 3 is located and on the floors above and below. Using this as a control indicator, arranging the minimum number of cantilever trusses 3 can meet the overall stiffness requirements of the structure under small deformation states (i.e., wind loads and small earthquakes), while ensuring sufficient and continuous stiffness and energy dissipation capacity required for structural deformation under large earthquakes. Compared with other types of cantilever trusses, this "centralized arrangement" concept significantly reduces the number of cantilever trusses 3 required for the structure, thereby improving the utilization rate of building space. The premise for the feasibility of the "centralized arrangement" concept is precisely the creative use of a composite buckling cantilever truss 3 composed of non-yielding load-bearing buckling restrained supports 331 and yielding energy-dissipating buckling restrained supports 332 with different action mechanisms arranged in parallel. Its stiffness and bearing capacity are controllable, ensuring the performance requirements of the structure in different working stages under wind loads and earthquakes.

[0036] like Figures 12-13 As shown, the present invention provides a composite shock-absorbing high-rise structural system, comprising at least one buckling-restrained support cantilever truss 3 and at least one multi-displacement amplification type viscous energy dissipation mechanism 4, wherein the buckling-restrained support cantilever truss 3 is the buckling-restrained support cantilever truss 3 described in claims 1-2.

[0037] like Figure 8 As shown, an embodiment of the multiple displacement amplifying viscous energy dissipation mechanism 4 of the present invention is connected to at least one multiple displacement amplifying viscous energy dissipation mechanism 4 between the inner tube 1 and the outer tube 2 . The multi-displacement amplified viscous energy dissipation mechanism 4 is composed of a cantilever truss 41, a toggle second link 42, and a viscous damper 43. The toggle second link 42 includes a first support rod 421 and a second support rod 422. One end of the first support rod 421 is hinged to one end of the second support rod 422. The cantilever truss 41 is connected to the inner tube 1, and the other end of the second support rod 422 is hinged to the outer tube 2. The other end of the first support rod 421 is hinged to the end of the cantilever truss 41. The three hinge points of the first support rod 421 and the second support rod 422 are not collinear. One end of the viscous damper 43 is hinged to the end of the cantilever truss 41 and is not co-pointed with the other end of the first support rod 421. The other end of the viscous damper 43 is hinged to the internal hinge point of the toggle second link 42. Figure 5 The schematic diagram of the deformation decomposition of the displacement amplification of the damper of the embodiment of the present invention is shown. The opening and closing movement of the toggle second link 42 formed by the hinged connection of the first support rod 421 and the second support rod 422 of the present invention has the effect of amplifying the stroke under a certain angle (for example, θ1 = 34°, θ2 = 37.7°, the displacement amplification coefficient of the toggle second link 42 is f 10 = sinθ1 / cos(θ1+θ2)+sinθ2=2.5, and the plane space cantilever truss 41 fixedly connected to the inner tube 1 can convert the deformation of the inner tube 1 into rotational deformation of the end of the truss 41. This rotational deformation has the effect of amplifying the stroke (for example, if L1=2H, the displacement amplification coefficient is set to f2=2.0), and drives the toggle second link 42 hinged to the end of the cantilever truss 41 to produce a double amplification effect. After theoretical derivation and equivalent calculation, the displacement amplification coefficient f1 of the toggle second link 42 driven by the cantilever truss 41 is approximately equal to the product of the displacement amplification coefficients of the two series combination units (cantilever truss 41, toggle second link 42), that is, f1≈f 10 *f2=2.5*2.0=5.0, which significantly amplifies the deformation of the viscous damper 43.

[0038] In addition, one end of the viscous damper 43 is hinged to the cantilever truss 41, and the hinge point with one end of the first support rod 421 does not coincide. This inventive connection method allows the displacement of one end of the damper 43 to be directly amplified by the cantilever truss 41, and the displacement of the other end of the damper 43 is indirectly driven by the cantilever truss 41 to drive the toggle second link 42 to be amplified again step by step, that is, the viscous damper 43 arranged inside the connection mechanism of the present invention obtains a triple displacement amplification effect. Figure 5 The span-to-height ratio of the proximal end of the cantilever truss 41 directly connected to the viscous damper 43 is L2 / H=1.0, so at this time f 20 =1.0. After theoretical derivation and equivalent calculation, the displacement amplification coefficient f of the multiple displacement amplification connection mechanism 4 is approximately equal to the sum of the displacement amplification coefficients of the two parallel combination units (cantilever truss 41, cantilever truss 41 + toggle second link 42) at both ends of the viscous damper 43, that is, f≈f1+f 20 =5.0+1.0=6.0, significantly amplifying the deformation of viscous damper 43. Its displacement amplification factor can be adjusted and selected according to actual needs, providing highly effective controllability. For a building structure subjected to the same vibration, the number of viscous dampers 43 required is significantly reduced, thereby reducing construction costs.

[0039] In addition, the viscous damper 43 of the present invention is arranged inside the multi-displacement amplification type viscous energy dissipation mechanism 4, and is not directly connected to the inner tube 1 or the outer tube 2. One end of the viscous damper 43 is hinged on the internal hinge point of the elbow joint second link 42, and the other end is hinged on the cantilever truss 41, and the hinge point connecting the first support rod 421 and the cantilever truss 41 does not overlap, so that the cantilever truss 41, the viscous damper 43, and the elbow joint second link 42 are restrained and connected in pairs, forming a stable out-of-plane self-balancing state, realizing the feasibility of the overall out-of-plane self-balancing of the viscous energy dissipation mechanism 4, thereby greatly simplifying its structural measures for maintaining out-of-plane stability. In addition, the viscous energy dissipation mechanism 4 of the present invention also has a dynamic self-balancing characteristic, and its internal force transmission path in the moving working state is as follows: Figure 6 As shown in the figure, external forces circulate and are absorbed automatically within the energy dissipation mechanism 4. The force transmission route is short, direct, and clear, achieving the purpose of dynamic self-balancing in the working state of motion. This allows the various rods subjected to tension and compression within the energy dissipation mechanism 4 to fully utilize the bearing capacity of their respective materials, requiring a small cross-section of the rods. At the same time, the energy dissipation mechanism 4 has only three force transmission inlets and outlets connecting the inner tube 1 and the outer tube 2, which is the minimum number of force transmission points required for a planar spatial component to achieve a force-balancing state. The concentration of force transmission points makes the structural design convenient and simple. In summary, the innovative self-balancing structure of the present invention makes the force transmission of the energy dissipation mechanism 4 clear, economical, reasonable, safe, and reliable.

[0040] The viscous energy dissipation mechanism 4 provides only damping and virtually no stiffness. This eliminates the issue of weak layers on the floor where the viscous energy dissipation mechanism 4 is located and on the floors above and below it, allowing the structure to exhibit a robust ductile yield energy dissipation mechanism. The multi-displacement amplification viscous energy dissipation mechanism 4 provides a significant and stable damping amplification effect throughout its entire process, while the composite buckling-restrained support arms 3 provide controllable stiffness and load-bearing capacity under different structural operating conditions. These two mechanisms work synergistically to achieve diverse energy dissipation mechanisms, achieving multiple lines of defense for high-rise structures. This optimizes the structural shock absorption effect, simplifies the structure, facilitates construction, and ensures excellent usability and economic efficiency of the building space.

[0041] In the described multiple displacement amplification type viscous energy dissipation mechanism 4, the acute angle between the first support rod 421 and the second support rod 422 is [15°, 45°]. The traditional toggle connection belongs to the mechanical amplification type mechanism, and its displacement amplification coefficient is f = sinθ1 / cos(θ1+θ2)+sinθ2, where θ1 is the angle between the upper support rod and the vertical direction, and θ2 is the angle between the lower support rod and the horizontal direction. The displacement amplification effect depends solely on the acute angle between the two toggle support rods. When the initial angle is too large, f < 1.0, and when the initial angle is too small, f > 4.0. However, if the interlayer deformation of the structure is too large at this time, the angular deformation margin that the toggle support can play is rapidly reduced. When the two toggle links are collinear, the internal force of the support rod will increase sharply to infinity, causing damage and failure. Therefore, the displacement amplification coefficient of a properly designed toggle viscous damper in engineering applications is 2.0-3.5, corresponding to the acute angle of the two toggle links of [13°, 23°]. The initial acute angle corresponding to the displacement amplification coefficient f>1.0 of the traditional elbow joint second link is 40°, and due to the secondary amplification stroke effect of the cantilever truss 41 of the present invention on the elbow joint second link 42, the initial acute angle corresponding to the displacement amplification coefficient f>1.0 of the elbow joint second link 42 is 65°. Considering the reliability and effectiveness of the displacement amplification effect, the acute angle of the elbow joint second link 42 is taken as [15°, 45°]. The amplitude of the change of the acute angle of the elbow joint second link 42 of the present invention is approximately 3 times the amplitude of the change of the acute angle of the traditional elbow joint second link, and the initial acute angle of the deformation amplification is significantly reduced, indicating that the deformation response of the mechanism 4 is fast and the amplification efficiency is high, so that the adaptability, layout diversity and installation feasibility of the energy dissipation mechanism 4 of the present invention to the use of building space are significantly improved.

[0042] like Figure 9 As shown, the other end of the viscous damper 43 is hinged to the first support rod 421 or the second support rod 422 of the toggle second link 42, which can achieve flexible installation and fast and stable force transmission of the viscous damper 43.

[0043] like Figure 10As shown, as a preferred embodiment, it also includes the multiple displacement amplification type viscous energy dissipation mechanism 4 and the second viscous damper (44) of the composite shock-absorbing high-rise structure system of claim 4, the internal viscous damper (43) of the multiple displacement amplification type viscous energy dissipation mechanism 4 is a first viscous damper (43), one end of the second viscous damper (44) is hinged to the internal hinge point of the toggle second link (42), and the other end of the second viscous damper (44) is hinged to the outer cylinder 2, and has no common point with the other end of the second support rod (422) of the toggle second link (42). The second viscous damper (44) and the first viscous damper (43) act in parallel in the multiple displacement amplification type energy dissipation mechanism (4), but the second viscous damper (44) is directly connected to the outer cylinder 2, so the displacement amplification coefficient of the second viscous damper (44) is equal to the displacement amplification coefficient of the toggle second link (42) driven by the cantilever truss (41), that is, f 11 =f1=5.0, therefore, the displacement amplification coefficient of the multiple displacement amplification type viscous energy dissipation mechanism (4) of claim 4 is f0≈f+f 11 =6.0+5.0=11.0.

[0044] In addition, the use of two oppositely arranged viscous dampers can not only achieve the energy dissipation effect of damping superposition amplification, but also does not affect the use of the entire energy dissipation mechanism (4) when one viscous damper fails. The special structure of the multi-displacement amplified viscous energy dissipation mechanism (4) described in claim 4 forms a stable out-of-plane self-balancing state, and the second viscous damper (44) and the first viscous damper (43) have opposite movement deformation directions and opposite force directions, which can make the intersection of the first support rod and the second support rod bear relative multi-party constraints, further improving the force stability of the entire energy dissipation mechanism (4), thereby greatly simplifying its structural measures for maintaining out-of-plane stability.

[0045] According to the first viscous damper (43) and the second viscous damper (44) of claim 7, the index of one viscous damper is less than 1, and the velocity index of the other viscous damper is greater than or equal to 1. Since one of the main design control parameters of the viscous damper is the velocity index α, the application range of the velocity index in engineering is mainly in the range of α = [0.15 ~ 1], such as Figure 7The graph shows the damping force of a viscous damper versus the velocity index. When the velocity index α = 1, the relationship between the viscous damper output and velocity is linear, meaning the force increases at the same rate as the velocity increases. When α ≠ 1, the relationship between the viscous damper output and velocity becomes nonlinear. Specifically, at low speeds, for a viscous damper with α < 1, the force increases less than the velocity. The smaller α, the better the damper's energy dissipation. When α > 1, the force increases more than the velocity, resulting in a smaller energy dissipation area and a faster force increase as the velocity increases. Therefore, viscous dampers with a velocity index of α < 1, which have strong early energy dissipation capabilities, are generally used in the prior art. The two viscous dampers of the present invention respectively adopt a viscous damper with a velocity index less than 1 and a viscous damper with a velocity index greater than or equal to 1, which can amplify the energy dissipation capacity of the viscous damper while maintaining the energy dissipation capacity of the damper, thereby avoiding the viscous damper with a velocity index less than 1 from having a slow increase in damping force in the later stage and reducing its energy dissipation effect; among them, when the early deformation (speed) of the energy dissipation mechanism 4 is not large, the first viscous damper 43 with a velocity index α<1 consumes significant energy and is the main energy dissipation component, and the second viscous damper 44 with a velocity index α>1 has a very small output and a small energy dissipation effect, which does not affect the efficiency of the viscous damper with α<1. When the deformation of the energy dissipation system (4) increases in the later stage, the energy consumption growth effect of the first viscous damper 43 with a velocity index α<1 is limited, but a certain amount of energy consumption can still be maintained, while the damping force and energy consumption effect of the second viscous damper 44 with a velocity index α>1 are gradually exerted, and the damping force increases rapidly. In this way, during the entire vibration process of the building structure, the damping force can continue throughout the entire shock absorption process and will not weaken. At this time, the two dampers are jointly subjected to force and composite energy consumption, achieving stable and continuous growth of the damping energy consumption capacity, and meeting the energy consumption requirements of the structure in different working stages.

[0046] like Figure 11 As shown, according to the multi-displacement amplification type viscous energy dissipation mechanism 4 according to claim 7, one end of the second viscous damper 44 is hinged to the first support rod 421 or the second support rod 422 of the toggle second link 42.

[0047] The inner tube 1 is a concrete inner tube and a steel support inner tube, and the outer tube 2 is a frame, a concrete outer tube, and a steel support outer tube. In high-rise structures, the bending deformation of the concrete inner tube and the steel support inner tube 1 is positively correlated with the structural height, while the frame has small bending deformation and large shear deformation. Therefore, when the cantilever truss 4 is fixedly connected to the relatively rigid concrete inner tube and the steel support inner tube 1, it is beneficial to smoothly convert the structural deformation into the rotational deformation of the end of the cantilever truss 41. One end of the second support rod 422 can be hinged to the frame column or the concrete outer tube or the steel support outer tube 2. If one end of the second support rod 422 is hinged to the concrete outer tube or the steel support outer tube 2 with the same rotational function, it is beneficial to multiply the displacement amplification coefficient of the viscous energy dissipation mechanism 4, thereby achieving a fourth-level displacement amplification of the viscous damper 43, further improving the amplification efficiency, effectiveness, and universality of the viscous energy dissipation mechanism 4.

[0048] The above is only a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and substitutions can be made without departing from the technical principles of the present invention. These improvements and substitutions should also be regarded as the scope of protection of the present invention.

Claims

1. A composite shock-absorbing high-rise structure system, characterized by: comprising at least one buckling restrained braced outrigger truss and at least one multi-displacement amplified viscous energy dissipation mechanism; The buckling restrained support outrigger truss comprises at least one buckling restrained support outrigger truss connected between the inner tube and the outer tube; The buckling restrained support outrigger truss comprises an upper chord, a lower chord and a diagonal member, one end of the diagonal member is connected to the upper chord, and the other end of the diagonal member is connected to the lower chord, the diagonal member is a first buckling restrained support and a second buckling restrained support arranged in parallel, the first buckling restrained support is a non-yielding load-bearing buckling restrained support, and the second buckling restrained support is a yielding energy dissipation buckling restrained support; Under wind loads and earthquakes, the first buckling-restrained brace of the non-yielding load-bearing type maintains an elastic, non-yielding, and non-buckling working state throughout the entire process, always providing stable stiffness and bearing capacity for the structure. The second buckling-restrained brace of the yielding energy-dissipating type provides a certain stiffness and stable energy dissipation capability, and the bearing capacity hardly increases after yielding, thus achieving a stable energy dissipation effect and reducing the stress on the connected components, thereby minimizing plastic damage to the structure. The multi-displacement amplification type viscous energy dissipation mechanism is connected between the inner cylinder and the outer cylinder; The multi-displacement amplification type viscous energy dissipation mechanism includes a cantilever truss, a toggle two-link and a viscous damper, the toggle two-link includes a first support rod and a second support rod, one end of the first support rod is hinged to one end of the second support rod, the cantilever truss is connected to the inner cylinder, the other end of the second support rod is hinged to the outer cylinder, the other end of the first support rod is hinged to the end of the cantilever truss, the three hinge points of the first support rod and the second support rod are not collinear, one end of the viscous damper is hinged to the end of the cantilever truss and the hinge point is not co-point with the other end of the first support rod, and the other end of the viscous damper is hinged to the hinge point of the first support rod and the second support rod; The cantilever truss includes a cantilever truss chord and a cantilever truss web member connected to each other, the cantilever truss chord includes a first cantilever truss chord and a second cantilever truss chord arranged at an interval up and down, the truss web member includes a diagonal web member and / or a vertical web member, one end of the diagonal web member and / or the vertical web member is connected to the first cantilever truss chord, and the other end of the diagonal web member and / or the vertical web member is connected to the second cantilever truss chord; The other end of the first support rod is hinged to the end of the first cantilever truss chord, and the other end of the viscous damper is hinged to the end of the second cantilever truss chord; After the external force of the inner tube is transmitted to the first cantilever truss chord, the external force is divided into a first external force and a second external force. The first external force is transmitted to the second cantilever truss chord via the diagonal web member and / or the vertical web member, and is transmitted back to the inner tube via the second cantilever truss chord; the second external force is transmitted to the first support rod, and the second external force is further divided into a third external force and a fourth external force. The third external force is transmitted back to the inner tube via the damper and the second cantilever truss chord, and the fourth external force is transmitted back to the outer tube via the second support rod; the external force is made to flow automatically inside the multiple-displacement amplification type viscous energy dissipation mechanism to achieve dynamic self-balancing of the multiple-displacement amplification type viscous energy dissipation mechanism under the moving working state.

2. According to the composite shock-absorbing high-rise structure system according to claim 1, the ratio of the lateral stiffness of the floor where the buckling restrained support cantilever truss is located to the lateral stiffness of the next floor is not greater than 1.42 times, and the shear bearing capacity of the floor where the buckling restrained support cantilever truss is located is not greater than 1.53 times the shear bearing capacity of the next floor.

3. The composite shock-absorbing high-rise structure system according to claim 1, characterized in that: The acute angle between the first support rod and the second support rod of the multi-displacement amplified viscous energy dissipation mechanism is [15̊, 45̊].

4. The composite shock-absorbing high-rise structure system according to claim 1, characterized in that: The other end of the viscous damper of the multi-displacement amplification type viscous energy dissipation mechanism is hinged to the first support rod or the second support rod of the toggle second connecting rod.

5. The composite shock-absorbing high-rise structure system according to claim 1 is characterized in that: The multi-displacement amplification viscous energy dissipation mechanism also includes a second viscous damper and a first viscous damper, one end of the second viscous damper is hinged to the second support rod of the toggle second link, and the other end of the second viscous damper is hinged to the outer cylinder and has no common point with the other end of the second support rod of the toggle second link.

6. The composite shock-absorbing high-rise structure system according to claim 5, characterized in that: A speed index of one of the first viscous damper and the second viscous damper of the multi-displacement amplification type viscous energy dissipation mechanism is less than 1, and a speed index of the other one is greater than or equal to 1.

7. The composite shock-absorbing high-rise structure system according to claim 1 is characterized in that: The inner cylinder is a concrete inner cylinder and a steel support inner cylinder, and the outer cylinder is a frame, a concrete outer cylinder and a steel support outer cylinder.

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