Assembly type multi-stage energy consumption extending arm system adopting eccentric support

Abstract

The invention belongs to the technical field of energy dissipation and shock absorption of super high-rise structures, and particularly relates to an assembly type multi-stage energy dissipation outrigger system adopting eccentric bracers.The outrigger system comprises a lower chord, two upper chords and two self-resetting energy dissipation bracers.The two upper chords are provided with a bent shear type energy dissipation coupling beam therebetween and detachably connected with the bent shear type energy dissipation coupling beam; the other ends of the two sections of upper chords are respectively in semi-rigid connection with the core tube and the frame column, and two ends of the lower chord are respectively detachably connected with the core tube and the frame column; corner type energy consumption connecting devices are arranged at the upper parts and the lower parts of connecting joints of the two sections of upper chords and the corresponding core tube and the frame column; one end of the self-resetting energy dissipation support is detachably connected to the upper chord, and the other end of the self-resetting energy dissipation support is detachably connected to a node formed by the lower chord and the core tube or the frame column; the yield load of the bending shear type energy dissipation coupling beam and the yield load of the self-resetting energy dissipation support are larger than the yield load of the corner type energy dissipation connecting device. By means of the system, replacement of energy consumption parts and multi-stage damping can be achieved.

Description

Technical Field

[0001] The invention belongs to the technical field of energy dissipation and vibration reduction of super high-rise structures, and in particular relates to an assembled multi-stage energy dissipation cantilever system using eccentric supports. Background Art

[0002] In the rapid development of urban modernization, the construction of super high-rise buildings has become a key way to solve problems such as dense population and tight land resources. Among the many super high-rise structure types, the most frequently used is the frame-core tube structure, which is a dual lateral force resistance system with two seismic lines composed of a frame and a core tube. It has the characteristics of reasonable structure, rich use functions and excellent seismic performance. With the continuous increase in the height of the frame-core tube structure and the continuous enrichment of its shape, the strategy for improving the lateral stiffness of the structure has also become a key and difficult issue in the design process.

[0003] In recent years, the cantilever system has been proven and applied as an ideal lateral force resistant component in the actual engineering of frame-core tube structure. The traditional cantilever system usually arranges giant trusses between the frame and the core tube to improve the comprehensive lateral stiffness of the entire structure, but it will also cause a sudden change in the stiffness and internal force of this floor, which will have an adverse effect on the seismic performance of the structure. Super high-rise buildings have different stiffness requirements for the cantilever system under different levels of earthquakes. In frequent earthquakes, the additional stiffness provided by the cantilever system can be relied on to resist the intrusion of external loads. In rare earthquakes, the seismic resistance concept of "using rigidity to overcome rigidity" will increase the seismic action on the structure, and the continuous accumulation of plastic damage will also cause varying degrees of damage to the components of the structure. Adding energy-absorbing devices to the structure to achieve structural seismic control is a more ideal seismic resistance method. At present, most super-high-rise buildings in my country have taken the yielding or partial yielding of the cantilever system as the design goal of their seismic performance. Therefore, the traditional cantilever system can be combined with the energy-absorbing mechanism to form an energy-absorbing cantilever system. The plastic deformation of the components can be used to make the cantilever system have variable stiffness properties, thereby further improving the seismic resistance and shock absorption performance of the frame-core tube structure.

[0004] In view of the large size and complex structure of the frame-core tube structure, the energy-absorbing cantilever system usually has large-tonnage dampers to ensure the shock-absorbing efficiency of the structure. However, due to the deformation mode of the cantilever system and other reasons, the energy-absorbing capacity of the damper cannot be fully utilized. In addition, large-tonnage dampers are expensive, and the cost of daily maintenance and post-earthquake repair is relatively high. In addition, the energy-absorbing cantilever system currently used usually only has one energy-absorbing device. However, due to the different shock-absorbing characteristics of different energy-absorbing devices, a single energy-absorbing mode is not conducive to the cantilever system providing additional damping for the structure under different levels of earthquakes. Therefore, combined with the working mechanism and deformation characteristics of the cantilever system, it is urgent to propose a cantilever system with multi-level energy-absorbing characteristics to give the frame-core tube structure shock-absorbing capacity under different levels of earthquakes.

[0005] The components of the cantilever system in the frame-core tube structure are mostly connected by welding. However, since the cantilever system is generally located on a higher floor, it is difficult, expensive and environmentally unfriendly to weld at high altitude on site. The degree of prefabrication industrialization is low. On the other hand, the rigid connection method will inevitably have the risk of brittle failure and restrict the yield deformation of the cantilever system, thereby reducing its ability to resist strong earthquakes. With the proposal and development of the resilient city design concept, researchers have realized that the post-seismic recovery of the single structure and the replaceability of key components have a significant impact on the improvement of its seismic performance. Considering the complex structure and special use of the frame-core tube structure, the cantilever system is the main lateral force resisting component. Its commonly used welding method will inevitably restrict the post-seismic recovery efficiency of the frame-core tube structure. Therefore, it is urgent to introduce a connection method that conforms to the prefabricated design concept to achieve the improvement of the structural seismic toughness. Summary of the invention

[0006] In order to improve the universality of shock absorption of the energy-absorbing cantilever system under different levels of earthquakes and the replaceability of various components, the present invention provides an assembled multi-stage energy-absorbing cantilever system using eccentric support.

[0007] The purpose of the present invention is to be achieved by adopting the following technical solutions. According to the present invention, an assembled multi-stage energy-absorbing boom system adopting eccentric support is proposed, which is connected between the core tube and the frame column. The boom system includes a lower chord, two sections of upper chords, and two sections of self-resetting energy-absorbing supports. A bending-shear type energy-absorbing connecting beam is arranged between the two sections of the upper chords and both are detachably connected to the bending-shear type energy-absorbing connecting beam. The other ends of the two sections of the upper chords are semi-rigidly connected to the core tube and the frame column respectively, and the two ends of the lower chords are detachably connected to the core tube and the frame column respectively; the upper and lower parts of the nodes where the two sections of the upper chords are connected to the corresponding core tube and the frame column are provided with corner energy-absorbing connecting devices, and the two ends of the corner energy-absorbing connecting devices are respectively It is detachably connected to the upper chord and the corresponding core tube or frame column; one end of one section of the self-resetting energy-absorbing support is detachably connected to the lower flange of the upper chord connected to the core tube near the end of the bending-shear type energy-absorbing connecting beam, and the other end is detachably connected to the node formed by the lower chord and the core tube; one end of another section of the self-resetting energy-absorbing support is detachably connected to the lower flange of the end of the upper chord connected to the frame column near the end of the bending-shear type energy-absorbing connecting beam, and the other end is detachably connected to the node formed by the lower chord and the frame column; the yield load of the bending-shear type energy-absorbing connecting beam and the self-resetting energy-absorbing support is greater than the yield load of the corner type energy-absorbing connection device.

[0008] Furthermore, one end of the upper chord is semi-rigidly connected to the corresponding core tube or frame column through a T-steel connector, the flange of the T-steel connector is detachably connected to the corresponding core tube or frame column, the web of the T-steel connector is detachably connected to the upper flange or lower flange corresponding to the upper chord, and the upper chord and the corresponding core tube or frame column have a certain distance to achieve a semi-rigid connection.

[0009] Furthermore, the corner energy-absorbing connection device includes a vertical connecting plate, a horizontal connecting plate, an inner arc plate, an outer arc plate, and energy-absorbing steel bars. The vertical connecting plate is detachably connected to the corresponding core tube or frame column, and the horizontal connecting plate is detachably connected to the upper flange or lower flange corresponding to the upper chord. One end of the inner arc plate is connected to the vertical connecting plate, and one end of the outer arc plate is connected to the horizontal connecting plate. The other ends of the inner arc plate and the outer arc plate are both suspended. The inner arc plates and the outer arc plates are arranged alternately, and the energy-absorbing steel bars are evenly arranged along the arc line between adjacent inner arc plates and outer arc plates.

[0010] Furthermore, the energy-absorbing steel bar is provided with a long hole extending in the length direction thereof.

[0011] Furthermore, the bending-shear type energy-absorbing connecting beam includes an inner shear plate, a C-shaped bent steel plate, a pad, a stiffening rib, and an outer shear plate. Expanded hole end plates are arranged at both ends of the bending-shear type energy-absorbing connecting beam, and the expanded hole end plates are connected to the end plates at the ends of the upper chord rods by bolts. Cover plates are arranged at the upper and lower ends of the bending-shear type energy-absorbing connecting beam. The bending-shear type energy-absorbing connecting beam is a three-section design and is separated by two stiffening ribs. The middle section includes an inner shear plate and a C-shaped bent steel plate. The inner shear plate is perpendicular to the expanded hole end plate and the cover plate. There is a spacing between the two ends of the inner shear plate and the corresponding stiffening ribs. A group of C-shaped bent steel plates are symmetrically arranged on both sides of the inner shear plate. Each group of C-shaped bent steel plates includes two C-shaped bent steel plates welded back to back through pads. The other side of the C-shaped bent steel plate is welded to the corresponding stiffening rib. There is a spacing between the C-shaped bent steel plate and the cover plates on the upper and lower sides; an outer shear plate perpendicular to the expanded hole end plate and the cover plate is arranged between the expanded hole end plate and the stiffening rib.

[0012] Furthermore, the reaming end plate is provided with an oblong hole extending up and down, and correspondingly, the end plate is provided with a common round hole, and the oblong hole and the common round hole cooperate with bolts to connect the reaming end plate and the end plate.

[0013] Furthermore, the surface of the expansion end plate and the end plate that cooperate with each other is provided with corundum sand particles.

[0014] Furthermore, the self-resetting energy-absorbing support adopts an anti-buckling support or a lead damper.

[0015] Furthermore, the self-resetting energy-absorbing support is provided with a channel for burying prestressed tendons.

[0016] Furthermore, upper and lower connecting parts are respectively provided at both ends of the self-resetting energy-absorbing support. The upper connecting part is connected to the lower flange of the upper chord by bolts, and the lower connecting part is connected to the upper flange of the lower chord, the corresponding core tube or frame column by bolts.

[0017] Compared with the prior art, the present invention is beneficial in that: The system organically combines the K-shaped structure in the eccentric support frame with the outrigger truss. Under small earthquakes, the seismic energy is dissipated through the displacement deformation of the corner energy-absorbing connection device. Under medium and large earthquakes, graded energy dissipation and shock absorption are achieved through the sequential yielding of the bending-shear type energy-absorbing connecting beam and the self-resetting energy-absorbing support. According to the degree of external load intrusion on the structure under the earthquake, the corner energy-absorbing connection device, the bending-shear type energy-absorbing connecting beam and the self-resetting energy-absorbing support will enter the yield state in sequence, so that the shock absorption control of the structure can be realized in stages.

[0018] All components in the system can be prefabricated in factories and can be spliced ​​and installed with bolts at the construction site. They are highly assembled and replaceable, reducing the difficulty of super-high-rise structure construction. The various components and energy dissipation devices of the system can be quickly replaced after damage, ensuring the efficiency of post-earthquake functional recovery of the structure and improving the seismic resilience of the structure.

[0019] The above description is only an overview of the technical solution of the present invention. In order to more clearly understand the technical means of the present invention, it can be implemented in accordance with the contents of the specification. In order to make the above and other purposes, features and advantages of the present invention more obvious and easy to understand, the following specifically cites a preferred embodiment and describes it in detail with the accompanying drawings as follows. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1 It is a schematic elevation diagram of an embodiment of an assembled multi-stage energy dissipation cantilever system using eccentric support of the present invention arranged in a super high-rise structure; Figure 2 It is a schematic plan view of an embodiment of an assembled multi-stage energy dissipation cantilever system using eccentric support of the present invention arranged in a super high-rise structure; Figure 3 It is a vertical layout diagram of an embodiment of an assembled multi-stage energy dissipation cantilever system using eccentric support of the present invention; Figure 4 for Figure 3 The structural diagram of the middle and upper chord; Figure 5 for Figure 3 The structural diagram of the medium T-shaped steel connector; Figure 6 for Figure 3 Structural diagram of the mid-angle type energy dissipation connection device; Figure 7 for Figure 3 Schematic diagram of the connection between the middle upper chord and the frame column; Figure 8 for Figure 3 Structural diagram of medium bending shear type energy dissipation coupling beam; Fig. 9 for Figure 8 Structural diagram of the middle expanded hole end plate; Fig.10 for Figure 8 Schematic diagram of relative friction and sliding between the middle expansion hole end plate and the end plate; Fig.11 for Figure 3 Structural diagram of the self-resetting energy-absorbing support.

[0021] Reference numerals 1-core tube, 2-frame column, 3-upper chord, 4-lower chord, 5-T-steel connector, 6-bolt, 7-angle energy-absorbing connection device, 8-bending-shear type energy-absorbing connecting beam, 9-self-resetting energy-absorbing support, 10-end plate, 11-vertical connecting plate, 12-horizontal connecting plate, 13-inner arc plate, 14-outer arc plate, 15-energy-absorbing steel bar, 16-inner shear plate, 17-C-shaped curved steel plate, 18-pad, 19-stiffening rib, 20-outer shear plate, 21-expanded end plate, 22-cover plate, 23-oblong hole, 24-corundum sand particles, 25-prestressed tendons, 26-upper connector, 27-lower connector. DETAILED DESCRIPTION

[0022] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0023] An embodiment of the assembled multi-stage energy dissipation boom system using eccentric support of the present invention is as follows: Figures 1 to 11 As shown, the system is connected between the core tube 1 and the frame column 2, and includes an upper chord 3, a lower chord 4, a T-shaped steel connector 5, a bolt 6, an angle energy-absorbing connection device 7, a bending-shear energy-absorbing connecting beam 8, and a self-resetting energy-absorbing support 9.

[0024] The two ends of the lower chord 4 are connected to the core tube 1 and the frame column 2 by bolts 6, respectively. In this embodiment, corresponding end plates 10 are welded to both ends of the lower chord 4, and the end plates 10 are connected to the corresponding core tube 1 and frame column 2 by bolts 6. The upper chord 3 is located above the lower chord 4. Two upper chords 3 are provided. One end of the two upper chords 3 is semi-rigidly connected to the corresponding core tube 1 and frame column 2 by T-shaped steel connectors 5 and bolts 6, and the other ends of the two upper chords 3 are connected by a bending-shear type energy-absorbing connecting beam 8. The two sections of the upper chord 3 are equal in length and symmetrically arranged, and are connected to the bending-shear type energy-absorbing connecting beam 8 by bolts 6.

[0025] The upper and lower parts of the nodes where the upper chord 3 is connected to the core tube 1 and the frame column 2 are both provided with an angled energy dissipation connection device 7. The upper and lower surfaces of the ends of the upper chord 3 are both connected to the outer walls of the corresponding core tube 1 and the frame column 2 through T-shaped steel connectors 5. The web of the T-shaped steel connector 5 is used to connect to the upper flange or lower flange of the upper chord 3, and the flange of the T-shaped steel connector 5 is used to connect to the corresponding core tube 1 or frame column 2. The two ends of the angled energy dissipation connection device 7 are respectively connected to the flange of the upper chord 3 and the corresponding core tube 1 or frame column 2 using bolts 6.

[0026] One end of the upper chord 3 is semi-rigidly connected to the corresponding I-beam embedded in the core tube 1 or frame column 2 by using a T-shaped steel connector 5 and a bolt 6, which not only meets the assembly requirements but also improves the deformation capacity of the upper chord 3. In this embodiment, the spacing between the upper chord 3 and the corresponding core tube 1 or frame column 2 is 15-30 mm, that is, the spacing between the end of the upper chord 3 and the flange of the corresponding T-shaped steel connector 5 is 15-30 mm.

[0027] The diagonal brace in the energy-absorbing boom system is set as two sections of self-resetting energy-absorbing supports 9, and the ends of the two sections of upper chords 3 connected to the bending-shear type energy-absorbing connecting beams 8 are respectively connected to the corresponding self-resetting energy-absorbing supports 9, and the other end of the self-resetting energy-absorbing support 9 is connected to the corresponding end of the lower chord 4, wherein the other end of the self-resetting energy-absorbing support 9 connected to the upper chord 3 connected to the core tube 1 is connected to one end of the lower chord 4 and the core tube 1, and the other end of the self-resetting energy-absorbing support 9 connected to the upper chord 3 connected to the frame column 2 is connected to the other end of the lower chord 4 and the frame column 2. The self-resetting energy-absorbing support 9 uses bolts 6 to connect the two ends to the lower flange of the upper chord 3 and the node formed by the lower chord 4 and the corresponding core tube 1 or frame column 2. The three energy-absorbing devices (angle energy-absorbing connection device 7, bending-shear type energy-absorbing connecting beam 8, and self-resetting energy-absorbing support 9) can enter the yield energy-absorbing state in stages according to the size of the external input energy to achieve multi-stage shock absorption.

[0028] The corner type energy dissipation connection device 7 includes a vertical connection plate 11, a horizontal connection plate 12, an inner arc plate 13, an outer arc plate 14, and an energy dissipation steel bar 15. According to the different node positions of the corner type energy dissipation connection device 7, the vertical connection plate 11 is connected to the corresponding core tube 1 or frame column 2, and the horizontal connection plate 12 is connected to the upper flange or lower flange corresponding to the upper chord 3. The vertical connection plate 11 and the horizontal connection plate 12 are connected to the corresponding components by bolts. One end of the inner arc plate 13 is connected to the vertical connection plate 11, and one end of the outer arc plate 14 is connected to the horizontal connection plate 12. The other ends of the inner arc plate 13 and the outer arc plate 14 are both set to a suspended state, and have a distance from the corresponding horizontal connection plate 12 and the vertical connection plate 11. In this embodiment, the inner arc plate 13 and the outer arc plate 14 have the same shape and arc length, and the arc length of the suspended section (the arc length between the suspended ends of the inner arc plate 13 and the outer arc plate 14 and the corresponding horizontal connecting plate 12 and the vertical connecting plate 11) is 1 / 5-1 / 3 of the arc length of the inner arc plate 13 or the outer arc plate 14. The inner arc plate 13 and the outer arc plate 14 are arranged alternately. In this embodiment, the inner arc plate 13 connected to the vertical connecting plate 11 is located between the outer arc plate 14 connected to the horizontal connecting plate 12. Energy-absorbing steel bars 15 are evenly arranged along the arc line between the inner arc plate 13 and the outer arc plate 14, and the spacing between adjacent energy-absorbing steel bars 15 is 10mm-20mm. Under a small earthquake, the rotation of the node position of the upper chord 3 will drive the relative displacement of the positions of the inner arc plate 13 and the outer arc plate 14, and make the energy-absorbing steel bars 15 between the inner arc plate 13 and the outer arc plate 14 enter the yield deformation state first. In this embodiment, the yield strength of the energy-absorbing steel bar 15 can be selected to be 100MPa-180MPa, and long holes are opened on the energy-absorbing steel bar 15 to increase the deformation degree of the energy-absorbing steel bar 15. The length direction of the long holes is parallel to the length direction of the energy-absorbing steel bar 15 to enhance its energy dissipation and shock absorption efficiency. The width of the long holes is 2 / 5-7 / 10 of the width of the energy-absorbing steel bar 15.

[0029] The bending-shear type energy-absorbing connecting beam 8 includes an inner shear plate 16, a C-shaped curved steel plate 17, a pad 18, a stiffening rib 19, and an outer shear plate 20. The bending-shear type energy-absorbing connecting beam 8 is located between the two upper chords 3 and at the center of the upper part of the boom system. The two upper chords 3 are symmetrically distributed with equal lengths. The left and right ends of the bending-shear type energy-absorbing connecting beam 8 are respectively provided with expanded hole end plates 21, which are connected to the end plates 10 at the ends of the upper chords 3 by bolts 6, and the upper and lower ends are respectively provided with cover plates 22 for covering and connection. The bending-shear type energy-absorbing connecting beam 8 is a three-section design, the middle section includes an inner shear plate 16 and a C-shaped curved steel plate 17, and the other two sections are provided with outer shear plates 20, and the three sections are divided by stiffening ribs 19. The inner shear plate 16 is vertically arranged between the two cover plates 22 and is perpendicular to the expansion end plates 21 at both ends. The inner shear plate 16 is arranged in the center. In this embodiment, the length of the inner shear plate 16 is 1 / 2 of the length of the middle section, and there is a spacing between the inner shear plate 16 and the stiffening ribs 19 on both sides. A group of C-shaped curved steel plates 17 are arranged on both the front and rear sides of the inner shear plate 16. The two groups of C-shaped curved steel plates 17 are symmetrically arranged about the inner shear plate 16. In this embodiment, the spacing between the two groups of C-shaped curved steel plates 17 is 15mm-30mm. On the same side of the inner shear plate 16, the same group of C-shaped curved steel plates 17 includes two symmetrically arranged C-shaped curved steel plates 17 welded back to back through a pad 18. The C-shaped opening on the other side of the C-shaped curved steel plate 17 is welded to the stiffening rib 19. In this embodiment, the spacing between the C-shaped curved steel plate 17 and the upper and lower cover plates 22 is set to 20mm-35mm. An outer shear plate 20 is vertically arranged between the expanded hole end plate 21 and the stiffening rib 19, and the outer shear plate 20 is perpendicular to the expanded hole end plate 21. According to the deformation mechanism of the bending-shear type energy dissipation coupling beam 8, the yield energy dissipation under bending-shear deformation is achieved by the inner shear plate 16 and the C-shaped bending steel plate 17.

[0030] The reaming end plate 21 is provided with an oblong hole 23, and the end plate 10 is provided with an ordinary circular hole corresponding to the oblong hole 23. The length of the oblong hole 23 is 2.5-4 times the diameter of the ordinary circular hole, and the length direction of the oblong hole is in the up-down direction. A plurality of oblong holes 23 are distributed on the reaming end plate 21, and bolts are passed through the oblong holes 23 and the ordinary circular holes of the end plate 10 and fixed with nuts. Under the action of external force, before the bending-shear type energy-absorbing connecting beam 8 is deformed, the reaming end plate 21 and the end plate 10 can generate relative friction and slip between the length difference between the oblong hole 23 and the ordinary circular hole, thereby improving the ductility and energy-absorbing capacity of the bending-shear type energy-absorbing connecting beam 8. The surface of the reaming end plate 21 and the end plate 10 that are in contact with each other is shot blasted with corundum sand particles 24 (the corundum sand particles 24 are embedded using shot blasting technology), and the energy-absorbing capacity is further improved by increasing the friction between it and the end plate 10.

[0031] The diagonal brace is set as a self-resetting energy-absorbing support 9. The self-resetting energy-absorbing support 9 can use energy-absorbing components such as anti-buckling support or lead damper, which can provide sufficient lateral stiffness for the structure under small earthquakes, and enter the plastic energy-absorbing state to play a shock-absorbing role under medium or large earthquakes. Holes for evenly arranging prestressed tendons 25 are reserved in advance in the self-resetting energy-absorbing support 9, and the residual displacement of the structure after the earthquake is reduced through the self-resetting function.

[0032] An upper connector 26 and a lower connector 27 are respectively provided at both ends of the self-resetting energy-absorbing support 9. The upper connector 26 is connected to the lower flange of the end of the upper chord 3 close to the bending-shear type energy-absorbing connecting beam 8 by bolts 6. The side of the upper connector 26 is flush with the edge of the upper chord 3 and does not contact the bending-shear type energy-absorbing connecting beam 8 to form an eccentric support structure. The lower connector 27 is forged into an L shape and is connected to the upper flange of the lower chord 4, the corresponding core tube 1 or the frame column 2 by bolts 6.

[0033] As a lateral force-resisting structure with superior performance, the eccentrically braced frame has the good energy dissipation capacity and ductility of a pure bending-resisting frame, while also having the characteristics of high stiffness and strength of a centrally braced frame. The design concept of the eccentrically braced frame is to provide sufficient stiffness for the structure under small earthquakes, and to rely on the plastic yielding of the energy-absorbing beam sections to dissipate energy and delay the buckling failure of the supports under large earthquakes, thereby improving the seismic and shock-absorbing performance of the structure. Given that the cantilever system is mostly a structural form of additional support for a steel frame, and the shock-absorbing strategy in super-high-rise structures is also consistent with the eccentrically braced frame, therefore, in order to enable the energy-absorbing cantilever system to exert corresponding shock-absorbing effects under different levels of earthquakes, and simultaneously achieve improved applicability and recoverability, the present invention proposes an assembled multi-stage energy-absorbing cantilever system using eccentric supports that can meet the above requirements.

[0034] In the present invention, according to different yield strength materials and the above-mentioned related structural measures, the yield load of the bending-shear type energy-absorbing connecting beam 8 and the self-resetting energy-absorbing support 9 needs to be set to 1.5-2 times that of the corner type energy-absorbing connecting device 7, so that the energy input to the structure under small earthquakes is mainly borne by the corner type energy-absorbing connecting device 7, while the bending-shear type energy-absorbing connecting beam 8 and the self-resetting energy-absorbing support 9 mainly consume the energy input to the structure under medium and large earthquakes, so as to achieve the effect of multi-level shock absorption. The corner type energy-absorbing connecting device 7 is cheaper and has a simpler installation process, and has a more superior replaceable performance. It can absorb shock when small earthquakes with higher frequency occur, and only the corner type energy-absorbing connecting device 7 needs to be replaced, which is lower in cost. At the same time, it avoids the rigidity of the boom system being too large to play a shock absorption role, thereby avoiding other components of the boom system from being damaged during small earthquakes and failing to play a corresponding shock absorption role during large earthquakes.

[0035] The functions of the present invention are summarized as follows: An assembled multi-stage energy-absorbing cantilever system with eccentric support is used in the frame-core tube structure. The upper chord 3, the lower chord 4, the T-shaped steel connector 5, the corner energy-absorbing connecting device 7, the bending-shear type energy-absorbing connecting beam 8 and the self-resetting energy-absorbing support 9 and other components in the system can all be prefabricated in the factory. The components and the connecting parts of the energy-absorbing cantilever system and the main structure (core tube 1, frame column 2) are connected by bolts, and have a highly assembled structural property. At the same time, the full bolt connection method also facilitates the replaceable performance of each component after an earthquake, which helps to improve the seismic toughness of the structure. The energy-absorbing cantilever system can provide sufficient lateral stiffness for the entire structure. Under the action of horizontal load, the corner energy-absorbing connection device 7, the bending-shear energy-absorbing connecting beam 8, and the self-resetting energy-absorbing support 9 can enter the yield energy-absorbing state in sequence according to the size of the external input energy to achieve graded shock absorption, and rely on the plastic deformation of the energy-absorbing device to meet the stiffness requirements of the structure under earthquakes of different levels, thereby adding a new seismic defense line to the frame-core tube structure and preventing the main structure from extreme damage.

[0036] Compared with the existing energy-consuming boom system, the advantages of the present invention are summarized as follows: 1) The present invention is an assembled multi-stage energy-absorbing cantilever system using eccentric support. Under small earthquakes, the corner energy-absorbing connection device 7 generates displacement deformation, thereby dissipating the seismic energy input into the structure. Under medium and large earthquakes, as the deformation of the structure increases, the bending-shear type energy-absorbing connecting beam 8 and the self-resetting energy-absorbing support 9 enter the yield energy-absorbing state respectively, and bear the seismic energy. The energy-absorbing cantilever system combines the construction mode and energy-absorbing characteristics of the eccentric support frame. While ensuring that sufficient lateral stiffness is provided for the super-high-rise structure, it relies on the division of labor and cooperation of different energy-absorbing devices to achieve graded shock absorption. The corner energy-absorbing connection device 7 cooperates with the bending-shear type energy-absorbing connecting beam 8 and the self-resetting energy-absorbing support 9 to enable the cantilever system to have multi-stage energy-absorbing and shock-absorbing characteristics.

[0037] 2) The present invention is an assembled multi-stage energy-absorbing boom system using eccentric supports. The eccentric support structure is easy to combine with the boom system, and the metal energy-absorbing device (including the corner energy-absorbing connection device 7, the bending-shear energy-absorbing connecting beam 8, and the self-resetting energy-absorbing support 9) can make the energy-absorbing boom system have an ideal initial stiffness. The yield deformation of the metal energy-absorbing device can weaken the stiffness of the energy-absorbing boom system, reduce the dynamic response of the structure, and meet the dual requirements of the structure for stiffness and energy absorption and shock absorption.

[0038] 3) The present invention adopts an assembled multi-stage energy-absorbing boom system with eccentric support, which is connected to the main structure by bolts. All components can be prefabricated and assembled using bolts at the construction site of the super-high-rise structure, so that the energy-absorbing boom system has fully assembled and modular characteristics, reduces the construction difficulty of high-altitude operations in super-high-rise buildings, achieves the purpose of rapid replacement and repair after an earthquake, and improves the assembly industrialization level of the energy-absorbing boom system and the post-earthquake recoverability efficiency of the structure.

[0039] 4) The present invention adopts an assembled multi-stage energy-absorbing boom system with eccentric support. The introduction of the eccentric support design concept can fully concentrate the damage to the energy-absorbing boom system on the energy-absorbing device, thereby reducing the degree of damage to key components. The bolting between components improves the replaceability of the energy-absorbing device and key components, which is beneficial to the rapid repair of the structure after the earthquake and improves the seismic toughness of the structure.

[0040] 5) The present invention adopts an assembled multi-stage energy-absorbing boom system with eccentric support, the corner energy-absorbing connecting device 7, the bending-shear type energy-absorbing connecting beam 8 and the self-resetting energy-absorbing support 9, which fully consider the working mechanism and deformation characteristics of the energy-absorbing boom system under earthquakes, and has a simple structure, easy layout, convenient construction and low cost.

[0041] 6) The present invention adopts an assembled multi-stage energy-absorbing boom system with eccentric support. The corner-type energy-absorbing connection device 7 is more convenient to install and has a lower manufacturing cost than the bending-shear type energy-absorbing connecting beam 8 and the self-resetting energy-absorbing support 9, which effectively improves the replaceability of the device and reduces the repair cost, and is suitable for the properties of higher frequency of small earthquakes.

[0042] 7) In the present invention, an assembled multi-stage energy-absorbing boom system using eccentric support is used. The upper chord 3 and the core tube 1 and the frame column 2 are semi-rigidly connected using T-shaped steel connectors 5 and bolts 6. This connection method not only avoids the risk of brittle extreme failure of the node, but also effectively increases the deformation degree of the upper chord 3, thereby giving full play to the energy-absorbing characteristics of the energy-absorbing boom system.

[0043] 8) The present invention adopts an assembled multi-stage energy-absorbing boom system with eccentric supports, and the diagonal braces adopt self-resetting energy-absorbing supports 9. The embedded prestressed tendons 25 enable the energy-absorbing boom system to have a self-resetting function, thereby reducing the residual displacement of the structure after an earthquake and controlling the residual deformation of the structure.

[0044] Embodiment 1: refer to Figure 1 and Figure 2In order to carry out earthquake-resistant design for a frame-core tube structure with a total height of 242m and 58 floors above ground, an assembled multi-stage energy-absorbing cantilever system using eccentric support according to the present invention is arranged on the 20th, 36th and 52nd floors of the structure respectively. The plane size of the frame-core tube structure is 41m×45m, the plane size of the core tube is 21m×21m, and the floor height is 4m. The energy-absorbing cantilever systems on the same floor are evenly arranged between the outer wall of the core tube 1 and the outer giant frame column 2, and the floor where the energy-absorbing cantilever system is located is used as an equipment floor.

[0045] refer to Figure 3 All components in the assembled multi-stage energy-absorbing boom system with eccentric support described in the present invention can be prefabricated and bolted at the construction site, and have high assembly performance. The cross-sectional shapes of the upper chord 3 and the lower chord 4 are both H-shaped steel with dimensions of 800×600×24×36mm, and the dimensions of the T-shaped steel connector 5 are 840×680×36×56mm. The end plate 10 is flush welded with the web and flange of the H-shaped steel. The grade of the steel material of the above components is Q345. The upper chord 3 and the lower chord 4 are connected to the I-beam embedded in the main structure through high-strength bolts in conjunction with the corresponding T-shaped steel connector 5 and the end plate 10. The high-strength bolts use 10.9-grade M24 high-strength friction bolts. The spacing between the upper chord 3 and the main structure is set to 22mm to achieve a semi-rigid connection at the node.

[0046] Angle-type energy-absorbing connecting devices 7 are arranged above and below the nodes between the upper chord 3 and the main structure, and the length of the bending-shear type energy-absorbing connecting beam 8 is set to 1 / 10 of the total length of the energy-absorbing cantilever system.

[0047] refer to Figure 6 The corner type energy dissipation connection device 7 is designed in two rows in parallel, the inner arc plate 13 and the outer arc plate 14 are of equal length, and the ratio of the length of the suspended section is set to 4:1. The energy dissipation steel bars 15 are arranged in two rows and distributed along the length of the arc plate (inner arc plate 13, outer arc plate 14). The energy dissipation steel bars 15 are perpendicular to the corresponding arc plate. The energy dissipation steel bars 15 use LYP160 steel, and its width is the same as the width of the arc plate. The two sides of the energy dissipation steel bars 15 are flush with the two sides of the arc plate. Each energy dissipation steel bar 15 has two parallel long strip holes of the same specification. The length direction of the long strip holes is parallel to the length direction of the energy dissipation steel bar 15. The total width of the long strip holes is 1 / 2 of the width of the energy dissipation steel bar 15. The energy dissipation steel bars 15 are evenly arranged at intervals of 17 mm.

[0048] refer to Figure 8The bending-shear type energy-absorbing coupling beam 8 is equal in height and width to the upper chord 3. The two sections of the outer shear plates 20 are equal in length and each occupies 1 / 4 of the length of the bending-shear type energy-absorbing coupling beam 8. The steel grade used is Q235. The inner shear plate 16 of the middle section of the bending-shear type energy-absorbing coupling beam 8 is arranged in the center. The two groups of C-shaped curved steel plates 17 are arranged symmetrically with the inner shear plate 16 as a reference and the distance is set to 20mm. The length of the pad 18 between the C-shaped curved steel plates 17 is 125mm. The distance between the C-shaped curved steel plates 17 and the upper and lower cover plates 22 is 23mm.

[0049] The two ends of the bending-shear type energy-absorbing coupling beam 8 are provided with expanded hole end plates 21, and are connected to the end plates 10 provided with ordinary circular holes in the upper chord 3 using 10.9-grade M24 high-strength friction bolts. The length of the oblong hole 23 in the expanded hole end plate 21 is three times the diameter of the ordinary circular hole, where friction energy is generated between the expanded hole end plate 21 and the end plate 10 and the ductility is enhanced. The surface of the expanded hole end plate 21 is evenly embedded with corundum sand particles 24 to further improve the friction energy absorption capacity of the contact surface.

[0050] refer to Fig.11 Four prestressed tendons 25 are evenly embedded in the cavity of the self-resetting energy-absorbing support 9 to reduce the residual displacement of the structure after an earthquake. The prestressed tendons 25 are of HRB500E model and have a diameter of 20 mm. The upper connector 26 in the self-resetting energy-absorbing support 9 is the same width as the upper chord 3, and the lower connector 27 is the same width as the lower chord 4. The upper connector 26 and the lower connector 27 are connected to the corresponding upper chord 3, lower chord 4 and the main structure respectively using 10.9-grade M24 high-strength friction bolts.

[0051] In this embodiment, when the frame-core tube structure encounters a small earthquake, the dislocation deformation of the corner type energy-absorbing connection device 7 in the assembled multi-stage energy-absorbing boom system using eccentric support described in the present invention produces energy-absorbing effect, and in the case of medium and large earthquakes, the bending shear type energy-absorbing connecting beam 8 and the self-resetting energy-absorbing support 9 successively enter the yield state to achieve multi-stage energy-absorbing shock absorption. For the frame-core tube structure, the shock absorption rate is 8.65% under small earthquakes, 12.37% under medium earthquakes, and 19.68% under large earthquakes, and the self-resetting energy-absorbing support 9 effectively controls the residual displacement of the structure after the earthquake. The connection between each component in the energy-absorbing boom system and between it and the main structure are all made with bolts, which can be accurately replaced according to the damage of the components after the earthquake, so that the energy-absorbing boom system has the function of rapid repair and improves the seismic toughness of the structure.

[0052] Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions and variations may be made to the embodiments without departing from the principles and spirit of the invention, and that the scope of the invention is defined by the appended claims and their equivalents.

Claims

1. An assembled multi-stage energy dissipation boom system using eccentric support, connected between a core tube (1) and a frame column (2), characterized in that: The cantilever system comprises a lower chord (4), two sections of upper chords (3), and two sections of self-resetting energy-absorbing supports (9); a bending-shear type energy-absorbing connecting beam (8) is arranged between the two sections of upper chords (3) and both sections are detachably connected to the bending-shear type energy-absorbing connecting beam (8); the other ends of the two sections of upper chords (3) are semi-rigidly connected to the core tube (1) and the frame column (2); and the two ends of the lower chord (4) are detachably connected to the core tube (1) and the frame column (2); and the upper and lower parts of the nodes connecting the two sections of upper chords (3) and the corresponding core tube (1) and the frame column (2) are both provided with a rotational energy-absorbing connecting device (7); and the two ends of the rotational energy-absorbing connecting device (7) are respectively connected to the upper chord (3) and the corresponding core tube (1) or the frame column (2). 2) detachable connection; one end of a self-resetting energy-absorbing support (9) is detachably connected to the lower flange of the upper chord (3) connected to the core tube (1) near the end of the bending-shear type energy-absorbing connecting beam (8), and the other end is detachably connected to the node formed by the lower chord (4) and the core tube (1); one end of another self-resetting energy-absorbing support (9) is detachably connected to the lower flange of the upper chord (3) connected to the frame column (2) near the end of the bending-shear type energy-absorbing connecting beam (8), and the other end is detachably connected to the node formed by the lower chord (4) and the frame column (2); the yield loads of the bending-shear type energy-absorbing connecting beam (8) and the self-resetting energy-absorbing support (9) are greater than the yield load of the corner type energy-absorbing connecting device (7).

2. The assembled multi-stage energy dissipation boom system using eccentric support according to claim 1 is characterized in that: One end of the upper chord (3) is semi-rigidly connected to the corresponding core tube (1) or frame column (2) via a T-shaped steel connector (5); the flange of the T-shaped steel connector (5) is detachably connected to the corresponding core tube (1) or frame column (2); the web of the T-shaped steel connector (5) is detachably connected to the corresponding upper flange or lower flange of the upper chord (3); and a certain distance is provided between the upper chord (3) and the corresponding core tube (1) or frame column (2) to achieve a semi-rigid connection.

3. The assembled multi-stage energy dissipation boom system using eccentric support according to claim 1 is characterized in that: The corner energy-absorbing connection device (7) comprises a vertical connection plate (11), a horizontal connection plate (12), an inner arc plate (13), an outer arc plate (14), and an energy-absorbing steel bar (15); the vertical connection plate (11) is detachably connected to the corresponding core tube (1) or frame column (2); the horizontal connection plate (12) is detachably connected to the corresponding upper flange or lower flange of the upper chord (3); one end of the inner arc plate (13) is connected to the vertical connection plate (11); one end of the outer arc plate (14) is connected to the horizontal connection plate (12); the other ends of the inner arc plate (13) and the outer arc plate (14) are both suspended; the inner arc plates (13) and the outer arc plates (14) are arranged in a staggered manner, and the energy-absorbing steel bars (15) are evenly arranged along the arc between adjacent inner arc plates (13) and outer arc plates (14).

4. The assembled multi-stage energy dissipation boom system using eccentric support according to claim 3 is characterized in that: The energy dissipation steel bar (15) is provided with a long hole extending in the length direction thereof.

5. The assembled multi-stage energy dissipation boom system using eccentric support according to claim 1 is characterized in that: The bending-shear type energy-absorbing connecting beam (8) comprises an inner shear plate (16), a C-shaped curved steel plate (17), a pad (18), a stiffening rib (19), and an outer shear plate (20). Hole-enlarged end plates (21) are provided at both ends of the bending-shear type energy-absorbing connecting beam (8). The hole-enlarged end plates (21) are connected to the end plates (10) at the ends of the upper chord rods (3) by bolts (6). Cover plates (22) are provided at the upper and lower ends of the bending-shear type energy-absorbing connecting beam (8). The bending-shear type energy-absorbing connecting beam (8) is designed in three sections and is separated by two stiffening ribs (19). The middle section comprises an inner shear plate (16), a C-shaped curved steel plate (17), and the inner shear plate (16) and the hole-enlarged end plates ( 21) and the cover plate (22) are perpendicular, and there is a spacing between the two ends of the inner shear plate (16) and the corresponding stiffening ribs (19). A group of C-shaped curved steel plates (17) are symmetrically arranged on both sides of the inner shear plate (16), and each group of C-shaped curved steel plates (17) includes two C-shaped curved steel plates (17) welded back to back through a pad (18). The other side of the C-shaped curved steel plate (17) is welded to the corresponding stiffening rib (19), and there is a spacing between the C-shaped curved steel plate (17) and the cover plates (22) on the upper and lower sides; an outer shear plate (20) is arranged between the expansion hole end plate (21) and the stiffening rib (19) and is perpendicular to the expansion hole end plate (21) and the cover plate (22).

6. The assembled multi-stage energy dissipation boom system using eccentric support according to claim 5 is characterized in that: The reaming end plate (21) is provided with an oblong hole (23) extending upward and downward, and correspondingly, the end plate (10) is provided with a common round hole, and the oblong hole (23) and the common round hole cooperate with the bolt (6) to connect the reaming end plate (21) and the end plate (10).

7. The assembled multi-stage energy dissipation boom system using eccentric support according to claim 6 is characterized in that: The surface of the hole-expanding end plate (21) that cooperates with the end plate (10) is provided with corundum sand particles (24).

8. The assembled multi-stage energy dissipation boom system using eccentric support according to claim 1 is characterized in that: The self-resetting energy-absorbing support (9) adopts an anti-buckling support or a lead damper.

9. The assembled multi-stage energy dissipation boom system using eccentric support according to claim 1 is characterized in that: The self-resetting energy-absorbing support (9) is provided with a hole for burying the prestressed tendons (25).

10. The assembled multi-stage energy dissipation boom system using eccentric support according to claim 1, characterized in that: An upper connecting member (26) and a lower connecting member (27) are respectively provided at both ends of the self-resetting energy-absorbing support (9); the upper connecting member (26) is connected to the lower flange of the upper chord (3) by means of bolts (6); and the lower connecting member (27) is respectively connected to the upper flange of the lower chord (4), the corresponding core tube (1) or the frame column (2) by means of bolts (6).

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