113 results about "Buckling-restrained brace" patented technology

The invention discloses a self-resetting buckling restrained brace, which relates to the technical field of buckling restraint, and adopts the technical scheme that the self-resetting buckling restrained brace comprises a restraint shell, a core material is arranged in the restraint shell, friction shells are fixedly connected to two sides of the restraint shell, a pressure adjusting shell is fixedly connected to the upper parts of the friction shells, and a servo motor is arranged in the pressure adjusting shell; the output end of the servo motor is provided with a worm, the worm is in meshed connection with a worm gear, the worm gear is fixedly connected with a third gear, the third gear is in meshed connection with a transmission rack, the lower portion of the transmission rack is fixedly connected with a fixed shell, and the lower portion of the fixed shell is fixedly connected with a mounting table. The friction plate is in contact with the surface of the core material, the core material moves in the constraint shell during an earthquake so as to generate friction energy consumption with the surface of the friction plate, and the energy consumption and shock absorption effects of the device are effectively improved through mutual complementation of friction of the friction plate and plastic deformation energy consumption of the core material.

The invention relates to a shape memory alloy plate buckling restrained brace with friction energy dissipation and a using method. The buckling restrained brace comprises a core plate, stiffening plates arranged at the two ends of the core plate, buckling restrained cover plates arranged on the upper side and the lower side of the core plate, angle steel used for connecting the stiffening plates and the buckling restrained cover plates, and filling plates arranged between the core plate and the buckling restrained cover plates. The core plate is an iron-based shape memory alloy plate and can recover deformation caused by earthquake load under local heating; long slotted holes are formed in the stiffening plates, the buckling constraint cover plates and the angle steel, the stiffening plates and the angle steel are connected through bolt assemblies, the buckling constraint cover plates and the angle steel are connected through bolt assemblies, the filling plates and the buckling constraint cover plates on the two sides are connected through bolt assemblies, and energy is consumed between the bolt assemblies and the long slotted holes through friction. Compared with the prior art, the buckling restrained brace can be used as a lateral force resistance and energy consumption component of a steel frame structure, and has the advantages of being easy to reset, high in energy consumption, easy to assemble and disassemble and the like.

The present disclosure provides a multi-stage buckling-restrained brace device. The device comprises the parallel cores system, load-transfer system, and restrainer system. The parallel cores system consists of the energy dissipation component, placed between the two supporting plates. The load-transfer system consists of the first and second supporting plates, which are spaced along a specific direction. The restrainer system consists of the restraining component, which prevents buckling of the energy dissipation component under compression. The restraining component includes a first sliding plate, a second sliding plate, a first connecting component and a second connecting component, while the energy dissipation component includes a first core plate and several high-stage core plates. The first sliding plate is fixedly connected to both the first core plate and the first supporting plate, and the second sliding plate is fixedly connected to both the first core plate and the second supporting plate. The two ends of the high-stage core plates are respectively spaced from the first supporting plate and the second supporting plate to form adjustable gaps. The present disclosure can adaptively meet both the load-bearing capacity and energy dissipation demands under different levels of external excitation.

The invention belongs to the technical field of earthquake toughness improvement of old buildings and earthquake response rapid calculation based on an artificial intelligence technology, and discloses a node for a BRB reinforced old reinforced concrete frame structure, a design method and an earthquake toughness improvement rapid evaluation method of the BRB reinforced old reinforced concrete frame structure. The joint comprises a frame structure beam column joint composed of a reinforced concrete beam component, a column component and a plate component, a buckling restrained brace, a high-strength bolt, a connecting plate, a cladding plate, a bottom plate and stiffening ribs. According to the connection node structure provided by the invention, the damage to the opening positions of the plate components is easier to control through the structure design compared with the damage to the opening positions of the beam and column components in the conventional connection node structure, and the integrity and the bearing capacity of the beam and column components serving as main bearing components of the structure are better protected. According to the probability-based earthquake toughness improvement evaluation method, the structural vulnerability is adopted as a comparison parameter, and the reinforcing effect of the buckling restrained brace on the structure is displayed more visually and more comprehensively through vulnerability control rate analysis.

This invention discloses a method and system for reinforcing old buildings in urban renewal, comprising the following steps: comprehensive diagnosis and performance evaluation of the old building; decision-making on the structural reinforcement system based on the performance evaluation results to obtain the optimal structural reinforcement system; reinforcement of key components and nodes of the old building according to the optimal structural reinforcement system; predictive maintenance of the reinforced old building through collaborative improvement and real-time monitoring; integration of three-dimensional laser scanning, finite element analysis, and various material performance testing technologies to accurately assess the current state of the building; and the use of high-performance composite mortar wire mesh, carbon fiber cloth, and buckling restraint braces to enhance the structural bearing capacity and seismic toughness. Simultaneously, combined with integrated structural-insulation design and long-term health monitoring, this method enhances safety while also considering energy conservation, environmental protection, and historical preservation, exhibiting significant advantages such as data-driven approach, toughness priority, functional synergy, and intelligent operation and maintenance. This invention is rationally designed, compact in structure, and easy to use.

The invention discloses an all-steel assembly type step-by-step constraint multiple energy consumption buckling restrained brace which comprises an inner core, a right connecting plate and a left connecting plate, and further comprises asymmetric T-shaped steel, a connecting piece and an outer steel pipe, the inner core is located between the left connecting plate and the right connecting plate, and the asymmetric T-shaped steel is fixedly connected with the inner core through bolts to form a symmetric structure; the two ends of the asymmetric T-shaped steel are fixedly connected with the left and right connecting plates through connecting pieces, the outer side of the asymmetric T-shaped steel is sleeved with an outer steel pipe, the left end of the outer steel pipe is not connected with the left connecting plate, and the right end of the outer steel pipe is connected with the right connecting plate. On the premise that the buckling-restrained energy consumption requirement is met, the structural design is optimized, so that the structure is light, the energy consumption capacity is improved, and meanwhile the moment of inertia of the section is increased. The method is suitable for various building structures, in particular to high-rise buildings, large-span buildings and existing buildings needing seismic strengthening.

The invention relates to a damping type composite partition wall construction method which comprises the following construction steps that embedded parts of buckling restrained brace members are installed, and installation of the embedded parts and steel bar formwork engineering of a main body frame structure are conducted synchronously; mounting a gusset plate and fixedly connecting the gusset plate with the embedded part; after the positions of the gusset plates are checked, hoisting equipment is used for transporting, hoisting and butting the buckling restrained brace members in a mode that the two ends are unequal in height; fixing the lower end of the buckling restrained brace member after the buckling restrained brace member is pulled in place, then fixing the upper end of the buckling restrained brace member in place, and welding a gusset plate after correction; carrying out nondestructive testing on the connection welding seam; after the buckling restrained brace component is installed, the upper wall body of the double-angle steel support is welded, the transverse tie bars of the wall body are tied in a full-length mode, and wall body building and wall body plastering and net hanging construction are conducted. The technical effects that the construction efficiency is improved, the installation quality of the buckling restrained brace component is guaranteed, and the integrality, stability and flatness of the wall are enhanced are achieved.

The invention belongs to the technical field of restrained braces, and particularly relates to a viscoelastic double-step all-steel buckling restrained brace which comprises an outer sleeve, two viscoelastic devices, a core plate and a limiting structure, the outer sleeve, the two viscoelastic devices and the core plate are arranged, and the two viscoelastic devices are embedded in the inner side and the outer side of the two ends of the outer sleeve respectively; the viscoelastic material can absorb and dissipate energy generated by earthquakes or wind loads through shear deformation, the vibration response of a structure body is effectively reduced, the anti-seismic performance of a building is improved, the core plate movably penetrates through the viscoelastic device and is arranged in the outer sleeve, the core plate is preliminarily restrained through the outer sleeve, and the anti-seismic performance of the building is improved. According to the limiting structure, the side plates and the multiple limiting plates are matched to limit the core plate, lateral displacement of the core plate can be limited, bending instability of the core plate in the stress process is prevented, it is ensured that the core plate is mainly subjected to axial deformation all the time, and the anti-seismic property of the viscoelastic device is fully exerted.

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

The application discloses a high-ductility fracture-free double-yield-point buckling-restrained brace with a cross-shaped steel negative Poisson's ratio core and a multi-storey or high-rise fabricated building, and the buckling-restrained brace comprises a cross-shaped steel first-order core, a corner steel second-order core, and corner steel peripheral constraints; the cross-shaped steel first-order core comprises a middle negative Poisson's ratio weakening area one in the middle of the cross-shaped steel; the corner steel second-order core comprises a middle negative Poisson's ratio weakening area two in the middle of the corner steel; the corner steel peripheral constraints comprise a middle pre-tightening area in the middle of the corner steel; four groups of the corner steel second-order core are respectively arranged at four corners of the cross-shaped steel first-order core; four groups of the corner steel peripheral constraints are respectively arranged at peripheries of the four groups of the corner steel second-order core and are pre-tightened in the middle pre-tightening area; the cross-shaped steel first-order core can produce a first displacement longitudinal sliding relative to the corner steel second-order core; the corner steel second-order core can produce a second displacement longitudinal sliding relative to the corner steel peripheral constraints; and the second displacement is greater than the first displacement. The application aims to solve the problems of the buckling-restrained brace, such as insufficient ductility, easy fracture and limited energy dissipation of the core under an earthquake.

The present invention belongs to the technical field of civil engineering and relates to a roller-supported buckling-restrained brace, comprising: an external restraint member and an internal core plate. The external restraint member is tubular, and the radial cross-section of the inner hole is cross-shaped. The symmetry axis in the length direction of the inner hole coincides with the symmetry axis in the length direction of the external restraint member. The internal core plate is a cross-shaped plate that is orthogonal. The internal core plate matches the shape and size of the inner hole. A clearance fit is provided between the internal core plate and the inner hole. Connection segments are provided at both ends of the internal core plate, and a yield segment with a reduced radial dimension is provided in the middle of the two connection segments. Multiple rollers are provided on the yield segment. In the present invention, by opening a cross-shaped inner hole on the external restraint member, inserting an internal core plate of the same shape into the inner hole, and arranging rollers in the inner hole, the yield segment of the internal core plate is connected by rolling of the rollers. When the structure encounters an earthquake, the yield segment of the internal core plate yields earlier, showing good elastic and ductile characteristics and entering the energy dissipation state, ensuring the safety of the main structure.

The invention relates to a reverse friction buckling-restrained energy dissipation support and a control method, the reverse friction buckling-restrained energy dissipation support comprises a buckling-free energy dissipation unit, a forward constraint unit and a reverse constraint unit, and the forward constraint unit is arranged at one end of the buckling-free energy dissipation unit and is in sliding connection with the end of the buckling-free energy dissipation unit; the reverse constraint unit is arranged at the other end of the buckling-free energy dissipation unit and is fixedly connected with the end of the buckling-free energy dissipation unit; wherein the forward constraint unit and the reverse constraint unit are oppositely arranged, and when the support bears an axial load, the forward constraint unit and the reverse constraint unit respectively follow different end parts of the buckling-free energy dissipation unit to move in opposite directions, so that a reverse friction mechanism is realized. According to the reverse friction buckling-restrained energy dissipation support and the control method, the double-order yield of the buckling energy dissipation support is fused with the support limiting device, meanwhile, the friction force in the energy dissipation core of the buckling restrained support is self-balanced, the deformation uniformity of the support is improved, and therefore the fatigue performance is improved. The overall structure of the support is free of numerous external additional devices, low in manufacturing cost and convenient for engineering application.

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.

The utility model discloses a replaceable buckling restrained brace device, particularly relates to buckling restrained brace technical field, including core material, reinforcing sleeve and packing layer, the packing layer is provided between core material and reinforcing sleeve, core material outer wall surface and reinforcing sleeve inner wall surface are both provided with the non-adhesive layer, the packing layer is provided with the non-adhesive layer. Fixing grooves are formed in the top and the bottom of the reinforcing sleeve, fixing covers are detachably connected into the two fixing grooves, through holes matched with the core material are formed in the tops of the two fixing covers, and the core material penetrates through the two through holes. The buckling restrained brace device is composed of the core material, the reinforcing sleeve, the non-bonding layer, the filling layer and the fixing cover, can resist slight earthquakes, medium-grade earthquakes, high-grade earthquakes and wind loads, can also serve as an efficient energy dissipation damper, reduces response of the structure in the earthquakes through energy dissipation, accordingly improves the anti-seismic performance of the structure, and reduces the construction cost. And the two fixing covers are disassembled, so that the core material is convenient to replace and the sleeve is convenient to reinforce.

To provide a buckling restraint brace fitted with a wooden restraining material high in biting resistance.SOLUTION: A buckling restraint brace 100 comprises: a steel plate-like core material 10; and a wooden restraining body 20 formed by a pair of wooden restraining materials 30 and disposed to face the two wide surfaces 10a of at least the core material 10. Each of the restraining materials 30 is provided with a first restraining material 33 relatively high in biting strength and a second restraining material 34 relatively low in biting strength. One wide surface 31 of the first restraining material 33 is in contact with the wide surface 10a of the core material 10, and the wide surface 31 of the second restraining materials 34 is in contact with the other wide surface 31 of the first restraining material 33.SELECTED DRAWING: Figure 3B

The application relates to a self-resetting buckling restrained brace based on disc spring resetting and slope core plate energy dissipation, which comprises a shell, a slope core plate, a fixed restraint cover plate assembly, disc springs and a movable restraint cover plate assembly; the upper surface and the lower surface of the slope core plate are uniformly arranged with the movable restraint cover plate assembly, the inner side of the end part of the movable restraint cover plate assembly relative to the slope core plate is provided with a movable cover plate self-resetting slope, the movable cover plate self-resetting slope is matched and contacted with the core plate slope protrusion on the same side; the outer side of the end part of the movable restraint cover plate assembly relative to the slope core plate is provided with a plurality of disc springs; the fixed restraint cover plate assembly is installed between the core plate energy dissipation section and the movable restraint cover plate assembly on the upper surface or the lower surface of the slope core plate, the fixed restraint cover plate assembly is fixed with the shell covered outside the whole structure through a plurality of fixed cover plate bolts penetrating the movable restraint cover plate assembly on the same side. The application simplifies the structure and can automatically restore to the initial state after plastic deformation under external force.

This invention relates to the field of building engineering technology, specifically to a load-bearing-multi-stage energy-dissipating buckling-restrained brace composite damping component. It includes a connecting column and a bolt reinforcement assembly. The assembly includes a friction box fitted onto one end of the connecting column, with a first bolt threaded between the friction box and the connecting column. A reinforcement plate is slidably installed within the friction box; when there is relative displacement between the connecting column and the friction box, the reinforcement plate slides towards tightening the first bolt. The energy-absorbing reinforcement assembly includes a connecting plate connected to the other end of the connecting column, with an energy-absorbing box installed near the connecting plate end of the connecting column. A reverse pulling member is installed between the energy-absorbing boxes. By setting a bolt reinforcement assembly at the end of the connecting column, the bolt is reinforced using the relative displacement between the connecting column and the friction box. This not only absorbs vibrations but also converts that energy for bolt reinforcement. Furthermore, the energy-absorbing reinforcement assembly and the reverse pulling member further enhance the damping effect.

The utility model relates to the technical field of anti-seismic building structures, in particular to a hot-rolled H-shaped steel buckling restrained brace which comprises a sleeve, an inner core is arranged in the sleeve in a matched mode, installation components are arranged at the two ends of the inner core, the installation components are sleeved with end sealing plates, the end sealing plates are used for preventing filler in the sleeve from leaking, and the filler is arranged between the sleeve and the inner core. The inner core is composed of the H-shaped steel and the auxiliary yield plate which are matched with each other, webs of the H-shaped steel and the auxiliary yield plate are corrugated, and the anti-seismic effect of the constraint support is improved; the supporting performance is high, the anti-seismic performance is high, and the structural stability is good.

The invention discloses a steel-inorganic glue composite bamboo buckling restrained brace device and a construction method, and belongs to the technical field of building structures. The length of the core component is larger than that of the restraining component, the core component comprises a linear steel plate, a plurality of long-strip-shaped holes are formed in the linear steel plate, connecting end plates are arranged at the two ends of the linear steel plate, and stiffening ribs are arranged on the two sides of each connecting end plate. The restraining component comprises two inorganic glue composite bamboos, two side bearing plates and two base plates, the side bearing plates are arranged on the inner sides of the two inorganic glue composite bamboos, and the linear steel plate and the base plates are arranged between the two side bearing plates and are clamped through first connecting pieces to form the whole restraining component. The thickness of the base plate is larger than that of the linear steel plate, and PVC films are arranged between the two side bearing plates and the core component. The problem that effective buffering cannot be achieved due to the fact that the buckling restrained brace is poor in energy absorption effect and short in fatigue life is solved.

The invention belongs to the technical field of buckling restrained brace damage detection, and particularly discloses a method for detecting the damage position and degree of a buckling restrained brace, and the method comprises the steps: collecting a reference signal of a buckling restrained brace under an undamaged working condition, obtaining a signal under each damaged working condition through a fatigue test, and extracting modal features; based on the modal features, establishing a mathematical relationship model of the modal curvature difference and the wavelet coefficient difference with the damage degree; actual damaged buckling restrained brace signals are collected, modal information is extracted, a modal curvature difference method based on statistics and wavelet coefficient difference analysis are adopted to determine the damage position, and the modal curvature difference and the wavelet coefficient difference corresponding to the damage position are extracted; and determining the damage degree according to the mathematical relationship model of the modal curvature difference, the wavelet coefficient difference and the damage degree, the modal curvature difference and the wavelet coefficient difference. The problems that an existing buckling restrained brace damage detection method cannot accurately recognize the damage position, cannot evaluate plastic deformation, and is high in detection cost and complex in operation are solved.

The present application relates to the technical field of support component, in particular to a kind of buckling-restrained brace component in the anti-seismic of venue;Including cross-shaped core component, four first angle steels, four second angle steels, external frame and two end covers, after first angle steel is placed in the inside of the right angle included angle of cross-shaped core component, second angle steel is placed in the inner side wall of first angle steel, external frame is clamped in the outside of second angle steel and first angle steel by the cooperation of first clamping slot and second clamping slot, after one of end covers is installed in the one end of external frame, concrete is filled in the outside of first concrete cavity and second concrete cavity, another end cover is arranged in the other end of external frame, the installation of buckling-restrained brace component is completed, cross-shaped core component, first angle steel, second angle steel, external frame and two end covers in the above structure are all processed in factory, precision is easy to control, so that it is more convenient when on-site construction.

The utility model provides a two-stage energy-dissipation buckling restrained brace which comprises a yield energy-dissipation component, a buckling restrained brace body and a buckling restrained brace body. The two ends of the yield energy-dissipation component are lead screw sections, and the middle of the yield energy-dissipation component is a buckling energy-dissipation section. The restraining sleeve is arranged on the yield energy dissipation component in a sleeving mode; the two connecting blocks are arranged on the two lead screw sections of the yield energy dissipation component in a sleeving mode correspondingly; the two friction energy dissipation modules correspond to the connecting blocks one to one and are installed in the connecting blocks, the two lead screw sections of the yield energy dissipation component are each sleeved with one friction energy dissipation module, the friction energy dissipation modules can be in friction with the connecting blocks in the connecting blocks and rotate, and relative rotation and axial relative movement exist between the lead screw sections and the friction energy dissipation modules; and the locking assembly is arranged in the connecting block and used for locking the friction energy consumption module so that the friction energy consumption module cannot rotate. The shock absorption efficiency of the structure can be improved, the engineering economy is optimized, and the design targets of shock and vibration double control and efficient shock absorption are achieved.

The utility model provides a hoisting device for a buckling restrained brace. The hoisting device comprises a fixed plate, a fixed lifting lug, two mounting support arms, two sliding structures, two sliding rods, two locking mechanisms, two adjustable lifting lugs and three hoisting hoists, the two mounting support arms are symmetrically arranged at the left end and the right end of the fixing plate, the section of each mounting support arm is L-shaped, an opening of each mounting support arm faces downwards, the end of each mounting support arm is fixedly connected with the fixing plate, the fixing lifting lug is arranged in the middle of the fixing plate, and the left end and the right end of the fixing plate are each provided with a long-strip-shaped hole used for being connected with a buckling restrained brace. According to the hoisting device for the buckling restrained brace, the problems that the brace cannot be accurately positioned and the stability and the safety of the whole structure are influenced due to the fact that a hoisting chain for fixing the brace in the prior art is lack of adjusting capacity are solved.

The present invention provides a buckling-restrained core unit structure and brace with large displacement and high performance, which relates to the field of seismic resistance technology. The buckling-restrained brace with large displacement and high performance mainly includes: a first set of core unit groups, a second set of core unit groups, an outer restraint sleeve, and a limit mechanism; wherein, the core unit group is composed of a core unit and an intermediate plate; the limit device is composed of a limit guide tube, a stiffening rib, an end plate, and an anti-lateral buckling restraint block. By adopting the principle of superposition of the working displacement amounts of two sets of core units, the present invention solves the problem that the working displacement amount of a conventional buckling-restrained brace is relatively small, and realizes the requirement of a large deformation working displacement per unit length of the buckling-restrained brace; on the other hand, the load-bearing tonnage is designed by adjusting the width and thickness of the adjustment section. According to the actual engineering requirements, the two sets of core units can be designed as buckling-restrained braces with the same tonnage or double-stage yield type buckling-restrained braces with different tonnages.

The utility model relates to the field of anti-seismic devices, in particular to a multi-order buckling restrained brace device and an anti-seismic building. The multi-order buckling restrained brace device comprises an outer restrained component, a filler and an energy-consuming inner core. The outer restraining component is arranged outside the energy dissipation inner core in a sleeving mode, and the two ends of the energy dissipation inner core extend out of the outer restraining component. The space between the outer constraint component and the energy consumption inner core is filled with the filler. The energy consumption inner core comprises a first inner core plate and a second inner core plate, and the first inner core plate is connected with the second inner core plate; the first inner core plate has first yield strength, and the second inner core plate has second yield strength. According to the multi-order buckling restrained brace device, the multi-order buckling restrained brace energy dissipation and shock absorption design is adopted, multiple times of yielding can be achieved, and therefore the staged energy dissipation effect of small earthquakes, medium earthquakes and large earthquakes can be achieved, a main body structure can be well protected, the main body structure can be prevented from being seriously damaged in the small earthquakes, the medium earthquakes and the large earthquakes, and the service life of the main body structure is prolonged. And convenience is brought to post-earthquake repair.

The invention provides a double-yield-point perforation tie type fabricated buckling restrained brace with a built-in I-shaped negative Poisson ratio peanut hole net inner core, which comprises an I-shaped steel first-order inner core, a second-order inner core, a third-order inner core, a third-order inner core, a fourth-order inner core and a fourth-order inner core, the linear steel second-order inner core comprises a middle peanut hole net weakening area II; the periphery of the channel steel is restrained and comprises a third middle restraining area; the flat plate periphery constraint comprises a middle constraint area IV; the two groups of channel steel peripheral constraints and the two groups of linear steel second-order inner cores are mounted on two sides of a web plate of the I-shaped steel first-order inner core from outside to inside through high-strength bolt penetrating and tying, and the two groups of flat plate peripheral constraints are mounted on an upper flange and a lower flange of the I-shaped steel first-order inner core through high-strength bolt penetrating and tying; the I-shaped steel first-order inner core can generate longitudinal sliding of a first displacement relative to the straight-line-shaped steel second-order inner core, and the straight-line-shaped steel second-order inner core can generate longitudinal sliding of a second displacement relative to the channel steel peripheral constraint and the flat plate peripheral constraint. Through the first-order and second-order negative Poisson's ratio energy dissipation inner cores, high-ductility fracture-free double-order energy dissipation is achieved, and the mechanical property of the support is effectively improved.

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

The invention relates to the field of structural engineering aseismic design, and particularly discloses a buckling restrained brace steel frame aseismic design method based on horizontal sharing rate optimization, which comprises the following steps: establishing a parameterized analysis model taking a horizontal sharing rate beta as a variable, carrying out elastic-plastic dynamic time-history analysis, and extracting whole-process response data; the method comprises the following steps of: calculating an instantaneous equivalent horizontal sharing rate beta (t) representing dynamic evolution of internal force distribution and a stability index of the instantaneous equivalent horizontal sharing rate beta (t), and finally, performing multi-objective optimization solution on beta by taking the stability index and at least one other performance index as an optimization objective, so as to obtain a horizontal sharing rate design value with optimal robustness, and finish the design of the section of the component according to the horizontal sharing rate design value. According to the method, quantitative evaluation and active optimization of the stability of the force distribution path in the whole period of the structure under the action of an earthquake are realized, and the anti-seismic robustness, the collaborative energy consumption efficiency and the comprehensive economy of the buckling restrained brace steel frame are improved.