One-dimensional peanut hole net inner core double-yield-point perforated knot type assembled buckling restrained brace and multi / high-rise assembled building

Abstract

The application provides a one-word peanut hole net inner core double-yield-point perforated pull joint type fabricated buckling restrained brace and a multi-story or high-rise fabricated building. The buckling restrained brace comprises: a one-word steel first-order inner core, a one-word steel second-order inner core, and a channel steel peripheral restraint. The one-word steel first-order inner core comprises a middle peanut hole net weakening area one in the middle of the steel. The one-word steel second-order inner core comprises a middle peanut hole net weakening area two in the middle of the steel. The channel steel peripheral restraint comprises a middle restraint area in the middle of the channel steel. The two sets of channel steel peripheral restraints, the two sets of one-word steel second-order inner cores and the two sets of one-word steel first-order inner cores are fixed by high-strength bolt perforation pull joints from outside to inside. The one-word steel first-order inner core can produce a first displacement longitudinal sliding relative to the one-word steel second-order inner core. The one-word steel second-order inner core can produce a second displacement longitudinal sliding relative to the channel steel peripheral restraint. The application realizes double-stage energy dissipation through the first-order and second-order negative Poisson's ratio energy dissipation inner cores, and effectively improves the mechanical properties of the support.

Description

Technical Field

[0001] This application relates to the field of building structure technology, especially prefabricated assembled steel structures, specifically to prefabricated buckling restraint braces with double yield point perforated tie-type cores in the form of a peanut-shaped mesh and multi-story and high-rise prefabricated buildings. Background Technology

[0002] Buckling-restrained braces (BRBs) are widely used components in seismic-resistant structures. Their main characteristic is the ability to maintain good load-bearing capacity and ductility under both tension and compression, thereby improving the seismic performance of the structure. Traditional BRBs typically consist of a core yielding element, restraint elements, and infill material. External restraint elements prevent the core element from buckling under compression, thus enabling the brace to effectively dissipate energy under both tension and compression. However, traditional BRBs still have certain limitations in some applications. For example:

[0003] 1. A single-order yielding mode may limit energy dissipation efficiency and make it difficult to achieve more stable hysteresis performance.

[0004] 2. Core components are prone to fracture: Under repeated strong earthquakes, the limited fatigue resistance of core components makes them susceptible to fatigue fracture under alternating tensile and compressive loading. This phenomenon is particularly evident under repeated high-intensity earthquakes, where cumulative damage to the microstructure eventually leads to crack formation and propagation. With increasing post-earthquake repeated loading, the resistance of the core components gradually declines, resulting in significant damage or fracture, thus severely impacting the service life and safety of the components.

[0005] 3. Performance degradation due to local buckling: Under high axial compression, core components are prone to out-of-plane deformation and local buckling. Although the external constraint device provides a restraining effect, failure often occurs due to uneven constraint or defects in the core geometry design.

[0006] With the increasing size and height of buildings, and the ever-increasing requirements for seismic fortification, higher demands are being placed on the performance of buckling-restrained braces. The design of structural components must not only meet the requirements of efficient energy dissipation and seismic resistance, but also take into account the ability to quickly repair after an earthquake and the ability to reuse resources.

[0007] Based on the aforementioned problems and challenges, it is necessary to optimize the structural design to effectively address issues such as the easy fracture, buckling instability, and complex post-earthquake repair of traditional buckling-restrained braced core components, thus providing an innovative and efficient solution for buildings in high-intensity earthquake zones. Summary of the Invention

[0008] In view of the shortcomings of existing technologies, this application provides a prefabricated buckling-restrained brace with a double-yield-point perforated tie-type core and a multi-story and high-rise prefabricated building, aiming to solve the problems of insufficient ductility, easy fracture, and limited energy dissipation of buckling-restrained braces under high-intensity earthquakes. Through innovative geometric design and material optimization, this brace significantly improves its energy dissipation capacity, deformation performance, and structural stability.

[0009] To achieve the above objectives, the technical solution adopted in this application is as follows:

[0010] This application first provides a double-yield-point perforated tie-type assembled buckling restraint brace with a core of a one-line peanut mesh, comprising:

[0011] The first-order core of the I-shaped steel includes a central peanut-shaped mesh weakening zone formed within a predetermined length range in the middle of the steel, and end-strengthened connection zones at both ends.

[0012] The second-order core of the straight steel section includes a central peanut-shaped mesh weakening zone two formed within a predetermined length range in the middle of the steel section, and end connection zones two at both ends;

[0013] The outer constraint of the channel steel includes the central constraint area formed by a predetermined length range in the middle of the channel steel, and the end connection areas at both ends;

[0014] The two sets of channel steel outer constraints, the two sets of I-shaped steel second-order cores, and the two sets of I-shaped steel first-order cores are fixed from the outside to the inside by high-strength bolts through holes. The I-shaped steel first-order core can slide longitudinally with a first displacement relative to the I-shaped steel second-order core, and the I-shaped steel second-order core can slide longitudinally with a second displacement relative to the channel steel outer constraints.

[0015] In one embodiment, peanut-shaped holes are formed in the central peanut-shaped mesh weakening region, causing the first-order core of the straight steel to form a negative Poisson's ratio effect; the peanut-shaped holes are arranged in an alternating horizontal and vertical array in the central peanut-shaped mesh weakening region.

[0016] The peanut-shaped mesh weakening zone two in the middle section has peanut-shaped holes, which causes the second-order core of the straight steel to form a negative Poisson's ratio effect; the peanut-shaped holes are arranged in an alternating horizontal and vertical array in the peanut-shaped mesh weakening zone two in the middle section.

[0017] In one embodiment, a circular hole is formed in the end reinforcement connection area;

[0018] The end connection area two is provided with an elongated oval hole two, which corresponds to the circular hole one;

[0019] The end connection area three has an elongated hole three, which corresponds to the elongated hole two, and the elongated hole three is longer than the elongated hole two;

[0020] The ends are fixed by a group of high-strength bolts passing through the three elongated holes, the second elongated hole, and the first round hole.

[0021] In one embodiment, the first-stage core of the I-shaped steel is configured as an I-shaped steel in the end strengthening connection area, and the web of the I-shaped steel has the circular hole.

[0022] In one embodiment, a circular hole three is opened in the central constraint area of ​​the outer constraint of the channel steel, and a group of central tie bolts are used to tie and fix the steel by passing through the circular hole three, the peanut holes in the central peanut mesh weakening area two, and the peanut holes in the central peanut mesh weakening area one.

[0023] In one embodiment, the length L1 of the first-order core of the straight steel, the length L2 of the second-order core of the straight steel, and the length L3 of the outer constraint of the channel steel satisfy L1 > L2 = L3, and the portion of the first-order core of the straight steel that extends beyond both ends is used to connect the main structure of the building.

[0024] In one embodiment, a gap of at least 1 mm is reserved between the first-order core of the I-shaped steel and the second-order core of the I-shaped steel, and between the second-order core of the I-shaped steel and the outer constraint of the channel steel.

[0025] In one embodiment, the gap is filled with polytetrafluoroethylene.

[0026] In one embodiment, the first-order core and the second-order core of the I-shaped steel are made of high-ductility materials, including Q235 steel, aluminum alloy, and shape memory alloy.

[0027] This application also provides a multi-story or high-rise prefabricated building, including the buckling-restrained brace.

[0028] The beneficial effects of this application compared to the prior art are as follows: The double-yield-point perforated tie-type prefabricated buckling-restrained brace with a single-line peanut-shaped mesh core provided in this application, and its application in multi-story and high-rise prefabricated buildings, effectively improve the mechanical performance of the brace through the first-order and second-order negative Poisson's ratio energy-dissipating core. Specifically, it can bring at least the following beneficial effects:

[0029] 1. This application is designed based on the concept of centralized control of plastic damage and replaceable energy-dissipating components. All plastic damage can be centrally controlled on the energy-dissipating components. That is, all plastic damage is controlled on the first-order and second-order negative Poisson's ratio energy-dissipating inner core and outer core weakening sections. After the earthquake, only the energy-dissipating inner core needs to be replaced to enable the overall structure to quickly restore its original load-bearing capacity, which significantly improves the sustainable maintenance performance of the building structure.

[0030] 2. This application effectively improves the ductility of the energy-dissipating inner and outer cores by setting holes with negative Poisson ratio properties on the inner and outer cores. Based on the tensile expansion effect of negative Poisson ratio materials, it significantly improves the ultimate deformation capacity of the energy-dissipating components, enabling the support system to form a stable energy-dissipating mechanism under cyclic load. Based on finite element analysis, the negative Poisson ratio core has a smaller thickness requirement for the outer components compared to the dog-bone weakening form. In this application, the thickness of the constraint channel steel can be effectively controlled, which can save steel to a certain extent and reduce costs.

[0031] 3. This application uses an inner core with negative Poisson's ratio energy dissipation and an outer core to connect the outer constraint members on both sides through the outer connecting bolts. The bolt through-hole connection design can realize the miniaturization and weight reduction of the outer constraint members, effectively solving the problems of large cross-section and heavy components of the outer constraint members of traditional integral constraint type and fully assembled binding constraint type buckling constraint braces.

[0032] 4. This application, through the bolt hole opening structure, endows the support system with multi-stage energy dissipation timing control characteristics. Its static hysteresis curve exhibits significant double-yield plateau characteristics, forming a gradient yielding mechanism that matches multi-level seismic motions. When the structure encounters a minor earthquake, the first-order and second-order negative Poisson's ratio energy-dissipating inner and outer cores maintain the overall structural stiffness through coordinated deformation. Under moderate earthquake excitation, the first-order negative Poisson's ratio energy-dissipating inner core first enters the plastic yielding energy dissipation stage, achieving energy dissipation. When a major earthquake occurs, the bolts at the connection between the first-order negative Poisson's ratio energy-dissipating inner core and the second-order negative Poisson's ratio energy-dissipating outer core tighten, triggering the plastic deformation of the second-order outer core. The first-order and second-order negative Poisson's ratio energy-dissipating inner and outer cores jointly dissipate seismic energy. Furthermore, the stress time of the second-order negative Poisson's ratio energy-dissipating outer core is determined by the length of the elongated hole, which can be flexibly adjusted according to actual needs.

[0033] 5. Fracture prevention mechanism. Since the first-order negative Poisson's ratio energy-dissipating core is always under stress during support deformation, it has a potential risk of fracture under large earthquakes and large deformations. In this application, even if the first-order negative Poisson's ratio energy-dissipating core fractures, the load can be borne by the outer constraint channel steel after the bolts slide to the elongated hole of the constraint channel steel and tighten, providing a last line of defense.

[0034] 6. Coordinating Deformation Capacity. This application can effectively coordinate inter-story deformation through reasonable design. That is, buildings with traditional buckling-restrained braces have obvious weak stories, which have a higher risk of failure under major earthquakes. However, buildings with the support of this application can effectively avoid the weak story effect by reasonably designing the supports of each story.

[0035] 7. All welding processes in this application can be completed in the prefabrication plant, which produces standard "modules." On-site construction only requires positioning the "modules" according to the pre-drilled bolt holes and assembling them with high-strength bolts to complete the structural installation, exhibiting a high degree of modularity. This "building block" construction concept reduces labor usage, lowers construction difficulty, and thus effectively shortens the construction cycle.

[0036] 8. This application can be applied to single-story buildings, or it can be combined with detachable and replaceable shear walls, energy-dissipating braces, etc. to form a frame-shear wall system or a frame-bracing system, which can be flexibly applied to multi-story and high-rise building systems.

[0037] It should be understood that the implementation of any embodiment of this application does not mean that it will simultaneously possess or achieve multiple or all of the above-mentioned beneficial effects. Attached Figure Description

[0038] To more clearly illustrate the embodiments of this application or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are merely exemplary, and those skilled in the art can derive other embodiments based on the provided drawings without creative effort.

[0039] The structures, proportions, sizes, etc. illustrated in this specification are only for the purpose of assisting those skilled in the art in understanding and reading the content disclosed herein, and are not intended to limit the conditions under which this application can be implemented. Therefore, they have no substantial technical significance. Any modifications to the structure, changes in the proportions, or adjustments to the size, without affecting the effects and purposes that this application can produce, should still fall within the scope of the technical content disclosed in this application.

[0040] Figure 1 An isometric view of a double-yield-point perforated tie-type assembled buckling-restrained brace with a peanut-shaped mesh core is shown as an example.

[0041] Figure 2 An exploded view of a double-yield-point perforated tie-type assembled buckling-restrained brace with a core of a one-line peanut mesh is shown as an example.

[0042] Figure 3 An exemplary diagram illustrates a first-order core structure of a straight steel structure with a double-yield-point perforated tie-type assembled buckling-restrained brace and a straight peanut-shaped mesh core.

[0043] Figure 4 An exemplary diagram illustrates a schematic diagram of two I-shaped steel second-order core structures of a double-yield-point perforated tie-type assembled buckling-restrained brace with an inner core of an I-shaped peanut mesh.

[0044] Figure 5 An exemplary diagram illustrates the outer constraint structure of two channel steels for a double-yield-point perforated tie-type assembled buckling restraint brace with a one-line peanut mesh core.

[0045] Figure 6An exemplary front view of a double-yield-point perforated tie-type assembled buckling-restrained brace with a one-line peanut mesh core is shown.

[0046] Figure 7 An exemplary top view of a double-yield-point perforated tie-type assembled buckling-restrained brace with a core of a one-line peanut mesh is shown.

[0047] Figure 8 An exemplary cross-sectional view of a double-yield-point perforated tie-type assembled buckling-restrained brace with a peanut-shaped mesh core is shown.

[0048] Marked in the image:

[0049] One-line steel first-order core 1, middle peanut mesh weakening zone 11, end strengthening connection zone 12, round hole 121;

[0050] The second-order core of the straight steel is 2, the middle peanut-shaped mesh weakening zone 21 is 21, the end connection zone 22 is 22, and the oblong hole 221 is 221;

[0051] The channel steel has three outer constraints, three middle constraints, three circular holes, three end connection areas, three oblong holes, and three long holes.

[0052] Group 4 of high-strength bolts at the ends;

[0053] Group 5 of central tie bolts.

[0054] In the various figures, the same or corresponding reference numerals indicate the same or corresponding parts. Detailed Implementation

[0055] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the embodiments of this application will be further described in detail below with reference to the accompanying drawings. Here, the illustrative embodiments and descriptions of this application are used to explain this application, but are not intended to limit this application.

[0056] In this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0057] It should be understood that the terms "comprising / including," "consisting of," or any other variations are intended to cover non-exclusive inclusion, such that a product, apparatus, process, or method that comprises a list of elements includes not only those elements but may also include, where necessary, other elements not expressly listed, or elements inherent to such a product, apparatus, process, or method. Without further limitation, an element defined by the phrases "comprising / including," "consisting of," does not exclude the presence of additional identical elements in the product, apparatus, process, or method that includes said element.

[0058] It should also be understood that the terms “upper,” “lower,” “front,” “back,” “left,” “right,” “top,” “bottom,” “inner,” and “outer,” etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device, component, or structure referred to must have a specific orientation, be constructed or operated in a specific orientation, and should not be construed as a limitation on this application.

[0059] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this application, "multiple" means two or more, unless otherwise explicitly specified.

[0060] The following is a detailed description of the specific implementation and preferred scheme of the double-yield-point perforated tie-type prefabricated buckling restraint brace with a one-line peanut mesh core proposed in this application, as well as its application in multi-story and high-rise prefabricated buildings.

[0061] Research on negative Poisson's ratio materials originated in the 1980s. Scientists discovered that certain special microstructures or material geometries can lead to the negative Poisson's ratio effect. From a microscopic perspective, the structural units of these materials undergo special rotation or twisting when subjected to stress, resulting in lateral deformation opposite to that of conventional materials. When a negative Poisson's ratio component is subjected to tensile or compressive forces, its internal periodic negative Poisson's ratio cells utilize their in-plane rotation mechanism to enable the component to exhibit excellent deformation performance, thereby dissipating more energy from the outside. Due to their outstanding energy absorption capacity, negative Poisson's ratio structures are widely used in many fields such as protection, vibration reduction, and energy absorption.

[0062] Double-yield-point bracing has two yielding stages, allowing it to gradually yield and dissipate energy under different stress levels. During minor and moderate earthquakes, double-yield-point bracing begins to dissipate energy at the lower yield point, and during major earthquakes, it continues to dissipate energy at the higher yield point, resulting in a smoother and more continuous energy dissipation process. Compared to single-yield-point bracing, double-yield-point bracing offers higher energy dissipation efficiency and better control over the phased energy dissipation of the structure, further enabling control over inter-story drift.

[0063] Based on the above understanding, this application studies a double-yield-point perforated tie-type prefabricated buckling-restrained brace with a core of a linear peanut-shaped mesh, such as... Figure 1-2 As shown, the structure mainly includes: a first-stage core of I-shaped steel (1), a second-stage core of I-shaped steel (2), channel steel peripheral constraints (3), and multiple sets of high-strength bolts. The first-stage core of I-shaped steel (1), the second-stage core of I-shaped steel (2), and the channel steel peripheral constraints (3) are arranged sequentially from the inside out. Two sets of second-stage cores of I-shaped steel (2) are connected to both sides of the first-stage core of I-shaped steel (1) by high-strength bolts through holes, enabling longitudinal sliding with a first displacement. Two sets of channel steel peripheral constraints (3) are connected to both sides of the two sets of second-stage cores of I-shaped steel (2) by high-strength bolts through holes, enabling longitudinal sliding with a second displacement, which is greater than the first displacement. For example, the first displacement is 5-10 times the yield displacement, and the second displacement is 25-30 times the yield displacement. Thus, the obtained structure has two yield points, allowing the supports to have two yield stages when the structure undergoes large deformation, improving the overall ductility of the structure and preventing component fracture. All the above specimens are prefabricated in the prefabrication plant and only require connection on-site using high-strength bolts.

[0064] For details, see Figure 3 This example illustrates a first-order core structure made of straight steel, wherein the first-order core 1 is made of straight steel and serves as the internal core of the entire component. Straight steel refers to steel with a cross-section that is straight or roughly straight, such as a steel plate that is strip-shaped as a whole.

[0065] The first-stage core of the I-shaped steel section 1 firstly features a central peanut-shaped mesh weakening zone 11. This weakening zone 11 is located within a predetermined length in the middle of the steel section, with the specific weakening length and degree determined according to design requirements. As the core component of the core structure, this central weakening zone is specifically designed as a weakening area to control the plastic deformation zone of the component. By weakening this central area, its load-bearing capacity is lower than that of other external areas. This design effectively guides plastic deformation to occur in the middle of the member, preventing excessive plastic deformation or damage in other areas, thereby improving the system's energy dissipation capacity.

[0066] In this embodiment, the specific weakening method of the central peanut-shaped mesh weakening zone 11 is to create peanut-shaped holes. These holes are easily understood as through holes shaped like peanuts. The peanut-shaped holes in the central peanut-shaped mesh weakening zone 11 are arranged alternately horizontally and vertically, with multiple rows and columns in the array. In the same row, a horizontal peanut-shaped hole alternates with a vertical peanut-shaped hole, and in the same column, a vertical peanut-shaped hole alternates with a horizontal peanut-shaped hole. By designing the peanut-shaped hole weakening method in the central weakening zone and designing a reasonable opening ratio, a negative Poisson's ratio effect is achieved, causing the core component to exhibit lateral contraction characteristics under stress. This avoids the buckling instability problem caused by lateral expansion in traditional structures, achieving a buckling-free effect. Simultaneously, the negative Poisson's ratio characteristic gives the core component stronger ductility, improving its ductility and durability, and enabling it to maintain stable performance under multiple seismic loadings. Furthermore, this characteristic optimizes the energy dissipation mechanism, improving the structure's energy absorption and seismic resistance under extreme loads. Meanwhile, by changing the cross-sectional shape of this area to make its load-bearing capacity lower than that of the end reinforced connection area and the external connection area, plastic deformation is effectively guided to occur in the middle of the component, preventing excessive plastic deformation or damage in other areas, thereby improving the energy dissipation capacity of the system.

[0067] The opening ratio of peanut-shaped holes is determined according to design requirements. If the opening ratio is too small, the negative Poisson's ratio effect will be difficult to reflect. If the opening ratio is too large, the structural strength will be difficult to guarantee. Studies have shown that an opening ratio of 40-50% is appropriate, that is, a solid ratio of 50-60% is a reasonable range.

[0068] Of course, in addition to peanut-shaped holes, elliptical holes, star-shaped holes, and other types of holes can also be used to make the inner core have negative Poisson bit properties.

[0069] The first-stage core 1 of the straight steel also has end-reinforced connection areas 12, which are located at both ends of the peanut-shaped mesh weakening area 11 in the middle, and the end-reinforced connection areas 12 have circular holes 121; such as Figure 3 As shown, the end reinforcement connection area 12 has six circular holes 121 symmetrically opened in two rows near the upper and lower edges of the steel body of the first-stage core 1 of the I-shaped steel. The specific function of the end reinforcement connection area 12 will be explained in detail below.

[0070] Specifically, the end reinforcement connection zone 12 of the first-stage core 1 of the I-beam is designed as an I-beam, with a circular hole 121 in the web of the I-beam. The main function of the end reinforcement connection zone is to prevent buckling failure of the first-stage and second-stage core members under compression. When the first-stage and second-stage core members are subjected to axial pressure, they are more prone to instability because they are exposed at the ends and not restrained by the surrounding members. This can cause the entire supporting member to fail, thereby reducing the seismic performance of the entire structural system. By designing a reinforcement zone at the ends, the stiffness of this area is significantly improved, thereby effectively suppressing end buckling instability and ensuring the overall stability of the member.

[0071] See also Figure 4 This example illustrates a two-tiered core structure made of straight steel. The straight steel two-tiered core 2 first has a central peanut-shaped mesh weakening zone 21. This central peanut-shaped mesh weakening zone 21 is located within a predetermined length range in the middle of the straight steel two-tiered core 2, with the specific weakening length and degree determined according to design requirements. As the core part of the two-tiered core component, the central weakening zone is specifically designed as a weakening area to control the plastic deformation region of the component. By weakening the central region, its load-bearing capacity is made lower than that of other external regions. This design effectively guides plastic deformation to occur in the middle of the member, preventing excessive plastic deformation or damage in other regions, thereby improving the system's energy dissipation capacity.

[0072] Similarly, peanut holes are opened in the weakening zone 21 of the central peanut hole mesh. The design of the peanut holes can be the same as that of the peanut holes in the weakening zone 11 of the central peanut hole mesh, or determined according to the design requirements.

[0073] It should be noted that the opening form must first enable the first-order and second-order cores to exhibit a negative Poisson's ratio effect. Since the opening forms of the second-order core 2 and the first-order core 1 of the I-shaped steel can be the same or different, as long as the negative Poisson's ratio effect can be achieved within a reasonable opening range, it is acceptable.

[0074] The second-order core 2 of the straight steel also has an end connection area 22. The end connection area 22 is located at both ends outside the peanut mesh weakening area 21 in the middle. The end connection area 22 has elongated holes 221. As shown in the figure, corresponding to the end strengthening connection area 12, the end connection area 22 has six elongated holes 221 in two rows near the upper and lower edges of the steel body of the second-order core 2 of the straight steel.

[0075] By setting end connection areas at both ends of the central weakening zone, and designing holes of a specific shape in these areas, namely, the elongated hole 221 of end connection area 22 mates with the circular hole 121 of end reinforcement connection area 12, the first-order core 1 of the I-shaped steel and the second-order core 2 of the I-shaped steel are connected and fixed in this area by a group of high-strength end bolts 4. Figure 6As shown. When the component is under stress, for example when the earthquake intensity is low, the first-order core 1 of the I-shaped steel deforms first, which is the first-order energy dissipation. When the earthquake intensity is high, as the deformation gradually intensifies, the high-strength bolt group 4 at the end of the elongated hole 221 gradually contacts and is stuck to the hole wall of the circular hole 121. At this time, the second-order core 2 of the I-shaped steel begins to bear part of the load and provides additional support force, which is the second-order energy dissipation, thereby achieving the effect of double yield point.

[0076] See also Figure 5 The example illustrates a channel steel peripheral constraint structure. The channel steel peripheral constraint 3 first forms a central constraint region 31 within a predetermined length range in the middle of the channel steel. The central constraint region is used to constrain the first-order core 1 and the second-order core 2 of the straight steel inside, providing the last line of defense to prevent buckling instability of the first-order core 1 and the second-order core 2 of the straight steel.

[0077] In addition, the outer constraint 3 of the channel steel also has end connection areas 32 at both ends of the middle constraint area 31. The end connection areas 32 are provided with elongated holes 321 corresponding to the elongated holes 221. The figure shows that there are six elongated holes 321 symmetrically provided in two rows above and below.

[0078] Preferably, a circular hole 311 is provided in the middle constraint zone 31 of the outer constraint 3 of the channel steel. The circular holes 311 are symmetrically arranged in two rows on the web of the channel steel. They are fixed by a group of middle tie bolts 5 passing through the circular holes 311, the peanut-shaped holes in the middle peanut-shaped mesh weakening zone 21, and the peanut-shaped holes in the middle peanut-shaped mesh weakening zone 11. Figure 6 As shown.

[0079] In this embodiment, the purpose of the central tie bolt group 5 is to weaken the first-order core 1 and the second-order core 2 of the I-shaped steel by creating holes in the middle. The central tie bolt group 5 is used to tie and fix the two sets of channel steel peripheral constraints 3 to the periphery of the first-order core and the second-order core, thereby providing effective peripheral constraint protection for the energy-dissipating components of the first-order core and the second-order core. This ensures that the first-order core and the second-order core components exhibit lateral contraction characteristics when under stress, avoiding buckling instability caused by lateral expansion. At the same time, when subjected to extreme seismic action, the first-order core component and the second-order core component of the I-shaped steel may fracture due to large deformation. At this time, the channel steel peripheral constraint device, as the last line of defense, continues to bear the load, thereby achieving fracture-free characteristics.

[0080] See details Figure 6 , Figure 8During assembly, two sets of I-shaped steel second-stage cores 2 are symmetrically attached to both sides of the I-shaped steel first-stage core 1, and two sets of channel steel outer constraints 3 are symmetrically attached to both sides of the two sets of I-shaped steel second-stage cores 2. Then, at both ends, the high-strength bolt groups 4 are connected and fixed through the elongated hole 321, the elongated hole 221 and the round hole 121. In the middle, the middle tie bolt groups 5 are tied and fixed through the round hole 311 and the two peanut holes.

[0081] The semicircular dimensions of oblong holes 321 and 221 are the same as those of circular hole 121. They are connected by a group of high-strength bolts, allowing the high-strength bolts to slide from one end of the oblong hole to the other, thus transmitting force. Oblong hole 321 is longer than circular hole 221; for example, oblong hole 321 has a longer straight section, while oblong hole 221 has a shorter straight section. When the component is under stress, the first-stage core 1 of the straight steel deforms first. As the deformation gradually intensifies, the high-strength bolt group 4 at the end is allowed to move within the oblong hole until the bolt in the oblong hole gradually contacts and is locked against the hole wall of the second-stage core 2 of the straight steel. At this point, the second-stage component begins to bear part of the load, providing additional support force, thereby achieving a double yield point effect and enhancing the overall load-bearing capacity of the component.

[0082] It should be noted that the two sets of second-stage cores 2 of the I-shaped steel are symmetrically attached to both sides of the first-stage core 1 of the I-shaped steel, and a certain gap should be maintained between the plates, for example, at least 1 mm, or PTFE can be further filled or PTFE tape can be pasted to reduce the impact of friction. Similarly, the two sets of outer constraints 3 of the channel steel are symmetrically arranged on both sides of the two sets of second-stage cores 2 of the I-shaped steel and a certain gap is maintained between the plates. They are not tightly attached to each other, so that relative movement can easily occur under stress.

[0083] In the embodiments of this application, such as Figure 1 , Figure 6 As shown, the length L1 of the first-order core 1 of the straight steel, the length L2 of the second-order core 2 of the straight steel, and the length L3 of the outer constraint 3 of the channel steel satisfy L1>L2=L3, that is, the second-order core 2 of the straight steel and the outer constraint 3 of the channel steel are of equal length. After assembly, the two ends of the first-order core 1 of the straight steel extend from the outer constraint 3 of the channel steel, and the excess part is used to connect the main structure of the building.

[0084] In the embodiments of this application, such as Figure 8 As shown, the peanut-shaped mesh weakening zone 11 in the middle of the first-order core 1 of the I-shaped steel, the second-order core 2 of the I-shaped steel, and the outer constraint 3 of the channel steel are of the same width. The buckling constraint support formed after assembly is relatively regular. However, the end strengthening connection zone 12 of the first-order core 1 of the I-shaped steel is wider, forming a trapezoidal structure with the peanut-shaped mesh weakening zone 11 in the middle of the first-order core 1 of the I-shaped steel.

[0085] In the embodiments of this application, the first-order core 1 and the second-order core 2 of the I-shaped steel are made of high-ductility materials. High-ductility materials include low-yield-point steel (Q235 steel), aluminum alloys, or iron-based shape memory alloys, etc.

[0086] As described above, the double-yield-point perforated tie-type prefabricated buckling-restrained brace with a single-section peanut-shaped mesh core provided in this application mainly consists of a single-section steel first-order core, two single-section steel second-order cores, two channel steel outer restraints, and a group of high-strength bolts. This buckling-restrained brace can improve the overall ductility of the component and prevent component fracture. When the core has large deformation, the axial force can be transferred through the single-section steel second-order core and the group of high-strength bolts outside the core. By creating perforations in the single-section steel first-order core and the single-section steel second-order core, the structure has… The negative Poisson's ratio characteristic allows the external restraint device to prevent buckling instability and fracture of the first-order and second-order cores of the I-shaped steel structure. When the first-order core of the I-shaped steel is subjected to axial force, the negative Poisson's ratio allows the structure to absorb external force energy through special deformation behavior (bending, torsion, or other nonlinear deformation), converting the absorbed mechanical energy into elastic or plastic energy. Furthermore, negative Poisson's ratio structures possess high toughness and plasticity, meaning that under external forces, they can undergo significant deformation without easily fracturing. This plastic deformation absorbs a large amount of energy, effectively protecting the structure from severe impacts or overloads.

[0087] When the first-stage core of the I-shaped steel deforms into the plastic stage, the structure begins its first stage of yielding. As the axial force increases, the second-stage core of the I-shaped steel, with the help of the movement of the high-strength bolt group in the elongated hole, begins to share the axial force on the first-stage core of the I-shaped steel and gradually enters the plastic state. Thus, the support has two yielding stages, achieving higher energy dissipation efficiency.

[0088] When both the first-order and second-order cores undergo significant deformation, the external constraint device acts as a buckling constraint from the outside, thereby preventing the support from breaking. This effectively achieves buckling constraint of both the first-order and second-order cores of the I-shaped steel. Furthermore, when the first-order and second-order cores fail, the axial force is transferred to the external constraint of the channel steel through a group of high-strength bolts, allowing the external constraint of the channel steel to continue bearing greater internal forces.

[0089] While several specific implementation details are included in the foregoing discussion, these should not be construed as limiting the scope of this application. Certain features described in the context of individual embodiments may also be implemented in combination in a single implementation. Conversely, various features described in the context of a single implementation may also be implemented individually or in any suitable sub-combination in multiple implementations.

Claims

1. A double-yield-point perforated tie-type assembled buckling-restrained brace with a peanut-shaped mesh core, characterized in that, include: The first-order core of the I-shaped steel includes a central peanut-shaped mesh weakening zone formed within a predetermined length range in the middle of the steel, and end-strengthened connection zones at both ends. The second-order core of the straight steel section includes a central peanut-shaped mesh weakening zone two formed within a predetermined length range in the middle of the steel section, and end connection zones two at both ends; The outer constraint of the channel steel includes the central constraint area formed by a predetermined length range in the middle of the channel steel, and the end connection areas at both ends; The two sets of channel steel outer constraints, the two sets of I-shaped steel second-order cores, and the two sets of I-shaped steel first-order cores are fixed from the outside to the inside by high-strength bolts through holes. The I-shaped steel first-order core can slide longitudinally with a first displacement relative to the I-shaped steel second-order core, and the I-shaped steel second-order core can slide longitudinally with a second displacement relative to the channel steel outer constraints.

2. The buckling-restrained brace according to claim 1, characterized in that, The peanut-shaped mesh weakening zone in the middle is formed by opening peanut-shaped holes, which causes the first-order core of the straight steel to form a negative Poisson's ratio effect; the peanut-shaped holes are arranged in an alternating horizontal and vertical array in the peanut-shaped mesh weakening zone in the middle. The peanut-shaped mesh weakening zone two in the middle section has peanut-shaped holes, which causes the second-order core of the straight steel to form a negative Poisson's ratio effect; the peanut-shaped holes are arranged in an alternating horizontal and vertical array in the peanut-shaped mesh weakening zone two in the middle section.

3. The buckling-restrained brace according to claim 1, characterized in that, The end reinforcement connection area has a circular hole. The end connection area two is provided with an elongated oval hole two, which corresponds to the circular hole one; The end connection area three has an elongated hole three, which corresponds to the elongated hole two, and the elongated hole three is longer than the elongated hole two; The ends are fixed by a group of high-strength bolts passing through the three elongated holes, the second elongated hole, and the first round hole.

4. The buckling-restrained support according to claim 3, characterized in that, The first-stage core of the I-shaped steel is configured as an I-shaped steel in the end strengthening connection area, and the web of the I-shaped steel has the circular hole.

5. The buckling-restrained brace according to claim 2, characterized in that, The central constraint area of ​​the outer constraint of the channel steel has a three-circular hole, and the central tie bolt group passes through the three-circular hole, the peanut hole of the central peanut mesh weakening area two, and the peanut hole of the central peanut mesh weakening area one to tie and fix it.

6. The buckling-restrained brace according to claim 1, characterized in that, The length L1 of the first-order core of the I-shaped steel, the length L2 of the second-order core of the I-shaped steel, and the length L3 of the outer constraint of the channel steel satisfy L1 > L2 = L3. The portions of the first-order core of the I-shaped steel that extend beyond both ends are used to connect to the main structure of the building.

7. The buckling-restrained brace according to claim 1, characterized in that, A gap of at least 1 mm is reserved between the first-order core of the I-shaped steel and the second-order core of the I-shaped steel, and between the second-order core of the I-shaped steel and the outer constraint of the channel steel.

8. The buckling-restrained brace according to claim 7, characterized in that, The gap is filled with polytetrafluoroethylene.

9. The buckling-restrained brace according to claim 1, characterized in that, The first-order core and the second-order core of the I-shaped steel are made of high-ductility materials, including Q235 steel, aluminum alloy, and shape memory alloy.

10. A multi-story, high-rise prefabricated building, comprising buckling-restrained bracing according to any one of claims 1 to 9.

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