WO2022037530A1 - 一种自复位防屈曲支撑及其消能方法 - Google Patents

一种自复位防屈曲支撑及其消能方法 Download PDF

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Publication number
WO2022037530A1
WO2022037530A1 PCT/CN2021/112766 CN2021112766W WO2022037530A1 WO 2022037530 A1 WO2022037530 A1 WO 2022037530A1 CN 2021112766 W CN2021112766 W CN 2021112766W WO 2022037530 A1 WO2022037530 A1 WO 2022037530A1
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Prior art keywords
self
buckling
plate
bearing plate
steel
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PCT/CN2021/112766
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English (en)
French (fr)
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谭平
赵啸峰
李洋
陈林
龙耀球
周福霖
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广州大学
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Publication of WO2022037530A1 publication Critical patent/WO2022037530A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings

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  • the invention relates to a building energy dissipation and shock absorption structure, in particular to a self-reset anti-buckling support, and also to an energy dissipation method for a self-reset anti-buckling support.
  • the seismic resistance of building structures generally uses increased structural damping and isolation layers to dissipate the energy of the earthquake on the structure. It is composed of sliding interface, which combines the functions of ordinary steel support and metal energy dissipation damper.
  • the anti-buckling brace will buckling, which has excellent energy dissipation capacity and ductility, and significantly reduces the seismic damage of the main structure.
  • the traditional anti-buckling bracing has obvious yield deformation and the beam-column joint area of the overall structure remains elastic, and the anti-buckling bracing member can provide the structure with good lateral resistance.
  • the bracing member cannot enter the buckling state in time and cannot exert the energy dissipation capacity of the member when subjected to a small earthquake. And the stiffness of the member degrades rapidly after buckling.
  • an anti-buckling support device that can not only consume seismic energy under the action of earthquake, but also satisfy the self-resetting ability that can be provided by itself. It is of great practical significance to improve the safety of the structure, enhance the disaster resistance of the structure and reduce the repair cost of the damaged buildings after the disaster.
  • the purpose of the present invention is to provide a self-reset anti-buckling support and its energy dissipation method which can not only effectively dissipate seismic energy, but also have self-reset capability.
  • a self-reset anti-buckling support includes a central positioning plate and secondary anti-buckling units located on the left and right sides of the central positioning plate;
  • the secondary anti-buckling unit includes connecting nodes, supporting core components, outer steel pipes, sliding load-bearing plates, and fixed load-bearing plates , Stabilizing steel rod, steel frame support, butterfly spring, friction plate;
  • outer steel pipe is fixed with central positioning plate;
  • supporting core member, sliding load-bearing plate and stabilizing steel rod are connected in turn from outside to inside and slide in the outer steel pipe as a whole;
  • the middle part of the supporting core member passes through the outer casing steel pipe, and the outer end of the supporting core member is fixedly connected with the connection node;
  • the fixed bearing plate, the steel frame support and the central positioning plate are connected in turn from outside to inside, and the fixed bearing plate and the steel frame support are located in the outer casing.
  • the inner end of the stabilizing steel rod passes through the fixed bearing plate; a friction plate contacting the stabilizing steel rod is arranged between the fixed bearing plate and the central positioning plate; the compressed butterfly spring is sleeved outside the stabilizing steel rod and is located in the fixed bearing plate Between the load-bearing plate and the sliding load-bearing plate.
  • the two secondary buckling preventing units have the same structure and are arranged symmetrically with respect to the central positioning plate; the two secondary buckling preventing units are arranged in a line shape.
  • the supporting core member is a rod-shaped structure with a square cross-section;
  • the outer steel pipe is a square pipe;
  • the cross-sections of the fixed load-bearing plate, the sliding load-bearing plate and the central positioning plate are all square;
  • the cross-section of the stabilizing steel rod is a circle shape.
  • the number of steel frame supports is four, which are arranged around the stabilizing steel bars in the upper, lower, front and rear directions;
  • the number of friction plates is four, which surround the stabilizing steel bars in the upper, lower, front and rear directions Set, and close to the stabilizing steel rod, the cross section of the friction plate is rectangular.
  • the secondary anti-buckling unit further includes a limit plate for restricting the outward sliding of the sliding bearing plate, and the limit plate is fixed on the inner side wall of the outer steel pipe.
  • the secondary anti-buckling unit further includes two limit blocks, one is fixed on the inner side of the sliding bearing plate, and the other is fixed on the outer side of the fixed bearing plate; It is connected to the limit block, and the limit block has a circular hole for the stable steel rod to pass through.
  • rigid connections are adopted between the supporting core member and the sliding bearing plate, between the fixed bearing plate and the steel frame support, and between the steel frame support and the center positioning plate.
  • a gusset plate is installed on the main structure, and the connecting node and the gusset plate are connected by high-strength bolts.
  • An energy dissipation method for self-reset anti-buckling support which adopts a self-reset anti-buckling support, dissipates energy through the action of friction plates and stabilizing steel bars, and dissipates energy through butterfly springs to improve bearing capacity;
  • the spring provides self-resetting capability.
  • the number and type of the butterfly springs are used to provide corresponding self-returning capabilities, and the bearing capacities of the two secondary buckling prevention units are equal.
  • the self-resetting anti-buckling support can increase the bearing capacity of the main structure, and at the same time, the number and type of the butterfly springs on the left and right sides are used to provide the corresponding self-resetting ability for the components.
  • the length of the core member is the same as that on the right side, and the bearing capacity of the secondary buckling element on the left side is equal to that on the right side. Therefore, when subjected to an earthquake, the butterfly spring in the member is in a state of compression or tension, dissipating the earthquake.
  • the input energy plays the role of support, protects the overall structure from damage, reduces the residual deformation after the earthquake, reduces the repair cost of the building after the earthquake, saves the human, material and financial resources of the country, and reduces the recovery time after the earthquake.
  • the self-reset anti-buckling bracing is simple in structure, convenient in construction, and has high practical value.
  • the gap between the outer casing steel tube and the supporting core member is not filled with any material.
  • the stabilizing steel rod is in contact with the friction plate, and part of the energy received by the component is dissipated by friction to improve the bearing capacity of the component.
  • a butterfly spring is used as the main energy dissipating member, and the energy received by the supporting member is dissipated through the deformation of the butterfly spring.
  • the self-resetting anti-buckling bracing can not only consume seismic energy under the action of small or medium earthquakes, but also reduce the damage and corresponding residual deformation of the main structure under the action of large earthquakes.
  • the rigid connection can ensure that the connection part is in a stable state.
  • the invention can be widely used not only in frame structures, steel structures, high-rise structures, but also in industrialized buildings; it solves the problem that the traditional anti-buckling energy dissipation support cannot return to the origin by itself under the action of earthquake.
  • Figure 1 is a schematic structural diagram of a self-reset anti-buckling brace.
  • FIG. 2 is a cross-sectional view along A-A in FIG. 1 .
  • FIG. 3 is a cross-sectional view along B-B in FIG. 1 .
  • FIG. 4 is a cross-sectional view of C-C in FIG. 1 .
  • FIG. 5 is a cross-sectional view of D-D in FIG. 1 .
  • Fig. 6 is a working state diagram of a self-resetting anti-buckling bracing during an earthquake.
  • Figure 7 is a working state diagram of a self-resetting anti-buckling support after an earthquake.
  • 1 is a butterfly spring
  • 2 is a sliding bearing plate
  • 3 is a supporting core member
  • 4 is a friction plate
  • 5 is a center positioning plate
  • 6 is a steel frame support
  • 7 is a limit block
  • 8 is a limit plate
  • 10 is a jacket steel pipe
  • 11 is a self-resetting device
  • 12 is a stable steel rod
  • 13 is a fixed bearing plate.
  • a self-reset anti-buckling support includes a central positioning plate and secondary anti-buckling units located on the left and right sides of the central positioning plate. It is used to reduce the damage of the beam-column connection under the action of earthquake, and reduce the damage and residual deformation of the main structure.
  • the secondary anti-buckling unit includes connecting nodes, supporting core members, outer steel pipes, sliding bearing plates, fixed bearing plates, stabilizing steel bars, steel frame supports, butterfly springs, friction plates; outer steel pipes are fixed with the central positioning plate; supporting core components , Sliding load-bearing plates and stabilizing steel rods are sequentially connected from outside to inside and slide as a whole in the outer steel pipe; the middle part of the supporting core member passes through the outer steel pipe, and the outer end of the supporting core member is fixedly connected to the connecting node; the fixed bearing plate, steel The frame support and the central positioning plate are connected in sequence from the outside to the inside, and the fixed bearing plate and the steel frame support are located in the outer steel pipe, and the inner end of the stabilizing steel rod passes through the fixed bearing plate; The friction plate contacted by the stabilizing steel rod; the compressed butterfly spring is sheathed outside the stabilizing steel rod, and is located between the fixed bearing plate and the sliding bearing plate.
  • a stable steel rod is used to pass through the middle of the butterfly spring, and a wide enough sliding area is reserved at the rear; and limit blocks are set at both ends of the stable steel rod to prevent
  • the lateral slippage of the stable steel rod affects the axial deformation of the butterfly spring and reduces the energy dissipation capacity of the component; at the same time, the corresponding limit plate is set according to the requirements of the bearing capacity of the component to prevent the return capacity of the butterfly spring from being too large. , will exceed the original design size; then the central positioning plate and the outer steel pipe are connected by welding to ensure that the connection between the two is reliable. At the same time, the position of the limit plate can be adjusted according to the needs of the design.
  • the specifications of the left and right butterfly springs directly affect the bearing capacity of the self-reset anti-buckling energy dissipation support.
  • the specifications (section area and section shape) of the left and right butterfly springs can be designed according to the actual needs of the project, but it should be ensured that It can maintain elasticity under the action of earthquake, and dissipate energy through tension and compression deformation under the action of large earthquake without failure.
  • the central positioning plate is also a key part of the force.
  • the central positioning plate needs to have a reliable connection with the outer steel pipe when it is stressed, and it should be ensured that no fracture damage occurs between the central positioning plate and the outer steel pipe under the action of a large earthquake; therefore, the actual During use, the size of the positioning steel plate can be designed according to the performance requirements of the whole self-resetting anti-buckling energy-dissipating support, so as to ensure the mechanical properties of the left and right self-resetting devices and the entire supporting member.
  • the two secondary buckling preventing units have the same structure and are arranged symmetrically with respect to the central positioning plate; the two secondary buckling preventing units are arranged in a line shape.
  • the supporting core member is a rod-shaped structure with a square cross-section;
  • the outer steel pipe is a square tube;
  • the cross-section of the fixed load-bearing plate, the sliding load-bearing plate and the central positioning plate are all square, and the cross-section of the stabilizing steel rod is a circle.
  • the number of steel frame supports is four, which are arranged around the stable steel bars in the upper, lower, front and rear directions;
  • the number of friction plates is four, which are arranged around the stable steel bars in the upper, lower, front and rear directions, and are closely attached Stabilizing steel rods, friction linings are rectangular in cross section.
  • the stabilizing steel rod contacts with the friction plate at the rear, and dissipates a part of the energy through the friction between the stabilizing steel rod and the friction plate, and improves the bearing capacity of the component.
  • the secondary anti-buckling unit also includes a limit plate to limit the outward sliding of the sliding bearing plate, and the limit plate is fixed on the inner side wall of the outer steel pipe
  • the secondary anti-buckling unit also includes two limit blocks, one is fixed on the inner side of the sliding bearing plate, and the other is fixed on the outer side of the fixed bearing plate; the limit block is circular, and the end of the butterfly spring is sleeved on the limit block On the top, the limit block has a circular hole for the stable steel rod to pass through.
  • Rigid connections are used between the supporting core member and the sliding bearing plate, between the fixed bearing plate and the steel frame support, and between the steel frame support and the central positioning plate, such as welding, to ensure that they will not be torn under the action of axial tension. crack.
  • the main structure is equipped with a gusset plate, and the connecting node and the gusset plate are connected by high-strength bolts.
  • the specific connection method is as follows: welding the gusset plate at the relevant part (such as the beam-column joint), opening the bolt hole corresponding to the connecting node on the gusset plate, and connecting the two directly with high-strength bolts.
  • An energy dissipation method for self-reset anti-buckling support which adopts a self-reset anti-buckling support, dissipates energy through the action of friction plates and stabilizing steel bars, and dissipates energy through butterfly springs to improve bearing capacity;
  • the spring provides self-resetting capability. Using the number and type of disc springs to provide the corresponding self-returning capacity, the load-bearing capacities of the two secondary buckling elements are equal.
  • the beneficial effects of the present invention are: in order to prevent the overall buckling of the energy-dissipating support when it is under pressure, a steel pipe is placed on the slotted steel plate to increase the overall rigidity of the support inside and outside the plane, thereby improving the overall stability of the energy-dissipating support.
  • the self-reset anti-buckling support bears the tensile and compressive loads through the internal self-reset device, and dissipates the seismic energy through the butterfly spring and friction plate, so as to ensure that the internal core support does not buckle under the action of the earthquake.
  • the bearing capacity of the energy dissipating support is determined by the strength of the butterfly spring, it can make the butterfly spring shrink and deform under the action of tension and compression load, and give full play to the energy dissipation effect of the butterfly spring.
  • the member is under pressure, due to the long telescopic position reserved at the rear of the energy-dissipating support core member, the core support members at both ends move closer to the middle under the action of pressure. At this time, the butterfly spring is in a compressed state, but The core support members do not buckle. Under the action of tensile force, the core members at both ends of the energy dissipation support extend outward, and the springs extend and contract outward along the central limiting member.
  • the corresponding limit block to ensure that the butterfly spring does not exceed the range it can bear.
  • the butterfly spring under the action of repeated tensile and compressive loads, the butterfly spring is repeatedly in a state of expansion and contraction, and the central limiting member is in contact with the friction plate at the rear with the expansion and contraction of the butterfly spring, so as to consume seismic energy and play a role in The purpose of protecting the main structure.
  • the self-resetting anti-buckling support can restore the component to the initial state through the restoring force provided by the butterfly spring.
  • the invention solves the problem that the traditional anti-buckling energy dissipation support cannot be reset after the earthquake, and effectively reduces the structural damage and residual deformation of the whole structure under the action of the earthquake.
  • the self-resetting anti-buckling energy-dissipating support can be produced by factory prefabrication, with on-site bolt installation, fast construction speed, energy saving and environmental protection.
  • the invention is suitable for frame structure, steel structure, high-rise structure building, especially industrialized shock-absorbing building.

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Abstract

涉及一种自复位防屈曲支撑，包括中心定位板和位于左右两侧的二级防屈曲单元；二级防屈曲单元包括连接节点、支撑核心构件、外套钢管、滑动承重板、固定承重板、稳定钢棒、钢架支撑、蝶形弹簧、摩擦片；支撑核心构件、滑动承重板、稳定钢棒依次相接并在外套钢管内滑移；支撑核心构件的中部穿过外套钢管，外端与连接节点固定连接；固定承重板、钢架支撑、中心定位板依次相接，稳定钢棒的内端穿过固定承重板；固定承重板和中心定位板之间设有与稳定钢棒接触的摩擦片；压缩的蝶形弹簧套在稳定钢棒外。还涉及一种自复位防屈曲支撑的消能方法。本发明结构简单，增加主体结构的承载力，具有自复位能力，属于建筑消能减震结构技术领域。

Description

一种自复位防屈曲支撑及其消能方法 技术领域
本发明涉及建筑消能减震结构，具体涉及一种自复位防屈曲支撑，还涉及一种自复位防屈曲支撑的消能方法。
背景技术
随着我国工业化城镇的发展和现代化的需要，随着近期地震活动的频繁，减轻地震作用时建筑物发生破坏对人民群众的生命和财产造成的损伤已成为现代工程结构设计的关键任务。
目前，建筑结构抗震一般采用增加结构的阻尼和设置隔离层来耗散地震对结构的能量，传统的防屈曲支撑构件主要由内部芯材、外部约束构件、无粘结可膨胀材料及无粘结滑移界面组成，兼备了普通钢支撑和金属耗能阻尼器的功能。强震发生时防屈曲支撑发生屈曲，具有优良的耗能能力和延性，显著降低主体结构的地震损伤。
传统防屈曲支撑有明显的屈服变形且整体结构中梁柱节点区域均保持弹性状态，防屈曲支撑构件可以为结构提供良好的抗侧能力。
事实上，由于传统的屈曲约束支撑的屈服承载能力大，在遭受较小地震作用时，支撑构件不能及时的进入屈曲状态，无法发挥出构件的耗能能力。并且构件在发生屈曲后的刚度退化较快。
因此，开发一种既可以在地震作用下消耗地震能量，又可以满足通过自身所能够提供的自复位能力的防屈曲支撑装置，对于减轻或避免梁柱连接处先于支撑构件破坏引起的主体结构损伤及残余变形，从而提高结构的安全性、增强结构的抗灾害能力以及减少灾后对于受到破坏的建筑物的修复费用有重要的现实意义。
发明内容
针对现有技术中存在的技术问题，本发明的目的是：提供一种不仅能有效耗散地震能量，还具有自复位能力的自复位防屈曲支撑及其消能方法。
为了达到上述目的，本发明采用如下技术方案：
一种自复位防屈曲支撑，包括中心定位板和位于中心定位板左右两侧的二 级防屈曲单元；二级防屈曲单元包括连接节点、支撑核心构件、外套钢管、滑动承重板、固定承重板、稳定钢棒、钢架支撑、蝶形弹簧、摩擦片；外套钢管与中心定位板固定；支撑核心构件、滑动承重板、稳定钢棒从外向内依次相接并整体在外套钢管内滑移；支撑核心构件的中部穿过外套钢管，支撑核心构件的外端与连接节点固定连接；固定承重板、钢架支撑、中心定位板从外向内依次相接，且固定承重板和钢架支撑位于外套钢管内，稳定钢棒的内端穿过固定承重板；固定承重板和中心定位板之间设有与稳定钢棒接触的摩擦片；压缩的蝶形弹簧套在稳定钢棒外，且位于固定承重板和滑动承重板之间。
作为一种优选，两个二级防屈曲单元的结构相同，相对于中心定位板左右对称设置；两个二级防屈曲单元排列成一字形。
作为一种优选，支撑核心构件为横截面为方形的杆状结构；外套钢管为方形管；固定承重板、滑动承重板、中心定位板的横截面均为方形；稳定钢棒的横截面为圆形。
作为一种优选，钢架支撑的数量为四根，在上、下、前、后方向环绕稳定钢棒设置；摩擦片的数量为四根，在上、下、前、后方向环绕稳定钢棒设置，且紧贴稳定钢棒，摩擦片的横截面为矩形。
作为一种优选，二级防屈曲单元还包括限制滑动承重板向外滑移的限位板，限位板固定在外套钢管的内侧壁。
作为一种优选，二级防屈曲单元还包括两个限位块，一个固定在滑动承重板的内侧，一个固定在固定承重板的外侧；限位块为圆形，蝶形弹簧的端部套接在限位块上，限位块开有圆形孔供稳定钢棒穿过。
作为一种优选，支撑核心构件和滑动承重板之间、固定承重板和钢架支撑之间、钢架支撑和中心定位板之间均采用刚性连接。
作为一种优选，主体结构上装有节点板，连接节点与节点板通过高强螺栓连接。
一种自复位防屈曲支撑的消能方法，采用一种自复位防屈曲支撑，通过摩擦片和稳定钢棒的作用耗散能量，通过蝶形弹簧耗散能量，以提高承载力；通过蝶形弹簧提供自复位能力。
作为一种优选，利用蝶形弹簧的数量和类型提供相应的自复位能力，两个 二级防屈曲单元的承载力均相等。
本发明具有如下优点：
在净可能保证原有主体结构的设计下，自复位防屈曲支撑可以增加主体结构的承载力，同时利用左右两侧蝶形弹簧的数量和类型为构件提供相应的自复位能力，左侧的支撑核心构件的长度与右侧的相同，左侧二级防屈曲单元的承载力大小与右侧相等，所以在遭受地震作用时，构件中的蝶形弹簧处于压缩或者拉伸的状态，耗散地震输入的能量，发挥支撑的作用，保护整体结构不受破坏，减少震后的残余变形，降低震后建筑物的修缮费用，节约国家的人力物力和财力，同时减少震后恢复的时间。自复位防屈曲支撑构造简单，施工方便，具有很高的实用价值。
外套钢管和支撑核心构件之间的间隙不采用任何材料进行填充。在蝶形弹簧发生变形时，稳定钢棒与摩擦片发生接触，通过摩擦耗散构件所受到的部分能量，提高构件的承载能力。采用蝶形弹簧作为主要的耗能构件，通过蝶形弹簧的变形将支撑构件受到的能量耗散出去。自复位防屈曲支撑不光可以在小震或中震作用下消耗地震能量，同时还可以减轻在大震作用下主体结构所遭受的损伤和相应的残余变形。
采用刚性连接，可保证连接部位处于稳固状态。
本发明不仅可广泛应用于框架结构、钢结构、高层结构，还可以用于工业化建筑当中；解决了传统防屈曲消能支撑在地震作用下无法通过自身回到原点的问题。
附图说明
图1是一种自复位防屈曲支撑的结构示意图。
图2是图1中A-A的截面图。
图3是图1中B-B的截面图。
图4是图1中C-C的截面图。
图5是图1中D-D的截面图。
图6是一种自复位防屈曲支撑在地震时的工作状态图。
图7是一种自复位防屈曲支撑在震后复位的工作状态图。
其中，1为蝶形弹簧、2为滑动承重板、3为支撑核心构件、4为摩擦片、5 为中心定位板、6为钢架支撑、7为限位块、8为限位板、9为连接节点、10为外套钢管、11为自复位装置、12为稳定钢棒、13为固定承重板。
具体实施方式
下面将结合具体实施方式来对本发明做进一步详细的说明。
一种自复位防屈曲支撑，包括中心定位板和位于中心定位板左右两侧的二级防屈曲单元。用于减轻梁柱连接处在地震作用下发生破坏，减轻所引起主体结构的损伤及残余变形。
二级防屈曲单元包括连接节点、支撑核心构件、外套钢管、滑动承重板、固定承重板、稳定钢棒、钢架支撑、蝶形弹簧、摩擦片；外套钢管与中心定位板固定；支撑核心构件、滑动承重板、稳定钢棒从外向内依次相接并整体在外套钢管内滑移；支撑核心构件的中部穿过外套钢管，支撑核心构件的外端与连接节点固定连接；固定承重板、钢架支撑、中心定位板从外向内依次相接，且固定承重板和钢架支撑位于外套钢管内，稳定钢棒的内端穿过固定承重板；固定承重板和中心定位板之间设有与稳定钢棒接触的摩擦片；压缩的蝶形弹簧套在稳定钢棒外，且位于固定承重板和滑动承重板之间。
为了保证蝶形弹簧轴向变形的稳定性，在蝶形弹簧中间采用稳定钢棒贯通，并在后部预留了足够宽的滑动区域；并且在稳定钢棒的两端设置限位块，防止稳定钢棒出现侧向的滑移，影响蝶形弹簧的轴向变形，降低构件的耗能能力；同时根据构件承载力的要求设置相应的限位板，防止由于蝶形弹簧的复位能力太大，将超出原有的设计尺寸；随后中心定位板与外套钢管之间采用焊接进行连接，保证两者之间的连接是可靠的。同时限位板的位置可以根据设计的需要进调整。
左右侧的蝶形弹簧的规格大小直接影响该自复位防屈曲消能支撑的承载力大小，左右侧蝶形弹簧的规格(截面面积、截面形状)可以根据项目的实际需求进行设计，但应保证其在地震作用下能够保持弹性，在大震作用下通过发生拉压变形耗散能量且不失效。
中心定位板也是受力的关键部分，中心定位板在受力时需要与外套钢管有着可靠的连接，并且应保证在大震作用下中心定位板与外套钢管之间不发生断裂破坏；因此，实际使用时可根据对整根自复位防屈曲消能支撑的性能要求反 过来对定位钢板的大小进行设计，进而保证左右侧自复位装置和整个支撑构件的力学性能。
在稳定钢棒与中心定位板之间留有一定的间隙，保证连接节点在受到轴向荷载时，荷载完全通过核心支撑构件传递给内部的自复位装置，自复位装置中的蝶形弹簧通过不断的压缩和拉伸消耗地震能量，减轻和降低主体结构的损伤和参与变形。
两个二级防屈曲单元的结构相同，相对于中心定位板左右对称设置；两个二级防屈曲单元排列成一字形。
支撑核心构件为横截面为方形的杆状结构；外套钢管为方形管；固定承重板、滑动承重板、中心定位板的横截面均为方形，稳定钢棒的横截面为圆形。
钢架支撑的数量为四根，在上、下、前、后方向环绕稳定钢棒设置；摩擦片的数量为四根，在上、下、前、后方向环绕稳定钢棒设置，且紧贴稳定钢棒，摩擦片的横截面为矩形。稳定钢棒在轴向压缩变形的作用下，与后部的摩擦片发生接触，通过稳定钢棒与摩擦片的摩擦耗散掉一部分的能量，提高构件的承载能力。
二级防屈曲单元还包括限制滑动承重板向外滑移的限位板，限位板固定在外套钢管的内侧壁
二级防屈曲单元还包括两个限位块，一个固定在滑动承重板的内侧，一个固定在固定承重板的外侧；限位块为圆形，蝶形弹簧的端部套接在限位块上，限位块开有圆形孔供稳定钢棒穿过。
支撑核心构件和滑动承重板之间、固定承重板和钢架支撑之间、钢架支撑和中心定位板之间均采用刚性连接，例如焊接的方式，保证在轴向拉力的作用下不被撕裂。
主体结构上装有节点板，连接节点与节点板通过高强螺栓连接。具体连接方式为：在相关部位(如梁柱节点处)焊接节点板，节点板上开与连接节点相对应的螺栓孔，二者采用高强螺栓直接连接。
一种自复位防屈曲支撑的消能方法，采用一种自复位防屈曲支撑，通过摩擦片和稳定钢棒的作用耗散能量，通过蝶形弹簧耗散能量，以提高承载力；通过蝶形弹簧提供自复位能力。利用蝶形弹簧的数量和类型提供相应的自复位能 力，两个二级防屈曲单元的承载力均相等。
本发明的有益效果是：为了防止耗能支撑受压时发生整体屈曲，在开缝钢板外套上一个钢管，这样就增加了支撑的平面内外的整体刚度，从而提高耗能支撑的整体稳定，而自复位防屈曲支撑通过内部的自复位装置来承受拉压荷载作用，通过蝶形弹簧与摩擦片来耗散地震能量，保证内部核心支撑在地震作用下不屈曲。当耗能支撑的承载力由蝶形弹簧的强度确定时，这样能使蝶形弹簧在拉压荷载作用下收缩变形，充分发挥蝶形弹簧的耗能作用。当构件受压时，由于在耗能支撑核心构件的后部预留了较长的伸缩位置，其两端的核心支撑构件在压力作用下向中间靠拢，此时蝶形弹簧处于压缩的状态，但是核心支撑构件不屈曲。在拉力作用下耗能支撑两端的核心构件向外伸长，弹簧沿着中心限位构件向外伸缩。并且设置相应的限位块保证蝶形弹簧不超过其能够承受的范围。这样在反复拉压荷载作用下，蝶形弹簧反复处于伸缩变形状态，并且中心限位构件随着蝶形弹簧的伸缩变形与后部的摩擦片进行接触耗能，从而达到消耗地震能量，起到保护主体结构的目的。并且当地震力消失后，自复位防屈曲支撑可以通过蝶形弹簧提供的恢复力使构件恢复到初始状态。本发明解决了传统防屈曲消能支撑在地震后下无法复位的问题，有效减轻整体结构在地震作用下的产生的结构损伤及残余变形。该自复位防屈曲消能支撑可以采用工厂预制的方式生产，现场螺栓安装，施工速度快，节能环保。本发明适用于框架结构、钢结构、高层结构建筑，特别是工业化的减震建筑中。
上述实施例为本发明较佳的实施方式，但本发明的实施方式并不受上述实施例的限制，其他的任何未背离本发明的精神实质与原理下所作的改变、修饰、替代、组合、简化，均应为等效的置换方式，都包含在本发明的保护范围之内。

Claims (10)

  1. 一种自复位防屈曲支撑，其特征在于：包括中心定位板和位于中心定位板左右两侧的二级防屈曲单元；二级防屈曲单元包括连接节点、支撑核心构件、外套钢管、滑动承重板、固定承重板、稳定钢棒、钢架支撑、蝶形弹簧、摩擦片；外套钢管与中心定位板固定；支撑核心构件、滑动承重板、稳定钢棒从外向内依次相接并整体在外套钢管内滑移；支撑核心构件的中部穿过外套钢管，支撑核心构件的外端与连接节点固定连接；固定承重板、钢架支撑、中心定位板从外向内依次相接，且固定承重板和钢架支撑位于外套钢管内，稳定钢棒的内端穿过固定承重板；固定承重板和中心定位板之间设有与稳定钢棒接触的摩擦片；压缩的蝶形弹簧套在稳定钢棒外，且位于固定承重板和滑动承重板之间。
  2. 按照权利要求1所述的一种自复位防屈曲支撑，其特征在于：两个二级防屈曲单元的结构相同，相对于中心定位板左右对称设置；两个二级防屈曲单元排列成一字形。
  3. 按照权利要求1所述的一种自复位防屈曲支撑，其特征在于：支撑核心构件为横截面为方形的杆状结构；外套钢管为方形管；固定承重板、滑动承重板、中心定位板的横截面均为方形；稳定钢棒的横截面为圆形。
  4. 按照权利要求1所述的一种自复位防屈曲支撑，其特征在于：钢架支撑的数量为四根，在上、下、前、后方向环绕稳定钢棒设置；摩擦片的数量为四根，在上、下、前、后方向环绕稳定钢棒设置，且紧贴稳定钢棒，摩擦片的横截面为矩形。
  5. 按照权利要求1所述的一种自复位防屈曲支撑，其特征在于：二级防屈曲单元还包括限制滑动承重板向外滑移的限位板，限位板固定在外套钢管的内侧壁。
  6. 按照权利要求1所述的一种自复位防屈曲支撑，其特征在于：二级防屈曲单元还包括两个限位块，一个固定在滑动承重板的内侧，一个固定在固定承重板的外侧；限位块为圆形，蝶形弹簧的端部套接在限位块上，限位块开有圆孔供稳定钢棒穿过。
  7. 按照权利要求1所述的一种自复位防屈曲支撑，其特征在于：支撑核心构件和滑动承重板之间、固定承重板和钢架支撑之间、钢架支撑和中心定位板之间均采用刚性连接。
  8. 按照权利要求1所述的一种自复位防屈曲支撑，其特征在于：主体结构上装 有节点板，连接节点与节点板通过高强螺栓连接。
  9. 一种自复位防屈曲支撑的消能方法，采用权利要求1至8中任一项所述的一种自复位防屈曲支撑，其特征在于：通过摩擦片和稳定钢棒的作用耗散能量，通过蝶形弹簧耗散能量，以提高承载力；通过蝶形弹簧提供自复位能力。
  10. 按照权利要求9所述的一种自复位防屈曲支撑的消能方法，其特征在于：利用蝶形弹簧的数量和类型提供相应的自复位能力，两个二级防屈曲单元的承载力均相等。
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Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108824920A (zh) * 2018-07-26 2018-11-16 姚攀峰 一种新型屈曲约束耗能钢板剪力墙、结构体系及其施工方法
CN111962703A (zh) * 2020-08-18 2020-11-20 广州大学 一种自复位防屈曲支撑及其消能方法
CN114922496A (zh) * 2022-06-24 2022-08-19 燕山大学 一种位移放大分阶段耗能自复位梁柱节点
CN115030349A (zh) * 2022-07-27 2022-09-09 东华理工大学 一种融合摩擦消能机理的多重耗能全钢防屈曲支撑
CN115233852A (zh) * 2022-08-24 2022-10-25 福建省中霖工程建设有限公司 一种附加电磁阻尼器的防屈曲支撑及其安装方法
CN115341674A (zh) * 2022-08-09 2022-11-15 郑州大学 一种滑动式齿轮-碟簧自复位装置
CN115949149A (zh) * 2022-12-12 2023-04-11 哈尔滨工业大学 销接中心支撑的碟簧-sma杆组合抗弯耗能自复位钢梁柱节点
CN116290450A (zh) * 2023-04-12 2023-06-23 燕山大学 一种多阶段抗震自复位支撑

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112343197B (zh) * 2020-10-20 2022-03-15 汕头大学 一种基于折纸结构的分阶段耗能防屈曲支撑***及工艺
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CN113389290B (zh) * 2021-06-04 2022-05-10 大连交通大学 一种自复位摩擦耗能放大阻尼器
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CN113606280B (zh) * 2021-07-07 2022-08-05 北京工业大学 一种自复位碟簧-质量转轮复合磁流变液阻尼器
CN113565070B (zh) * 2021-08-05 2022-06-17 河南省水利第二工程局 一种水利工程用消能装置

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103981968A (zh) * 2014-04-11 2014-08-13 北京工业大学 管形单板装配式钢结构自复位防屈曲支撑
WO2016130171A1 (en) * 2015-02-12 2016-08-18 Star Seismic, Llc Buckling restrained brace and related methods
CN106760010A (zh) * 2016-12-07 2017-05-31 上海市建筑科学研究院 一种基于碟形弹簧的自复位防屈曲支撑
CN208309874U (zh) * 2018-05-25 2019-01-01 中国地震局工程力学研究所 一种装配式预压双弹簧自复位摩擦耗能支撑
CN109853770A (zh) * 2019-03-27 2019-06-07 长安大学 一种自复位双弓对拉双重耗能支撑装置
CN110528946A (zh) * 2019-07-18 2019-12-03 华侨大学 基于蝶形弹簧的双重管约束型自复位防屈曲支撑装置
CN111962703A (zh) * 2020-08-18 2020-11-20 广州大学 一种自复位防屈曲支撑及其消能方法
CN212453166U (zh) * 2020-08-18 2021-02-02 广州大学 一种自复位防屈曲支撑

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN203096993U (zh) * 2013-01-17 2013-07-31 中南大学 一种具有大震保护功能的协同耗能防屈曲支撑构件
KR101838606B1 (ko) * 2017-10-10 2018-03-14 주식회사 윤창이엔씨 댐퍼
CN109457828B (zh) * 2018-11-16 2024-02-13 长安大学 一种双约束自复位防屈曲耗能支撑
CN111005613A (zh) * 2020-01-06 2020-04-14 上海市建筑科学研究院有限公司 粘弹摩擦型耗能自复位防屈曲支撑

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103981968A (zh) * 2014-04-11 2014-08-13 北京工业大学 管形单板装配式钢结构自复位防屈曲支撑
WO2016130171A1 (en) * 2015-02-12 2016-08-18 Star Seismic, Llc Buckling restrained brace and related methods
CN106760010A (zh) * 2016-12-07 2017-05-31 上海市建筑科学研究院 一种基于碟形弹簧的自复位防屈曲支撑
CN208309874U (zh) * 2018-05-25 2019-01-01 中国地震局工程力学研究所 一种装配式预压双弹簧自复位摩擦耗能支撑
CN109853770A (zh) * 2019-03-27 2019-06-07 长安大学 一种自复位双弓对拉双重耗能支撑装置
CN110528946A (zh) * 2019-07-18 2019-12-03 华侨大学 基于蝶形弹簧的双重管约束型自复位防屈曲支撑装置
CN111962703A (zh) * 2020-08-18 2020-11-20 广州大学 一种自复位防屈曲支撑及其消能方法
CN212453166U (zh) * 2020-08-18 2021-02-02 广州大学 一种自复位防屈曲支撑

Cited By (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108824920A (zh) * 2018-07-26 2018-11-16 姚攀峰 一种新型屈曲约束耗能钢板剪力墙、结构体系及其施工方法
CN108824920B (zh) * 2018-07-26 2024-04-26 姚攀峰 一种新型屈曲约束耗能钢板剪力墙、结构体系及其施工方法
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