[go: up one dir, main page]

WO2019019850A1 - 含有l型耗能元件的屈曲约束支撑、建筑物及组装方法 - Google Patents

含有l型耗能元件的屈曲约束支撑、建筑物及组装方法 Download PDF

Info

Publication number
WO2019019850A1
WO2019019850A1 PCT/CN2018/092742 CN2018092742W WO2019019850A1 WO 2019019850 A1 WO2019019850 A1 WO 2019019850A1 CN 2018092742 W CN2018092742 W CN 2018092742W WO 2019019850 A1 WO2019019850 A1 WO 2019019850A1
Authority
WO
WIPO (PCT)
Prior art keywords
square steel
shaped
steel pipe
constraining member
energy consuming
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Ceased
Application number
PCT/CN2018/092742
Other languages
English (en)
French (fr)
Inventor
侯和涛
代春雪
颜雪雪
曲冰
邱灿星
刘晓芳
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shandong University
Original Assignee
Shandong University
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Priority claimed from CN201720905586.5U external-priority patent/CN206957320U/zh
Priority claimed from CN201710610892.0A external-priority patent/CN107288399B/zh
Application filed by Shandong University filed Critical Shandong University
Priority to US16/488,830 priority Critical patent/US10988952B2/en
Publication of WO2019019850A1 publication Critical patent/WO2019019850A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

Links

Images

Classifications

    • 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
    • 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
    • E04H9/0237—Structural braces with damping devices

Definitions

  • the invention relates to the technical field of civil structural engineering resisting external force components, in particular to a buckling restraining support, a building and an assembling method containing the L-shaped energy consuming component.
  • the framework In a multi-storey or high-rise steel structure, the framework is the most basic unit.
  • the support provides the steel frame with higher lateral stiffness and strength, reduces lateral displacement of the frame during an earthquake, and avoids or reduces damage to non-structural members.
  • the buckling restraint support overcomes the shortcomings of the normal support compression buckling, improves the energy consumption of the support, reduces the difference in the bearing tensile and compressive bearing capacity, and makes the computer simulation simpler.
  • the present invention provides a buckling restraint support, a building and an assembly method including an L-type energy consuming element that is easy to reuse and disassemble and replace.
  • the present invention provides the following technical solutions:
  • the present invention provides a buckling restraint support comprising an L-shaped energy consuming element for use as a support for a frame structure, comprising a telescopic inner constraining member, an outer constraining member sleeved outside the inner constraining member, and located at the An L-shaped energy consuming element between the inner constraining member and the outer constraining member, wherein:
  • the inner constraining member includes two first and second square steel tubes of the same length and outer cross-sectional dimensions, the first square steel tube and the second square steel tube are plugged and connected, the first square steel tube and the second square tube The ends of the square steel tubes that are away from each other are used for connection with the frame structure;
  • the L-shaped energy consuming element comprises four L-shaped core plates, and two ends of the four L-shaped core plates are respectively bolted on four right-angled sides of the first square steel pipe and the second square steel pipe, the L The corners of the corners of the core plate have slits/cuts on both sides to form a weakened yielding section, and the ends are unweakened non-yield sections;
  • the inner cross-section of the outer constraining member is square, for covering the outside of the L-shaped energy consuming element, and a certain gap is disposed between the outer constraining member and the L-shaped consuming energy element.
  • first square steel pipe and the second square steel pipe are the same size, and the first square steel pipe and the second square steel pipe are connected by a connector, the connector is a square steel pipe, and the connector is The middle portion is provided with ribs in the outer circumferential direction and perpendicular to the plane of the square steel pipe, the outer cross-sectional dimension of the connector is smaller than the inner cross-sectional dimension of the first square steel pipe, and one end of the connector is welded to the first square steel pipe Or plugged in, the other end is inserted into the second square steel tube.
  • the length of the first square steel pipe and the second square steel pipe are both 100-5000 mm, and the distance between the first square steel pipe and the second square steel pipe is 20-500 mm, and the outer wall of the connector is The gap between the inner walls of the second square steel pipe is 1 to 10 mm, and the length of the plug member inserted into the second square steel pipe is 20 to 800 mm.
  • an outer portion of the non-yield segment is provided with a bolt hole connected to the first square steel pipe and the second square steel pipe, and the non-yield segment includes an unconstrained connecting portion provided with a bolt hole, and no bolt is provided
  • the yield segment is a constrained yield segment that is constrained by the inner and outer constraining members.
  • the lower limb of the L-shaped core plate is fixedly disposed on the unconstrained non-yield segment with a lifting member for lifting the outer restraining member;
  • the middle portion of the corner limb of the yielding section of the L-shaped core plate is provided with an unweakened non-yield section, forming an intermediate constrained non-yield section, the length of the intermediate constrained non-yield section being greater than the maximum design tensile load of the buckling restraint support.
  • the outer constraining member is formed by fastening four W-shaped steel plates, and adjacent W-shaped steel plates are bolted;
  • the outer constraining member is formed by bolting U-shaped steel plates with two openings in the same direction;
  • the outer constraining member comprises a U-shaped steel plate opposite to the two openings provided opposite to each other, and the side of the U-shaped steel plate is bolted with two steel plates;
  • the outer constraining member is formed by fastening two U-shaped steel plates, and the two U-shaped steel plates are bolted together.
  • a gap between the outer constraining member and the L-shaped energy consuming element is 1 to 5 mm, and the gap is filled with a non-bonding material.
  • transition region between the constrained non-yield segment, the constrained yield segment, and the intermediate constrained non-yield segment is an arc, a straight line, or a straight line plus an arc.
  • the present invention provides a building comprising the above-described buckling restraint support comprising an L-type energy consuming element.
  • the present invention also provides an assembly method of the above-described buckling restraint support comprising an L-type energy consuming element, comprising:
  • Step 1 welding one end of the connector to the first square steel pipe or plugging, and the other end into the second square steel pipe to form the inner constraining member;
  • Step 2 adjusting the spacing between the first square steel tube and the second square steel tube, and bolting the unconstrained connecting portion of the L-shaped energy consuming element to the right angle side of the first square steel tube and the second square steel tube;
  • Step 3 Wrap the L-shaped energy consuming element with an outer constraining member and bolt the components of the outer constraining member.
  • the buckling restraint support of the L-shaped energy consuming element of the present invention the two ends of the four L-shaped core plates of the L-shaped energy consuming element are respectively bolted to the first square steel pipe of the inner restraining member and the first
  • the four right-angled edges of the two-sided steel pipe are easy to install and disassemble; the damage is concentrated on the yielding section of the L-shaped core plate.
  • the inner restraining member and the outer restraining member remain elastic and can be reused, and only the L-shaped core plate needs to be replaced.
  • the buckling restraint support restores the energy absorbing function.
  • FIG. 1 is a schematic view showing the overall structure of a buckling restraint support of an L-type energy consuming element of the present invention
  • Figure 2 is a perspective view of the components of the buckling restraint support of the L-type consuming energy element of the present invention
  • FIG. 3 is a schematic view showing the connection of the L-shaped energy consuming element and the inner restraining member of the present invention
  • Figure 4 is a schematic view showing a first embodiment of the inner restraining member of the present invention.
  • Figure 5 is a schematic view showing a second embodiment of the inner restraining member of the present invention.
  • Figure 6 is a schematic view showing the structure of the connector of the inner restraining member of the present invention.
  • Figure 7 is a schematic view showing the form of the connector of the inner restraining member of the present invention.
  • Figure 8 is a schematic structural view of a first square steel pipe of an inner restraining member of the present invention.
  • Figure 9 is a perspective view of the L-shaped core board of the present invention.
  • Figure 10 is a side view showing different structural forms of the L-shaped core plate of the present invention.
  • Figure 11 is a schematic view showing different structures of the lifting member of the present invention.
  • Figure 12 is a schematic cross-sectional view showing Embodiment 1 of the outer restraining member of the present invention.
  • Figure 13 is a schematic cross-sectional view showing a second embodiment of the outer restraining member of the present invention.
  • Figure 14 is a schematic cross-sectional view showing a third embodiment of the outer restraining member of the present invention.
  • Figure 15 is a schematic cross-sectional view showing a fourth embodiment of the outer restraining member of the present invention.
  • Fig. 16 is a hysteresis curve of the test pieces B1 to B6.
  • the present invention provides a buckling restraint support comprising an L-shaped energy consuming element for use as a support for a frame structure, as shown in Figures 1 to 15, comprising a telescopic inner constraining member 1 and a nested inner constraining member 1 External outer constraining member 2, L-shaped energy consuming element between the inner constraining member 1 and the outer constraining member 2, wherein:
  • the inner restraining member 1 includes two first and second square steel tubes 1-1 and 1-2 having the same length and outer cross-sectional dimensions, and the first square steel tube 1-1 and the second square steel tube 1-2 are plugged and connected.
  • the axes of the first square steel pipe 1-1 and the second square steel pipe 1-2 are on the same straight line, and the ends of the first square steel pipe 1-1 and the second square steel pipe 1-2 are separated from each other for connection with the frame structure, specifically
  • the outer end of the first square steel tube 1-1 or the second square steel tube 1-2 may be opened with a strip-shaped groove, connected through the connecting plate 1-3 or directly to the gusset plate of the frame structure, as shown in FIG.
  • the cross section of the plates 1-3 is a cross shape, and the cross-shaped connecting plates 1-3 are welded to the outer ends of the first square steel pipe 1-1 and the second square steel pipe 1-2, and the first square steel pipe 1 of the inner restraining member 1 1 and the second square steel pipe 1-2 can move relative to each other in the direction of the support axis. After installation, it is necessary to ensure that the buckling restraint support is deformed by the maximum design compressive bearing capacity, the first square steel pipe 1-1 and the second square steel pipe.
  • first square steel tube 1-1 and the second square steel tube 1-2 may also be rectangular tubes under the condition that the design tensile/compressive bearing capacity is satisfied.
  • the maximum design tensile/compressive bearing capacity of the present invention is a force of a person according to a specific frame structure by those skilled in the art.
  • the L-shaped energy consuming element comprises four L-shaped core plates 3, and the two ends of the four L-shaped core plates 3 are respectively bolted on the four right-angled sides of the first square steel pipe 1-1 and the second square steel pipe 1-2
  • the bolt can be a blind hole bolt or a long high-strength bolt that meets the design strength requirement.
  • the L-shaped core plate 3 has an L-shaped cross section, can be cut from off-the-shelf steel, or can be cold-formed using a cut steel plate. It does not require welding, which reduces the initial defects of energy-consuming components and helps to maximize the performance of steel.
  • the bolts here may be blind bolts satisfying the design requirements or high-strength bolts having a screw length sufficient, etc.
  • the square steel tube 1-1 and the second square steel tube 1-2 can be opened according to the design position and size.
  • the arrangement of the bolt holes can be juxtaposed or staggered, and the opening of the bolt hole can neither affect the bolts.
  • the openings on the parallel two faces can be consistent
  • the vertical two faces can be staggered
  • the specific operation can be used according to the actual Depending on the type of bolt.
  • the central portion of the corner of the L-shaped core plate 3 has a slit/cut 4 on both sides, forming a weakened yielding section 3-1, and the ends are unweakened non-yield sections 3-2;
  • the inner cross section of the outer constraining member 2 is a square shape for covering the outside of the L-shaped energy consuming element, and a certain gap is provided between the outer constraining member 2 and the L-shaped energy consuming element.
  • the two ends of the four L-shaped core plates of the L-shaped energy consuming element are respectively bolted to the first square steel pipe of the inner restraining member and the first
  • the four right-angled sides of the two-sided steel pipe are easy to install and disassemble, which is convenient for replacing the L-type energy-consuming components after the earthquake.
  • no welding is required, and only the new L-core plate bolts are connected to the inner restraining members.
  • the buckling restraint support of the L-shaped energy consuming element of the present invention the first square steel pipe and the second square steel pipe of the inner restraining member are plugged and connected, and then the four L-shaped core plates are bolted to the first side.
  • the outer restraining member is finally wrapped on the outside of the L-shaped core plate, and when the tension or the pressure is applied, the damage can be concentrated on the yielding section of the L-shaped core plate, and the earthquake
  • the inner and outer restraining members remain elastic and can be reused. Only the L-shaped core plate needs to be replaced, and the buckling restraint support can restore the energy-consuming shock absorption function.
  • first square steel tube 1-1 and the second square steel tube 1-2 are preferably the same size (ie, the length, the thickness, and the outer cross section are the same), and the materials are preferably the same, as shown in FIG. 4 to FIG. 1-1 and the second square steel pipe 1-2 are connected by the connector 1-4, the connector 1-4 is a square steel pipe, and one end of the connector 1-4 is welded to the first square steel pipe 1-1 or The other end is inserted into the second square steel tube 1-2.
  • the middle portion of the connector 1-4 is preferably disposed along the outer circumference direction and perpendicularly
  • the ribs 1-5 of the square steel tube plane (not required when welding) prevent the connector 1-4 from sliding into the first square steel pipe 1-1 or the second square steel pipe 1-2, it is worth noting that the rib
  • the outer dimensions of 1-5 do not exceed the outermost dimensions of the first square steel tube 1-1 or the second square steel tube 1-2, and do not affect the installation of the L-type energy consuming element.
  • the outer cross-sectional dimension of the connector 1-4 is smaller than the The inner cross-sectional dimensions of one of the steel pipe 1-1 and the second steel pipe 1-2 ensure that the second steel pipe 1-2 and the connector 1-4 can slide freely relative to each other, and the first steel pipe 1 - 1 and the second square steel tube 1-2 are effective for L-type energy consuming components Binding effect.
  • the lengths of the first square steel pipe 1-1 and the second square steel pipe 1-2 may both be 100 to 5000 mm, and in the initial state of installation, the first square steel pipe 1-1 and the second square steel pipe 1-2
  • the spacing between the two sides is 20-500 mm, that is, the distance between the ends of the first square steel tube 1-1 and the second square steel tube 1-2 close to each other is to satisfy the maximum design tensile/compressive bearing capacity deformation requirement of the buckling constraint support;
  • the gap between the outer wall of the connecting piece 1-4 and the inner wall of the second square steel pipe 1-2 is preferably 1 to 10 mm, so that the connector 1-4 and the second square steel pipe 1-2 can freely slide;
  • the length of the -4 inserted into the second square steel pipe 1-2 is preferably 20 to 800 mm, and the buckling restraint is prevented from being pulled out, and the connector 1-4 is pulled out of the second square steel pipe 1-2.
  • the square steel pipe of the connector 1-4 can be formed by integrally forming a steel pipe, welding two square pipes or welding of steel plates and steel profiles, as long as the design requirements are met. Neither affects the implementation of the invention.
  • the outer portion of the non-yield portion 3-2 is provided with a bolt hole 3-2-1 connected to the first square steel tube 1-1 and the second square steel tube 1-2
  • the non-yield portion 3-2 includes an unconstrained connecting section 3-2-2 provided with a bolt hole 3-2-1, an unconstrained non-yield section 3 not provided with a bolt hole 3-2-1 and not covered by the outer constraining member 2 3- 2-3 and the constrained non-yield segment 3-2-4 not provided with the bolt hole 3-2-1 and covered by the outer constraining member 2, the outer constraining member 2 is wrapped around the yield segment 3-1 and the constrained non-yield segment 3 On -2-4, the dotted line in Fig.
  • the yielding section 3-1 is a constrained yielding section bounded by the inner constraining member 1 and the outer constraining member 2.
  • the length of the constrained non-yield section 3-2-4 is long enough to not completely disengage from the constraint of the outer constraining member 2 when the buckling restraint support is subjected to the maximum design tensile load capacity deformation, unconstrained non-yield segment 3-
  • the length of 2-3 is appropriate to ensure that there is still a gap between the unconstrained connecting section 3-2-2 and the end of the outer constraining member 2 when the buckling restraint support is deformed by the maximum design compressive bearing capacity.
  • the lower limb of the L-shaped core plate 3 is fixedly disposed on the unconstrained non-yield segment 3-2-3 with a lifting member 5 for lifting the outer restraining member 2, the lifting member 5 and the L-shaped core plate 3 can be fixed by welding or the like, the number of lifting members 5 is plural, the plurality of lifting members are on the same plane and the plane is perpendicular to the length direction of the L-shaped core board, as shown in FIG.
  • FIG. 5 is an angle steel or V-shaped plate
  • Figure 11 (a) is angle steel
  • 11 (b) is V-shaped plate
  • When installed if the lifting member is angle steel, a right angle side of the angle steel is preferably welded on the lower limb, and The corner edge is used for lifting the outer restraining member.
  • the lifting member is a V-shaped plate, the ends of the V-shaped plate are welded on the lower corner limb; the lifting member 5 is located on the corner limb of the bottom of the L-shaped core board.
  • the plurality of lifting members 5 jointly bear the gravity of the outer restraining member, and block the outer restraining member from sliding downward.
  • the specific number of the lifting members 5 can be flexibly set according to actual conditions.
  • the middle portion of the limb of the yielding segment 3-1 is preferably provided with an un-weakened non-yield segment forming an intermediate constrained non-yield segment 3-3, and the length of the intermediate constraining non-yield segment 3-3 is preferably greater than the maximum design resistance of the buckling constraining support.
  • the distance between the first square steel pipe 1-1 and the second square steel pipe 1-2 is used to reduce the stress level and the damage concentration degree, and the shaping damage is controlled in the constraint yielding section, thereby avoiding The large stress and damage concentration formed by premature local buckling deformation causes premature fracture of the L-type energy consuming element.
  • the L-shaped core plate 3 includes an unconstrained connecting section 3-2-2, an unconstrained non-yield section 3-2-3, a constrained non-yield section 3-2-4, a constrained yielding section, and an intermediate restraint from one end to the other end. Yield segment 3-3, constrained yield segment, constrained non-yield segment 3-2-4, unconstrained non-yield segment 3-2-3, and unconstrained segment 3-2-2.
  • the outer constraining member 2 constrains the L-shaped energy consuming element, and the outer constraining member 2 can have various structural forms.
  • the outer constraining member 2 is formed by fastening four W-shaped steel plates 2-1, the adjacent W-shaped steel plates 2-1 are bolted, and finally a square tubular structure is formed, which is coated on the L-shaped energy consuming element. Outside.
  • a spacer of a suitable thickness may be added when the two W-shaped steel plates 2-1 are bolted together. Suitable for L-shaped core plates of different thicknesses.
  • the outer constraining member 2 is formed by bolting U-shaped steel plates 2-2 and 2-2' in which the two opening directions are identical, and finally forms a square cylindrical structure covering the outer side of the L-shaped energy consuming element.
  • the outer constraining member 2 includes two U-shaped steel plates 2-3 opposite to each other in the opposite direction, and the side plates of the U-shaped steel plates 2-3 are bolted with two steel plates 2-4, two steel plates 2 -4 and a pair of U-shaped steel plates 2-3 form a square cylindrical structure and are coated on the outer side of the L-shaped energy consuming element.
  • the outer constraining member 2 is formed by fastening two U-shaped steel plates 2-5, and the fastening portions of the U-shaped steel plates 2-5 are bolted.
  • the outer constraining members 2 are bolted portions of each part for easy disassembly, and in addition, the outer constraining members are designed to be different from the design length of the constrained yielding sections. Adaptation ensures that the constrained yield section does not extend out of the outer constraining member under any circumstances, especially when subjected to the maximum design tensile load carrying capacity.
  • the gap between the outer constraining member 2 and the L-type consuming energy element is 1 to 5 mm, and the gap is preferably filled with a non-bonding material, and the unbonded material may be lubricating oil, soft glass or The Teflon material, etc., can also be flexibly selected according to the specific situation, and the unbonded material can reduce the L-type energy consuming element and the inner restraining member 1 and the outer restraining member 2 when the L-shaped energy consuming element is subjected to high-order buckling deformation. Friction between.
  • the L-shaped core plate 3 which constrain the non-yield segment 3-2-4, the constrained yield segment and the intermediate constrained non-yield segment 3-3.
  • the transition zone can be an arc, a straight line, or a straight line.
  • the present invention provides a building comprising the above-described buckling restraint support comprising an L-shaped energy consuming element. Since the structure is the same as the above, it will not be described here.
  • the present invention also provides an assembly method of the above-described buckling restraint support comprising an L-type energy consuming element, comprising:
  • Step 1 One end of the connector 1-4 is welded or plugged with the first square steel pipe 1-1 (prefabricated at the time of welding), and the other end is inserted into the second square steel pipe 1-2 to form an inner restraining member. 1;
  • Step 2 Adjust the spacing between the first square steel pipe 1-1 and the second square steel pipe 1-2, and bolt the unconstrained connecting segments 3-2-2 of the four L-type energy consuming components to the first square steel pipe 1 -1 and the right side of the second square steel pipe 1-2;
  • Step 3 The L-shaped energy consuming element is covered with the outer constraining member 2, and the components of the outer constraining member 2 are bolted.
  • the buckling restraint support of the L-type energy consuming element of the invention refers to the Shanghai Engineering Construction Standard “High-rise Building Steel Structure Design Regulations” (DG/TJ08-32-2008) (referred to as Shanghai High Steel Code) and “Architectural Seismic Design Code” (GB50011-2010) (referred to as anti-regulation), Shanghai construction product recommended application standard “TJ buckling restraint support application technical regulations” (DBJ/CT105-2011) (referred to as TJ restraint support procedures) and "construction energy dissipation technology
  • the Regulations (JGJ297-2013) (short for shock absorption procedures) conduct performance test tests, as follows:
  • the specification defines the support for the net length of the L-resistance, the Shanghai high-steel gauge and the TJ-constrained support procedure.
  • the specimens are subjected to three times of displacement amplitudes of L/300, L/200, L/150 and L/100, respectively. More than 15% of the strength degradation; anti-regulation, shock absorption procedures and TJ constrained support procedures require that the specimen be cycled 30 times on the L/150 displacement amplitude without producing more than 15% strength degradation.
  • Table 1 shows the basic parameters of the buckling restraint support containing the L-type energy consuming element. This test assumes that the total length of the constrained yield section is 0.56 times the support length L, and the displacement amplitude of the test piece B4 is applied to the 30th week of L/150. The equal amplitude loading and displacement amplitude correspond to L/300, L/200, L/150 and L/100, respectively, and the incremental loading of each stage is 3 weeks. In the constant-width loading, the tensile strength is degraded to 3.6%, and the compressive strength is degraded to 5%, which satisfies the requirement of 15% or less. During the variable amplitude loading process, no significant (more than 15%) strength and stiffness degradation occurred, meeting the specification requirements.
  • the maximum draw ratio ⁇ of each test piece is less than the upper limit of 1.3 specified by AISC 341-16, which meets the specifications.
  • the hysteresis curve obtained as shown in Fig. 17 (a) to (f) are the hysteresis curves of the test pieces B1 to B6, respectively, it can be seen that the hysteresis curve of each test piece Both were full and did not undergo overall buckling, showing similar stable hysteresis performance.
  • the inner constraining member and the outer constraining member in the above test study were recycled in the test pieces B1 to B6, and no significant damage occurred at all.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Environmental & Geological Engineering (AREA)
  • Business, Economics & Management (AREA)
  • Emergency Management (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

含有L型耗能元件的屈曲约束支撑，包括可伸缩的内约束构件（1）、套设在内约束构件（1）外部的外约束构件（2）、位于内约束构件（1）和外约束构件（2）之间的L型耗能元件；内约束构件（1）包括插接连接的第一方钢管（1-1）和第二方钢管（1-2），L型耗能元件包括四个L型芯板（3），四个L型芯板（3）的两端分别螺栓连接在第一方钢管（1-1）和第二方钢管（1-2）的四个直角边上，外约束构件（2）包覆在L型耗能元件的外部，两者之间设置有间隙。还提供包括该支撑的建筑物和该支撑的组装方法。该支撑拆卸和更换简单、重复利用方便。

Description

含有L型耗能元件的屈曲约束支撑、建筑物及组装方法 技术领域
本发明涉及土建结构工程抵抗外力构件技术领域，特别是指一种含有L型耗能元件的屈曲约束支撑、建筑物及组装方法。
背景技术
在多层或高层房屋钢结构体系中，框架是最基本的单元。支撑使钢框架具有更高的抗侧刚度和强度，减小地震时框架的侧向位移，避免或降低对非结构性构件的破坏。屈曲约束支撑克服了普通支撑受压屈曲的缺点，提高了支撑的耗能能力，减小了支撑拉压承载力的大小差异，也使计算机模拟更简单。
1994年北岭地震和1995年阪神地震以后屈曲约束支撑在新建建筑结构和现有建筑物的改造方面应用大幅度增加。各种高性能屈曲约束支撑层出不穷。但是目前的普通屈曲约束支撑有存在以下局限：
1)拆除和更换繁琐：屈曲约束支撑的耗能元件在地震中需要消耗地震输入的能量，耗能不可避免的会造成耗能元件的损伤或者断裂，因此在余震或者随后的地震来临时，屈曲约束支撑的耗能减震效果可能会大打折扣。对于现存的屈曲约束支撑，尤其是以填充于钢管中的砂浆或者其他脆性非金属填充材料对耗能元件实现屈曲约束机制的屈曲约束支撑，在大地震后，如果要对耗能元件的损伤进行检测，需要拆除外约束构件，这不但操作麻烦还可能会对支撑造成损坏。即使特别的技术手段证实有必要更换已损伤的屈曲约束支撑，既有屈曲约束支撑的拆卸和新屈曲约束支撑的安装可能会十分繁琐，原因有很多，例如屈曲约束支撑端部的施工操作空间非常有限，尤其是当屈曲约束支撑与框架连接处的节点板完全或者部分被天花板或其他非结构构件遮挡时。另外许多现有的普通屈曲约束支撑通过焊缝与连接框架的节点板相连，这样更换整根支撑势必需要在节点板上施加二次焊接，二次焊接不仅难以施加，质量无法保证，而且焊接产生的热效应会影响节点板的力学性能，降低新支撑的承载力和疲劳性能。
2)可循环利用性差：一个设计合理的屈曲约束支撑应该将损伤控制于耗能元件的约束屈服段中，而屈曲约束构件应始终保持弹性，然而，现在很多传统屈曲约束支撑中屈曲约束构件的重复利用率很低，这非常不利于实现基于可持续发展理念的设计的目标。
发明内容
本发明提供一种拆卸和更换简单，屈曲约束构件方便重复利用的含有L型耗能元件的屈曲约束支撑、建筑物及组装方法。
为解决上述技术问题，本发明提供技术方案如下：
一方面，本发明提供一种含有L型耗能元件的屈曲约束支撑，用作框架结构的支撑，包括可伸缩的内约束构件、套设在所述内约束构件外部的外约束构件、位于所述内约束构件和外约束构件之间的L型耗能元件，其中：
所述内约束构件包括两个长度和外截面尺寸均相同的第一方钢管和第二方钢管，所述第一方钢管和第二方钢管插接连接，所述第一方钢管和第二方钢管互相远离的端部用于与框架结构连接；
所述L型耗能元件包括4个L型芯板，该4个L型芯板的两端分别螺栓连接在所述第一方钢管和第二方钢管的四个直角边上，所述L型芯板的角肢的中部两侧有切槽/切口，形成被削弱的屈服段，两端为未被削弱的非屈服段；
所述外约束构件的内截面为方形，用于包覆在所述L型耗能元件的外部，所述外约束构件和所述L型耗能元件之间设置有一定间隙。
进一步的，所述第一方钢管和第二方钢管尺寸相同，所述第一方钢管和第二方钢管之间通过插接件连接，所述插接件为方钢管，所述插接件的中部设置有沿外周方向且垂直于方钢管平面的肋，所述插接件的外截面尺寸小于所述第一方钢管的内截面尺寸，所述插接件的一端与第一方钢管焊接或插接，另一端插入所述第二方钢管内。
进一步的，所述第一方钢管和第二方钢管的长度均为100～5000mm，所述第一方钢管和第二方钢管之间的间距为20～500mm，所述插接件的外壁与第二方钢管的内壁之间的间隙为1～10mm，所述插接件插入到第二方钢管的长度为20～800mm。
进一步的，所述非屈服段的外侧部分上设置有与所述第一方钢管和第二方钢管连接的螺栓孔，所述非屈服段包括设置有螺栓孔的无约束连接段、未设置螺栓孔且未被所述外约束构件包覆的无约束非屈服段和未设置螺栓孔且被所述外约束构件包覆的约束非屈服段，所述外约束构件包覆在所述屈服段和约束非屈服段上，所述屈服段为被所述内约束构件和外约束构件约束的约束屈服段。
进一步的，所述L型芯板的下部角肢上在所述无约束非屈服段上固定设置有用于托举所述外约束构件的托举件；
所述L型芯板的屈服段的角肢的中部设置有未被削弱的非屈服段，形成中间约束非屈服段，所述中间约束非屈服段的长度大于屈曲约束支撑发生最大设计抗拉承载力 变形时所述第一方钢管和第二方钢管之间的间距。
进一步的，所述外约束构件由四个W形钢板扣接形成，相邻的W形钢板螺栓连接；
或者，所述外约束构件由两个开口方向一致的U形钢板螺栓连接形成；
或者，所述外约束构件包括背对设置的两个开口方向相反的U形钢板，所述U形钢板的侧面螺栓连接有两个钢板；
或者，所述外约束构件由两个U形钢板扣接形成，该两个U形钢板两两螺栓连接。
进一步的，所述外约束构件和所述L型耗能元件之间的间隙为1～5mm，所述间隙内填充有无粘结材料。
进一步的，所述约束非屈服段、约束屈服段和中间约束非屈服段之间的过渡区为弧线、直线或直线加弧线。
另一方面，本发明提供一种建筑物，包含上述的含有L型耗能元件的屈曲约束支撑。
再一方面，本发明还提供一种上述的含有L型耗能元件的屈曲约束支撑的组装方法，包括：
步骤1：将所述插接件的一端与第一方钢管焊接或插接，另一端插入至第二方钢管内，形成所述内约束构件；
步骤2：调整第一方钢管和第二方钢管之间的间距，将所述L型耗能元件的无约束连接段螺栓连接在第一方钢管和第二方钢管的直角边上；
步骤3：采用外约束构件将所述L型耗能元件包覆起来，并将外约束构件的组成部分螺栓连接。
本发明具有以下有益效果：
与现有技术相比，本发明的含有L型耗能元件的屈曲约束支撑，L型耗能元件的4个L型芯板的两端分别螺栓连接在内约束构件的第一方钢管和第二方钢管的四个直角边上，方便安装和拆卸；损伤集中在L型芯板的屈服段，地震后内约束构件和外约束构件仍然保持弹性，可重复利用，只需要更换L型芯板，屈曲约束支撑即可恢复耗能减震功能。
附图说明
图1为本发明的含有L型耗能元件的屈曲约束支撑的整体结构示意图；
图2为本发明的含有L型耗能元件的屈曲约束支撑的各部件的拆分图；
图3为本发明的L型耗能元件与内约束构件的连接示意图；
图4为本发明的内约束构件的第一种实施方式示意图；
图5为本发明的内约束构件的第二种实施方式示意图；
图6为本发明的内约束构件的插接件的结构示意图；
图7为本发明的内约束构件的插接件的组成形式示意图；
图8为本发明的内约束构件的第一方钢管的结构示意图；
图9为本发明的L型芯板的立体图；
图10为本发明的L型芯板的不同结构形式侧视图；
图11为本发明的托举件的不同结构示意图；
图12为本发明的外约束构件的实施例1的截面示意图；
图13为本发明的外约束构件的实施例2的截面示意图；
图14为本发明的外约束构件的实施例3的截面示意图；
图15为本发明的外约束构件的实施例4的截面示意图；
图16为试件B1至B6的滞回曲线。
具体实施方式
为使本发明要解决的技术问题、技术方案和优点更加清楚，下面将结合附图及具体实施例进行详细描述。
一方面，本发明提供一种含有L型耗能元件的屈曲约束支撑，用作框架结构的支撑，如图1至图15所示，包括可伸缩的内约束构件1、套设在内约束构件1外部的外约束构件2、位于内约束构件1和外约束构件2之间的L型耗能元件，其中：
内约束构件1包括两个长度和外截面尺寸均相同的第一方钢管1-1和第二方钢管1-2，第一方钢管1-1和第二方钢管1-2插接连接，第一方钢管1-1和第二方钢管1-2的轴线在同一直线上，第一方钢管1-1和第二方钢管1-2互相远离的端部用于与框架结构连接，具体的，第一方钢管1-1或第二方钢管1-2的外端四周可以开条形槽，通过连接板1-3或者直接与框架结构的节点板连接，如图8所示，连接板1-3的截面为十字形，十字形的连接板1-3焊接在第一方钢管1-1和第二方钢管1-2的外端，内约束构件1的第一方钢管1-1和第二方钢管1-2在支撑轴线方向上可以相对运动，在安装后，要确保屈曲约束支撑在受到最大设计抗压承载力变形时，第一方钢管1-1和第二方钢管1-2的互相靠近的外截面尺寸相同的端部不会互相接触，在受到最大设计抗拉承载力变形时，第一方钢管1-1和第二方钢管1-2的互相靠近的端部不会互相脱出；值得注意的是，在满足设计抗拉/抗压承载力的条件下，第一方钢管1-1和第二方钢管1-2也可以均为矩形管或者其他截面形状的钢管，本领域的技术人员可以灵活选择，不影响本发明的创造性；另外，本发明的最大设计抗拉/抗压承载力为本领域技术人员 根据具体的框架结构的受力特点设计。
L型耗能元件包括4个L型芯板3，该4个L型芯板3的两端分别螺栓连接在第一方钢管1-1和第二方钢管1-2的四个直角边上，螺栓可以采用满足设计强度要求的盲孔螺栓或螺杆较长的高强螺栓，L型芯板3的横截面为L型，可以由现成的型钢进行切削而成，或者利用切削好的钢板冷弯而成，不需要焊接，减少了耗能元件的初始缺陷，有利于充分发挥钢材的性能。
L型芯板3的与第一方钢管1-1和第二方钢管1-2螺栓连接时，此处的螺栓可以采用满足设计要求的盲孔螺栓或螺杆足够长的高强螺栓等，第一方钢管1-1和第二方钢管1-2可以按照设计位置和大小开螺栓孔，同一个面上，螺栓孔的排列方式可以选择并列或错列，螺栓孔的开口既不能使螺栓互相影响，又不能影响第一方钢管1-1和第二方钢管1-2的相对活动，在平行两个面上开孔可以一致，垂直两个面开孔可以错开，具体操作可根据实际采用的螺栓类型而定。
L型芯板3的角肢的中部两侧有切槽/切口4，形成被削弱的屈服段3-1，两端为未被削弱的非屈服段3-2；
外约束构件2的内截面为方形，用于包覆在L型耗能元件的外部，外约束构件2和L型耗能元件之间设置有一定间隙。
与现有技术相比，本发明的含有L型耗能元件的屈曲约束支撑，L型耗能元件的4个L型芯板的两端分别螺栓连接在内约束构件的第一方钢管和第二方钢管的四个直角边上，方便安装和拆卸，便于在地震后对L型耗能元件进行更换，更换时，不需焊接，只需将新的L型芯板螺栓连接在内约束构件上；本发明的含有L型耗能元件的屈曲约束支撑，安装时，内约束构件的第一方钢管和第二方钢管插接连接，然后将4个L型芯板螺栓连接在第一方钢管和第二方钢管的四个直角边上，最后将外约束构件包覆在L型芯板的外部，在受拉或受压时，可以将损伤集中在L型芯板的屈服段，地震后内约束构件和外约束构件仍然保持弹性，可重复使用，只需要更换L型芯板，屈曲约束支撑即可恢复耗能减震功能。
进一步的，第一方钢管1-1和第二方钢管1-2尺寸优选相同(即长度、厚度、外截面相同)，材质优选也相同，如图4至图6所示，第一方钢管1-1和第二方钢管1-2之间通过插接件1-4连接，插接件1-4为方钢管，插接件1-4的一端与第一方钢管1-1焊接或插接，另一端插入第二方钢管1-2内，当插接件1-4与第一方钢管1-1插接时，插接件1-4的中部优选设置有沿外周方向且垂直于方钢管平面的肋1-5(焊接时则不需要)，防止插接件1-4滑入到第一方钢管1-1或第二方钢管1-2内，值得注意的是，肋1-5的外围尺寸不超过第一方钢管1-1或第二方钢管1-2最外围的尺寸，不影响L 型耗能元件的安装，插接件1-4的外截面尺寸小于第一方钢管1-1和第二方钢管1-2的内截面尺寸，既保证第二方钢管1-2与插接件1-4可以自由的相对滑动，又要确保第一方钢管1-1和第二方钢管1-2对L型耗能元件起到比较有效的内约束作用。
进一步的，第一方钢管1-1和第二方钢管1-2的长度可以均为100～5000mm，安装完成的初始状态下，第一方钢管1-1和第二方钢管1-2之间的间距为20～500mm，即第一方钢管1-1和第二方钢管1-2相互靠近的端部的距离要满足屈曲约束支撑的最大设计抗拉/抗压承载力变形要求；插接件1-4的外壁与第二方钢管1-2的内壁之间的间隙优选为1～10mm，保证插接件1-4与第二方钢管1-2可以自由滑动；插接件1-4插入到第二方钢管1-2的长度优选为20～800mm，防止屈曲约束支撑在受拉时，插接件1-4脱出第二方钢管1-2。
值得注意的是，如图7所示，插接件1-4的方钢管可以采用一体成型的钢管、两个方管焊接而成或是钢板和型钢焊接等多种形式，只要满足设计要求，均不影响本发明的实施。
优选的，如图9所示，非屈服段3-2的外侧部分上设置有与第一方钢管1-1和第二方钢管1-2连接的螺栓孔3-2-1，非屈服段3-2包括设置有螺栓孔3-2-1的无约束连接段3-2-2、未设置螺栓孔3-2-1且未被外约束构件2包覆的无约束非屈服段3-2-3和未设置螺栓孔3-2-1且被外约束构件2包覆的约束非屈服段3-2-4，外约束构件2包覆在屈服段3-1和约束非屈服段3-2-4上，图9中的虚线为外约束构件2在L型芯板3的包覆位置，虚线左侧为无约束非屈服段3-2-3，虚线右侧为约束非屈服段3-2-4，屈服段3-1为被内约束构件1和外约束构件2约束的约束屈服段。值得注意的是，约束非屈服段3-2-4的长度要足够长，在屈曲约束支撑承受最大设计抗拉承载力变形时不完全脱离外约束构件2的约束，无约束非屈服段3-2-3的长度要合适，确保屈曲约束支撑受到最大设计抗压承载力变形时，无约束连接段3-2-2与外约束构件2的端部之间仍然留有空隙。
优选的，L型芯板3的下部角肢上在无约束非屈服段3-2-3上固定设置有用于托举外约束构件2的托举件5，托举件5与L型芯板3可以采用焊接等方式固定连接，托举件5的数量有多个，多个托举件在同一平面上且该平面与L型芯板的长度方向垂直，如图11所示，托举件5为角钢或V形板，图11(a)为角钢，11(b)为V形板，在安装时，若托举件为角钢，角钢的一个直角边优选焊接在下部角肢上，另一直角边用于托举外约束构件，若托举件为V形板，V形板的端部均焊接在下部角肢上；托举件5位于L型芯板的底部的角肢上，多个托举件5共同承担外约束构件的重力，阻挡外约束构件往下滑移，托举件5的具体数量可以根据实际情况灵活设置。
由于内约束构件1的第一方钢管1-1和第二方钢管1-2之间的空隙处，插接件1-4的截面尺寸小，约束作用较差，在L型芯板3的屈服段3-1的角肢的中部优选设置有未被削弱的非屈服段，形成中间约束非屈服段3-3，中间约束非屈服段3-3的长度优选大于屈曲约束支撑发生最大设计抗拉承载力变形时第一方钢管1-1和第二方钢管1-2之间的间距，以降低此处的应力大小和损伤集中程度，将塑形损伤都控制在约束屈服段，避免因此处过早发生局部屈曲变形而形成的大的应力和损伤集中，致使L型耗能元件的过早断裂。
L型芯板3从一端到另一端依次包括无约束连接段3-2-2、无约束非屈服段3-2-3、约束非屈服段3-2-4、约束屈服段、中间约束非屈服段3-3、约束屈服段、约束非屈服段3-2-4、无约束非屈服段3-2-3和无约束连接段3-2-2。
本发明中，外约束构件2对L型耗能元件起约束作用，外约束构件2的结构形式可以有多种，以下为外约束构件2的几种结构形式：
实施例1：
如图12所示，外约束构件2由四个W形钢板2-1扣接形成，相邻W形钢板2-1螺栓连接，最后形成方形筒状结构，包覆在L型耗能元件的外侧。优选的，若L型芯板3的厚度变化，但还是想采用同一套外约束构件，则可以在四个W形钢板2-1之间两两螺栓连接时，增加合适厚度的垫片，以适用不同厚度的L型芯板。
实施例2：
如图13所示，外约束构件2由两个开口方向一致的U形钢板2-2和2-2’螺栓连接形成，最后形成方形筒状结构，包覆在L型耗能元件的外侧。
实施例3：
如图14所示，外约束构件2包括背对设置的两个开口方向相反的U形钢板2-3，U形钢板2-3的侧面螺栓连接有两个钢板2-4，两个钢板2-4和一对U形钢板2-3形成方形筒状结构，包覆在L型耗能元件的外侧。
实施例4：
如图15所示，外约束构件2由两个U形钢板2-5扣接形成，U形钢板2-5的扣接处螺栓连接。
以上实施方式的先后顺序仅为便于描述，不代表实施方式的优劣，上述实施例中外约束构件2均是各部分螺栓连接，便于拆卸，此外，外约束构件要与约束屈服段的设计长度相适应，确保约束屈服段在任何情况下(尤其是受到最大设计抗拉承载力时)均不伸出外约束构件。
作为本发明的一种改进，外约束构件2和L型耗能元件之间的间隙为1～5mm，该 间隙内优选填充有无粘结材料，无粘结材料可以为润滑油、软玻璃或特氟龙材料等，也可以根据具体情况灵活选择，无粘结材料可以在L型耗能元件在发生高阶屈曲变形时，降低L型耗能元件与内约束构件1和外约束构件2之间的摩擦力。
作为本发明的又一种改进，如图10所示，L型芯板3的形式有很多种，约束非屈服段3-2-4、约束屈服段和中间约束非屈服段3-3之间的过渡区可以为弧线、直线或直线加弧线。
另一方面，本发明提供一种建筑物，包括上述的含有L型耗能元件的屈曲约束支撑。由于结构与上述相同，此处不再赘述。
再一方面，本发明还提供一种上述的含有L型耗能元件的屈曲约束支撑的组装方法，包括：
步骤1：将插接件1-4的一端与第一方钢管1-1焊接或插接(焊接时，为工厂预制)，另一端插入至第二方钢管1-2内，形成内约束构件1；
步骤2：调整第一方钢管1-1和第二方钢管1-2之间的间距，将4个L型耗能元件的无约束连接段3-2-2螺栓连接在第一方钢管1-1和第二方钢管1-2的直角边上；
步骤3：采用外约束构件2将L型耗能元件包覆起来，并将外约束构件2的组成部分螺栓连接。
本发明的含有L型耗能元件的屈曲约束支撑，参照上海市工程建设标准《高层建筑钢结构设计规程》(DG/TJ08-32—2008)(简称上海市高钢规)、《建筑抗震设计规范》(GB50011—2010)(简称抗规)、上海市建筑产品推荐性应用标准《TJ屈曲约束支撑应用技术规程》(DBJ/CT105—2011)(简称TJ约束支撑规程)和《建筑消能减震技术规程》(JGJ297—2013)(简称减震规程)进行性能测试试验，具体如下：
规范定义支撑净长为L抗规、上海市高钢规和TJ约束支撑规程要求对试件依次在L/300、L/200、L/150和L/100的位移幅值拉压各3次不产生超过15％的强度退化；抗规、减震规程和TJ约束支撑规程要求试件在L/150的位移幅值上循环30次不产生超过15％的强度退化。
表1
Figure PCTCN2018092742-appb-000001
Figure PCTCN2018092742-appb-000002
表1为含有L型耗能元件的屈曲约束支撑的基本参数，本次试验假定约束屈服段总长是支撑长度L的0.56倍，依次对试件B4施加了位移幅值对应L/150的30周次等幅加载和位移幅值依次对应L/300、L/200、L/150和L/100，每级3周的增幅加载。等幅加载中，受拉强度退化为3.6％，受压强度退化为5％，满足15％以内的要求。变幅加载过程中，未出现明显(超过15％)的强度和刚度退化，满足规范要求。
表1中，按照美国规范AISC 341-16(AISC 2016)中的规定，计算了各试件的累积塑性变形(CPD)，各试件的累积塑性变形均超过AISC 341-16(AISC 2016)给出的建议下限值200，其中试件B4的CPD达到了2214。
表1中，各试件的最大压拉比β值均小于AISC 341-16规定的上限值1.3，符合规范要求。
并且，按照表1中试件参数，得到的滞回曲线，如图17中(a)至(f)分别为试件B1至B6的滞回曲线，可以看出，各试件的滞回曲线均比较饱满，均没有发生整体屈曲，表现出了相似的稳定的滞回性能。另外，上述试验研究中的内约束构件和外约束构件在试件B1至B6中循环使用，始终均未出现明显损伤。
以上所述是本发明的优选实施方式，应当指出，对于本技术领域的普通技术人员来说，在不脱离本发明所述原理的前提下，还可以作出若干改进和润饰，这些改进和润饰也应视为本发明的保护范围。

Claims (10)

  1. 一种含有L型耗能元件的屈曲约束支撑，用作框架结构的支撑，其特征在于，包括可伸缩的内约束构件、套设在所述内约束构件外部的外约束构件、位于所述内约束构件和外约束构件之间的L型耗能元件，其中：
    所述内约束构件包括两个长度和外截面尺寸均相同的第一方钢管和第二方钢管，所述第一方钢管和第二方钢管插接连接，所述第一方钢管和第二方钢管互相远离的端部用于与框架结构连接；
    所述L型耗能元件包括4个L型芯板，该4个L型芯板的两端分别螺栓连接在所述第一方钢管和第二方钢管的四个直角边上，所述L型芯板的角肢的中部两侧有切槽/切口，形成被削弱的屈服段，两端为未被削弱的非屈服段；
    所述外约束构件的内截面为方形，用于包覆在所述L型耗能元件的外部，所述外约束构件和所述L型耗能元件之间设置有一定间隙。
  2. 根据权利要求1所述的含有L型耗能元件的屈曲约束支撑，其特征在于，所述第一方钢管和第二方钢管尺寸相同，所述第一方钢管和第二方钢管之间通过插接件连接，所述插接件为方钢管，所述插接件的中部设置有沿外周方向且垂直于方钢管平面的肋，所述插接件的外截面尺寸小于所述第一方钢管的内截面尺寸，所述插接件的一端与第一方钢管焊接或插接，另一端插入所述第二方钢管内。
  3. 根据权利要求2所述的含有L型耗能元件的屈曲约束支撑，其特征在于，所述第一方钢管和第二方钢管的长度均为100～5000mm，所述第一方钢管和第二方钢管之间的间距为20～500mm，所述插接件的外壁与第二方钢管的内壁之间的间隙为1～10mm，所述插接件插入到第二方钢管的长度为20～800mm。
  4. 根据权利要求2所述的含有L型耗能元件的屈曲约束支撑，其特征在于，所述非屈服段的外侧部分上设置有与所述第一方钢管和第二方钢管连接的螺栓孔，所述非屈服段包括设置有螺栓孔的无约束连接段、未设置螺栓孔且未被所述外约束构件包覆的无约束非屈服段和未设置螺栓孔且被所述外约束构件包覆的约束非屈服段，所述外约束构件包覆在所述屈服段和约束非屈服段上，所述屈服段为被所述内约束构件和外约束构件约束的约束屈服段。
  5. 根据权利要求4所述的含有L型耗能元件的屈曲约束支撑，其特征在于，所述L型芯板的下部角肢上在所述无约束非屈服段上固定设置有用于托举所述外约束构件的托举件；
    所述L型芯板的屈服段的角肢的中部设置有未被削弱的非屈服段，形成中间约束 非屈服段，所述中间约束非屈服段的长度大于屈曲约束支撑发生最大设计抗拉承载力变形时所述第一方钢管和第二方钢管之间的间距。
  6. 根据权利要求5所述的含有L型耗能元件的屈曲约束支撑，其特征在于，所述外约束构件由四个W形钢板扣接形成，相邻的W形钢板螺栓连接；
    或者，所述外约束构件由两个开口方向一致的U形钢板螺栓连接形成；
    或者，所述外约束构件包括背对设置的两个开口方向相反的U形钢板，所述U形钢板的侧面螺栓连接有两个钢板；
    或者，所述外约束构件由两个U形钢板扣接形成，该两个U形钢板两两螺栓连接。
  7. 根据权利要求6述的含有L型耗能元件的屈曲约束支撑，其特征在于，所述外约束构件和所述L型耗能元件之间的间隙为1～5mm，所述间隙内填充有无粘结材料。
  8. 根据权利要求7所述的含有L型耗能元件的屈曲约束支撑，其特征在于，所述约束非屈服段、约束屈服段和中间约束非屈服段之间的过渡区为弧线、直线或直线加弧线。
  9. 一种建筑物，其特征在于，包括权利要求1-8任一所述的含有L型耗能元件的屈曲约束支撑。
  10. 权利要求8所述的含有L型耗能元件的屈曲约束支撑的组装方法，其特征在于，包括：
    步骤1：将所述插接件的一端与第一方钢管焊接或插接，另一端插入至第二方钢管内，形成所述内约束构件；
    步骤2：调整第一方钢管和第二方钢管之间的间距，将所述L型耗能元件的无约束连接段螺栓连接在第一方钢管和第二方钢管的直角边上；
    步骤3：采用外约束构件将所述L型耗能元件包覆起来，并将外约束构件的组成部分螺栓连接。
PCT/CN2018/092742 2017-07-25 2018-06-26 含有l型耗能元件的屈曲约束支撑、建筑物及组装方法 Ceased WO2019019850A1 (zh)

Priority Applications (1)

Application Number Priority Date Filing Date Title
US16/488,830 US10988952B2 (en) 2017-07-25 2018-06-26 Buckling-restrained brace containing L-shaped energy dissipation element, building and assembly method

Applications Claiming Priority (4)

Application Number Priority Date Filing Date Title
CN201720905586.5 2017-07-25
CN201710610892.0 2017-07-25
CN201720905586.5U CN206957320U (zh) 2017-07-25 2017-07-25 含有l型耗能元件的屈曲约束支撑及建筑物
CN201710610892.0A CN107288399B (zh) 2017-07-25 2017-07-25 含有l型耗能元件的屈曲约束支撑、建筑物及组装方法

Publications (1)

Publication Number Publication Date
WO2019019850A1 true WO2019019850A1 (zh) 2019-01-31

Family

ID=65040173

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2018/092742 Ceased WO2019019850A1 (zh) 2017-07-25 2018-06-26 含有l型耗能元件的屈曲约束支撑、建筑物及组装方法

Country Status (2)

Country Link
US (1) US10988952B2 (zh)
WO (1) WO2019019850A1 (zh)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114295354A (zh) * 2021-12-28 2022-04-08 南京工程学院 一种l形截面构件轴心加载锚具及加载方法
CN115897832A (zh) * 2022-11-16 2023-04-04 石家庄铁道大学 一种基于环簧自复位的分级耗能型防屈曲支撑装置及方法

Families Citing this family (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CA3097551A1 (en) * 2018-04-20 2019-10-24 Paul William RICHARDS Buckling-restrained braces and frames including the same
TWI758120B (zh) * 2021-03-05 2022-03-11 劦承精密股份有限公司 消能裝置
JP7754566B2 (ja) * 2021-08-05 2025-10-15 大和ハウス工業株式会社 座屈拘束ブレース
US12410604B2 (en) * 2021-12-08 2025-09-09 Durafuse Frames, Llc Structural fuses configured to yield in tension and compression and structures including the same
CN114894618B (zh) * 2022-05-05 2025-05-23 上海交通大学 几何相容的装配式钢管柱端屈曲约束系统
CN115030314A (zh) * 2022-07-29 2022-09-09 贵州大学 一种全装配十字形无屈曲耗能支撑装置
CN116517131A (zh) * 2022-12-01 2023-08-01 北京工业大学 一种变滞回性能自复位组合碟簧u型金属耗能阻尼器
US12492569B2 (en) * 2023-10-25 2025-12-09 Cutts William Seismic anchor system, apparatus, and structure including same
JP7770444B2 (ja) * 2024-02-22 2025-11-14 日鉄エンジニアリング株式会社 建築物

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN201377126Y (zh) * 2009-03-30 2010-01-06 东南大学 具有稳定耗能能力的耗能器
CN201687219U (zh) * 2010-05-31 2010-12-29 哈尔滨工业大学 自复位防屈曲支撑构件
CN202416619U (zh) * 2011-12-23 2012-09-05 卢锐 一种建筑框架结构防屈曲耗能支撑装置
CN204626690U (zh) * 2015-05-12 2015-09-09 郑州大学 自复位二重钢管防屈曲支撑
US20170067249A1 (en) * 2014-01-28 2017-03-09 Thor Matteson Fail-soft, graceful degradation, structural fuse apparatus and method
CN107288399A (zh) * 2017-07-25 2017-10-24 山东大学 含有l型耗能元件的屈曲约束支撑、建筑物及组装方法
CN206957320U (zh) * 2017-07-25 2018-02-02 山东大学 含有l型耗能元件的屈曲约束支撑及建筑物

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101297884B1 (ko) * 2004-03-03 2013-08-19 폴리발러 리미티드 파트너쉽 인장 소자가 장착된 셀프-센터링 에너지 소산형 브레이스장치
US20060253057A1 (en) * 2005-05-04 2006-11-09 Xiaoxuan Qi Buckling restrained structural brace assembly
US20130139452A1 (en) * 2011-03-18 2013-06-06 National Applied Research Laboratories Buckling restrained brace
US8763320B1 (en) * 2013-03-01 2014-07-01 National Applied Research Laboratories Dual-core self-centering buckling-restrained brace
ES2587713T3 (es) * 2014-03-18 2016-10-26 Maurer Söhne Engineering GmbH & Co. KG Dispositivo disipador de energía
KR101670548B1 (ko) * 2014-10-29 2016-10-31 서울시립대학교 산학협력단 철골구조물 내진 보강용 비좌굴 가새
CN105256911B (zh) * 2015-09-28 2018-04-13 中国矿业大学 全钢双板自复位防屈曲支撑装置及生产方法

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN201377126Y (zh) * 2009-03-30 2010-01-06 东南大学 具有稳定耗能能力的耗能器
CN201687219U (zh) * 2010-05-31 2010-12-29 哈尔滨工业大学 自复位防屈曲支撑构件
CN202416619U (zh) * 2011-12-23 2012-09-05 卢锐 一种建筑框架结构防屈曲耗能支撑装置
US20170067249A1 (en) * 2014-01-28 2017-03-09 Thor Matteson Fail-soft, graceful degradation, structural fuse apparatus and method
CN204626690U (zh) * 2015-05-12 2015-09-09 郑州大学 自复位二重钢管防屈曲支撑
CN107288399A (zh) * 2017-07-25 2017-10-24 山东大学 含有l型耗能元件的屈曲约束支撑、建筑物及组装方法
CN206957320U (zh) * 2017-07-25 2018-02-02 山东大学 含有l型耗能元件的屈曲约束支撑及建筑物

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114295354A (zh) * 2021-12-28 2022-04-08 南京工程学院 一种l形截面构件轴心加载锚具及加载方法
CN114295354B (zh) * 2021-12-28 2023-12-01 南京工程学院 一种l形截面构件轴心加载锚具及加载方法
CN115897832A (zh) * 2022-11-16 2023-04-04 石家庄铁道大学 一种基于环簧自复位的分级耗能型防屈曲支撑装置及方法
CN115897832B (zh) * 2022-11-16 2024-06-04 石家庄铁道大学 一种基于环簧自复位的分级耗能型防屈曲支撑装置及方法

Also Published As

Publication number Publication date
US20200362585A1 (en) 2020-11-19
US10988952B2 (en) 2021-04-27

Similar Documents

Publication Publication Date Title
WO2019019850A1 (zh) 含有l型耗能元件的屈曲约束支撑、建筑物及组装方法
WO2019019849A1 (zh) 含有一字型耗能元件的屈曲约束支撑、建筑物及组装方法
CN207032556U (zh) 含有一字型耗能元件的屈曲约束支撑及建筑物
CN207646932U (zh) 一种弧形板、波形钢板及弹簧组合耗能软钢阻尼器
CN107476459A (zh) 含有一字型耗能元件的屈曲约束支撑、建筑物及组装方法
CN103195186A (zh) 钢管装配式钢结构预应力防屈曲支撑
CN103195187A (zh) 角钢装配式钢结构预应力防屈曲支撑
CN101974947A (zh) 一种h形截面装配式防屈曲支撑构件
CN108166645B (zh) 一种拼装式可更换消能墙和可更换消能结构
CN103711216B (zh) 一种田字形螺栓组装方形钢管变截面钢芯防屈曲限位耗能支撑构件
CN201665929U (zh) 防拉压屈服金属弯曲耗能阻尼器
CN113175117A (zh) 带屈曲约束支撑的桁架型可更换消能连梁
CN107165275A (zh) 一种组合式抗震螺栓连接节点
CN103711220B (zh) 一种新型螺栓组装方形钢管一字形变截面钢芯防屈曲耗能限位支撑构件
CN104032848B (zh) 一种自复位摩擦阻尼器
CN106049755A (zh) 穿孔肋拉杆约束矩形钢管混凝土柱
CN105201098B (zh) 无屈曲耗能支撑
CN104005487A (zh) 一字形角钢装配式钢结构自复位-预应力防屈曲支撑
CN106836927A (zh) 圆棒耗能杆
CN107288399A (zh) 含有l型耗能元件的屈曲约束支撑、建筑物及组装方法
CN210460133U (zh) 一种多阶段屈服的防屈曲支撑装置
CN108265846A (zh) 一种方形铝合金内芯装配式屈曲约束支撑
CN103161238A (zh) 一种连接端部耗能型全钢防屈曲支撑
CN112411784A (zh) 一种拉索式消能支撑及其消能方法
CN103572859A (zh) 一种双矩管对扣双核装配式防屈曲支撑构件

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 18837458

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 18837458

Country of ref document: EP

Kind code of ref document: A1

32PN Ep: public notification in the ep bulletin as address of the adressee cannot be established

Free format text: NOTING OF LOSS OF RIGHTS PURSUANT TO RULE 112(1) EPC (EPO FORM 1205A DATED 20/10/2020)

122 Ep: pct application non-entry in european phase

Ref document number: 18837458

Country of ref document: EP

Kind code of ref document: A1