WO2017197960A1 - 一种用于防屈曲支撑的带滑移端板的连接节点板 - Google Patents

一种用于防屈曲支撑的带滑移端板的连接节点板 Download PDF

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Publication number
WO2017197960A1
WO2017197960A1 PCT/CN2017/075772 CN2017075772W WO2017197960A1 WO 2017197960 A1 WO2017197960 A1 WO 2017197960A1 CN 2017075772 W CN2017075772 W CN 2017075772W WO 2017197960 A1 WO2017197960 A1 WO 2017197960A1
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WIPO (PCT)
Prior art keywords
plate
end plate
horizontal
vertical
pad
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Ceased
Application number
PCT/CN2017/075772
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English (en)
French (fr)
Inventor
赵俊贤
韩伟
白佳楠
陈若冰
马容全
苗冬梅
范新海
周璋鑫
郑棉灿
黄英翔
王丹
杨林
黄庆
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Beijing Brace Damper Technology Co Ltd
South China University of Technology SCUT
China Construction Eighth Engineering Division Co Ltd
Original Assignee
Beijing Brace Damper Technology Co Ltd
South China University of Technology SCUT
China Construction Eighth Engineering Division Co Ltd
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Application filed by Beijing Brace Damper Technology Co Ltd, South China University of Technology SCUT, China Construction Eighth Engineering Division Co Ltd filed Critical Beijing Brace Damper Technology Co Ltd
Priority to US16/075,590 priority Critical patent/US10280642B2/en
Publication of WO2017197960A1 publication Critical patent/WO2017197960A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

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    • 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
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • 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
    • E04B1/38—Connections for building structures in general
    • E04B1/58—Connections for building structures in general of bar-shaped building elements
    • E04B1/5806—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile
    • E04B1/5812—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile of substantially I - or H - form
    • 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
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • 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
    • E04H9/024—Structures with steel columns and beams
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2415—Brackets, gussets, joining plates
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2448—Connections between open section profiles
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2457—Beam to beam connections
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B2001/2496—Shear bracing therefor
    • 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
    • E04H9/027—Preventive constructional measures against earthquake damage in existing buildings

Definitions

  • the present invention claims the priority of the Chinese patent application number 201610333205.0, and the application date is May 19, 2016, entitled “A connection node plate with a sliding end plate for buckling prevention support", the application is introduced in its entirety The way is combined here.
  • the invention relates to the technical field of civil engineering structures, in particular to a connecting gusset plate with a sliding end plate for preventing buckling support.
  • Anti-buckling support is currently being applied to civil engineering structures as an emerging energy-consuming shock absorbing member, especially in multi-tall buildings, which provide lateral stiffness to the structure during small earthquakes and yield loss during medium and large earthquakes. Scattered seismic energy.
  • the buckling-proof support must be connected to the beam and column through the gusset plate.
  • Figure 1 is a structural view of the overall connection between the buckling-proof support and the beam and column
  • Figure 2 is a schematic view of the structure of the conventional buckling-proof support connecting gusset, as shown in Figures 1 and 2, the conventional connection method is performed by the gusset plate and The flanges of the steel columns and the steel beams are joined by fillet welds, wherein the buckling-resistant support joint gussets include a center plate 1, a first rib, and a second rib.
  • This type of connection has the following problems:
  • the research shows that under the seismic shear force, the beam and column will produce significant bending deformation (the flange produces elongation or compression deformation), but the rigid domain effect of the gusset plate constrains the free development of the beam-column deformation, thus the beam-column flange and the gusset plate.
  • the joint weld creates an additional force (called the opening and closing effect), causing the joint weld of the gusset plate to break prematurely, and even the out-of-plane instability of the gusset plate occurs under the condition of the support tension.
  • the combined effect has not been fully considered in the existing gusset design method, which makes the gusset connection become a weak link. It violates the seismic design principle of “strong node weak component” and cannot guarantee the full play of the buckling support energy consumption capacity. .
  • the invention provides a connecting gusset plate with a sliding end plate for preventing buckling support, comprising a center plate, a first rib plate and a second rib plate, further comprising a horizontal end plate, a first horizontal pad plate and a second a horizontal pad, a bolt and a non-bonding layer; the horizontal end plate being perpendicular to the center plate and fixed to the lower end surface of the center plate corresponding to the first rib; the first horizontal pad And the second horizontal pad is disposed on the upper surface of the horizontal end plate and respectively located on two sides of the center plate; the horizontal end plate is provided with a first through hole, the first horizontal pad a first mounting hole is disposed in the plate and the second horizontal pad corresponding to the position of the first through hole, and the bolt passes through the first mounting hole, the first through hole and the steel beam respectively Positioning holes and being fixable by nuts; the unbonded layers are respectively disposed on a bottom surface of the horizontal end plate, between the horizontal end plate and the first horizontal pad, and the horizontal end plate
  • the first through hole and the bolt are in a clearance fit.
  • the technical effect of the technical solution is that the first through hole is matched with the bolt gap, and in the case that the bolt is not bent by force, the steel beam can perform a certain amount of horizontal slip relative to the horizontal end plate and the center plate, thereby avoiding the generation of the center plate. Tangential shear stress, which is mainly subjected to the normal stress caused by the support axial force.
  • the first through hole is a long slot.
  • the technical effect of the technical solution is that the length direction of the long slot is designed to be consistent with the length direction of the horizontal end plate, and the long slot can increase the clearance fit size of the bolt and the first through hole to avoid the bolt receiving during the slipping process. Additional shear.
  • the method further includes a vertical end plate, a first vertical pad, and a second vertical pad;
  • the vertical end plates are perpendicular to the center plate and the horizontal end plate, respectively, and are fixedly disposed corresponding to the second rib a left end surface of the center plate;
  • the first vertical pad and the second vertical pad are disposed on a right surface of the vertical end plate, and are respectively located at two sides of the center plate;
  • the vertical a second through hole is disposed on the end plate, and the first vertical pad and the second vertical pad are disposed with a second mounting hole corresponding to the position of the second through hole, and the bolt passes through the a second mounting hole, the second through hole and the steel column Positioning holes and capable of being fixed by nuts;
  • the unbonded layers are also respectively disposed on a left surface of the vertical end plate, between the vertical end plate and the first vertical pad, and the vertical end plate and Between the second vertical pads.
  • the technical effect of the technical solution is that the combined structure of the vertical end plate, the first vertical backing plate, the second vertical backing plate and the non-bonding layer is installed by using bolts, the second mounting hole and the second through hole, so that the column A certain amount of relative slip can be made in the vertical direction with respect to the vertical end plate and the center plate, thereby reducing the adverse effect of the beam-column opening and closing effect on the gusset plate in the vertical direction.
  • the second through hole is a long slot.
  • the technical effect of the technical solution is that the length direction of the long slot is designed to be consistent with the longitudinal direction of the vertical end plate, and the long slot can increase the clearance fit size of the bolt and the second through hole, and allow the column and the center in the vertical direction. Relative deformation occurs between the plates, which reduces the adverse effect of the beam-column opening and closing effect on the gusset plate.
  • the number of the first through holes and the second through holes is plural.
  • the technical effect of the technical solution is that the plurality of first through holes and the second through holes can uniformly disperse the sliding deformation of the beam and the column with respect to the horizontal end plate and the vertical end plate, thereby avoiding deformation and concentration.
  • the bolt is a high-strength bolt.
  • the technical effect of the technical solution is that the high-strength bolt can ensure the normal force transmission between the gusset plate and the beam-column because the connecting gusset plate bears a large normal stress in the buckling-proof support.
  • the unbonded layer may be made of a butyl rubber, a self-adhesive asphalt waterproofing membrane or the like, and the friction coefficient is less than or equal to 0.1.
  • the technical effect of the technical solution is that the degree of relative slip between the horizontal end plate and the steel beam, the vertical end plate and the steel column is related to the friction coefficient of the unbonded layer. Between the contact surface of the horizontal end plate and the steel beam, and between the contact surfaces of the vertical end plate and the steel column, the friction coefficient of the non-bonding layer is designed to be small, and the elongation due to the bending of the beam and column can be smoothly released/ Compression deformation.
  • the center plate is welded to the horizontal end plate, and the center plate is welded to the vertical end plate.
  • the technical effect of the technical solution is that the center plate is welded and fixed to the horizontal end plate and the vertical end plate. In order to better transmit the normal stress caused by the support axial force, it is easy to assemble and increase the structural strength of the joint gusset.
  • the beneficial effects of the present invention are: providing a horizontal end plate, a first horizontal pad, a second horizontal pad at the bottom of the connection gusset plate, and between the horizontal end plate and the first horizontal pad, the horizontal end plate and the second An unbonded layer is disposed between the horizontal pads, between the horizontal end plates and the steel beams, and then connected by bolts.
  • the rigid domain effect caused by the traditional weld joint connection, the shortened calculation length of the beam and column, and the opening and closing effect of the structure on the gusset plate are avoided.
  • Figure 1 is a structural view of the overall connection between the buckling-resistant support and the beam and column;
  • FIG. 2 is a schematic structural view of a conventional anti-buckling support connection node plate
  • connection gusset plate with a slip end plate for preventing buckling support according to Embodiment 1 of the present invention
  • FIG. 4 is an exploded view of a connecting gusset plate with a slip end plate for preventing buckling support according to Embodiment 1 of the present invention
  • connection node plate with a slip end plate for preventing buckling support according to Embodiment 2 of the present invention
  • FIG. 6 is an exploded view of a connecting gusset plate with a slip end plate for buckling prevention according to a second embodiment of the present invention.
  • connection In the description of the present invention, it should be noted that the terms “installation”, “connected”, and “connected” are to be understood broadly, and may be fixed or detachable, for example, unless otherwise explicitly defined and defined. Connected, or integrally connected; can be mechanical or electrical; can be directly connected, or indirectly connected through an intermediate medium, can be the internal communication of the two components.
  • Connected, or integrally connected can be mechanical or electrical; can be directly connected, or indirectly connected through an intermediate medium, can be the internal communication of the two components.
  • the specific meaning of the above terms in the present invention can be understood in a specific case by those skilled in the art.
  • connection node plate with a slip end plate for preventing buckling support
  • FIG. 1 is a structural view of an overall connection between a buckling-resistant support and a beam and a column
  • FIG. 3 is a schematic structural view of a connecting gusset plate with a slip-resistant end plate for preventing buckling support according to Embodiment 1 of the present invention
  • the main structure of the joint gusset plate with the slip end plate for preventing buckling support includes a center plate 1, a first rib 2, a second rib 3, a horizontal end plate 4, and a A horizontal pad 5, a second horizontal pad 6, a bolt 7 and a non-adhesive layer 8.
  • the horizontal end plate 4 is perpendicular to the center plate 1 and is fixedly disposed at the lower end surface of the center plate 1 corresponding to the first rib 2 .
  • the first horizontal pad 5 and the second horizontal pad 6 are both disposed on the upper surface of the horizontal end plate 4, and are respectively located on both sides of the center plate 1.
  • the horizontal end plate 4 is provided with a first through hole 9
  • the first horizontal pad 5 and the second horizontal pad 6 are provided with a first mounting hole 10 at a position corresponding to the first through hole 9 .
  • the bolts 7 pass through the first mounting holes 10, the first through holes 9 and the positioning holes on the steel beam 16, respectively, and can be fixed by nuts.
  • a non-adhesive layer 8 is provided between the bottom surface of the horizontal end plate 4, the horizontal end plate 4 and the first horizontal pad 5, and between the horizontal end plate 4 and the second horizontal pad 6.
  • connection method between the buckling support and the steel beam 16 column is connected by the gusset plate to the flange of the steel column 17 and the steel beam 16 through the fillet weld, wherein the buckling support connection gusset plate only includes the center
  • the plate 1, the first rib 2 and the second rib 3. 2 is a schematic view showing the structure of a conventional anti-buckling support connecting gusset plate. As shown in Fig. 2, there is a significant tangential deformation constraint between the traditional connecting gusset plate and the beam and column, which easily brings about the rigid domain problem of the supporting beam-column joint, the failure mode transfer of the beam and column, the calculation length change problem and the beam-column opening and closing effect. Problems such as the adverse effects on the gusset board.
  • the connecting node plate with the sliding end plate is provided with a horizontal end plate 4, a first horizontal pad 5, a second horizontal pad 6 at the bottom of the connecting node plate, and the horizontal end plate 4 and the first
  • An unbonded layer 8 is disposed between the horizontal pads 5, between the horizontal end plates 4 and the second horizontal pads 6, and between the horizontal end plates 4 and the steel beams 16, and is connected by bolts 7.
  • the technical solution avoids the above traditional connection node board
  • the method avoids the unfavorable problems of seismic and stress performance, reduces the adverse effect of the beam-column opening and closing effect on the gusset plate, reduces the influence of the gusset plate on the beam-column rigid domain effect and the calculated length, and the gusset plate stress distribution is more uniform and the force is more reasonable. Design and construction are easier.
  • the first through hole 9 and the bolt 7 are in a clearance fit.
  • the first through hole 9 is clearance-fitted with the bolt 7, and the steel beam 16 can perform a certain amount of horizontal slip with respect to the horizontal end plate 4 and the center plate 1 in the case where the bolt 7 is not bent by force.
  • the central plate 1 is prevented from generating tangential shear stress, and the main stress is mainly caused by the support axial force, which reduces the adverse effect of the opening and closing effect, and makes the gusset plate force more reasonable.
  • the first through hole 9 is a long slot.
  • the length direction of the long slot is designed to be consistent with the length direction of the horizontal end plate 4, and the long slot can increase the clearance fit size of the bolt 7 and the first through hole 9, so as to prevent the bolt 7 from being subjected to shear force, so that it mainly bears Pulling force further improves the force performance of the bolt 7.
  • the connecting node plate with the sliding end plate of the embodiment is further provided with a vertical end plate 11, a first vertical pad 12 and a second vertical pad 13.
  • 5 is a schematic structural view of a connecting gusset plate with a sliding end plate for preventing buckling support according to a second embodiment of the present invention
  • FIG. 6 is a sliding end plate for preventing buckling support according to Embodiment 2 of the present invention
  • the vertical end plates 11 are perpendicular to the center plate 1 and the horizontal end plate 4, respectively, and are fixedly disposed on the left end surface of the center plate 1 corresponding to the second ribs 3.
  • the first vertical pad 12 and the second vertical pad 13 are both disposed on the right surface of the vertical end plate 11 and are respectively located on both sides of the center plate 1.
  • the vertical end plate 11 is provided with a second through hole 14
  • the first vertical pad 12 and the second vertical pad 13 are provided with a second mounting hole 15 corresponding to the position of the second through hole 14 .
  • the bolts 7 pass through the second mounting holes 15, the second through holes 14 and the positioning holes on the steel column 17, respectively, and can be fixed by nuts.
  • the vertical end plate 11 is perpendicular to the first
  • a non-adhesive layer 8 is disposed between the backing plates 12, between the vertical end plates 11 and the second vertical backing plates 13.
  • the vertical end plate 11, the first vertical backing plate 12, the second vertical backing plate 13 and the non-bonding layer 8 are installed by using the bolt 7, the second mounting hole 15, and the second through hole 14.
  • the combined structure makes the center plate 1 in the connecting gusset plate increase the moving margin in the vertical direction, and reduces the adverse effect of the beam-column opening and closing effect on the vertical direction of the gusset plate.
  • the second through hole 14 is a long slot.
  • the longitudinal direction of the long slot is designed to be consistent with the longitudinal direction of the vertical end plate 11.
  • the long slot can increase the clearance fit of the bolt 7 and the second through hole 14 to prevent the bolt 7 from being subjected to the shear force in the vertical direction.
  • the number of the first through hole 9 and the second through hole 14 is plural. Since the plurality of first through holes 9 and the second through holes 14 disperse the sliding force applied to the horizontal end plate 4 and the vertical end plate 11, the slip deformation is prevented from being excessively concentrated.
  • the bolt 7 preferably uses a high strength bolt 7. Since the connecting gusset plate is subjected to a large stress in the buckling-proof support, the high-strength bolt 7 can ensure the normal tension transmission between the gusset plate and the beam-column.
  • the unbonded layer 8 is made of a butyl rubber or a self-adhesive asphalt waterproofing membrane having a coefficient of friction of less than or equal to 0.1.
  • the degree of relative slip between the horizontal end plate 4 and the steel beam 16, the vertical end plate 11 and the steel column 17 is related to the coefficient of friction of the unbonded layer 8.
  • the friction coefficient of the non-bonding layer 8 is designed to be small, and can be smoothly released due to bending of the beam and column. Caused by elongation/compression deformation.
  • the center plate 1 is welded to the horizontal end plate 4, and the center plate 1 is welded to the vertical end plate 11. Due to the horizontal end plate 4 and the vertical end plate 11 The arrangement avoids the tangential shear stress of the center plate 1 and only bears the normal stress caused by the support of the axial force. Therefore, the center plate 1 is welded and fixed to the horizontal end plate 4 and the vertical end plate 11 to facilitate assembly and increase the connection node plate. Structural strength.

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Abstract

一种用于防屈曲支撑的带滑移端板的连接节点板，包括中心板（1）、第一肋板（2）、第二肋板（3）、水平端板（4）、第一水平垫板（5）、第二水平垫板（6）、螺栓（7）和无粘结层（8），水平端板（4）与中心板（1）垂直，且固定设置在中心板（1）的下端面，第一水平垫板（5）和第二水平垫板（6）均设置在水平端板（4）的上表面，且分别位于中心板（1）的两侧，在水平端板（4）的底表面、水平端板（4）与第一水平垫板（5）之间、水平端板（4）与第二水平垫板（6）之间设置无粘结层（8），再利用螺栓（7）进行连接。该连接节点板减小了梁柱开合效应对节点板的不利影响，以及节点板对梁柱刚域效应和计算长度的影响，应力分布更均匀，设计、施工更简便。

Description

一种用于防屈曲支撑的带滑移端板的连接节点板
相关申请的交叉引用
本发明要求中国专利申请号为201610333205.0，申请日为2016年05月19日，名称为“一种用于防屈曲支撑的带滑移端板的连接节点板”的优先权，该申请通过全文引入的方式合并于此。
技术领域
本发明涉及土木建筑结构技术领域，尤其涉及一种用于防屈曲支撑的带滑移端板的连接节点板。
背景技术
防屈曲支撑目前正在作为一种新兴的耗能减震构件被应用于土木建筑结构，尤其是多高层建筑中，其在小震时为结构提供抗侧刚度，而在中大震时进入屈服耗散地震能量。在实际应用中，防屈曲支撑须通过节点板与梁柱进行连接。图1是防屈曲支撑与梁、柱之间的整体连接构造图，图2为传统的防屈曲支撑连接节点板结构示意图，如图1、2所示，传统的连接方法则是由节点板与钢柱、钢梁的翼缘通过角焊缝进行连接，其中防屈曲支撑连接节点板包括中心板1、第一肋板和第二肋板。此类连接方式存在以下问题：
一、支撑－梁－柱节点的刚域问题
由于节点板的面内刚度很大，会显著增加梁柱节点的转动刚度，导致梁柱节点形成刚域效应。目前已有的试验及有限元分析研究结果表明，这种刚域效应会显著增加主体结构的抗侧刚度，导致结构承担的地震剪力增加，使结构提前发生破坏(详见第二点)，反过来削弱了防屈曲支撑本应有的有利作用。然而，在结构设计中，工程师又往往由于计算机建模复杂等问题而忽略此刚域效应的影响，这将导致防屈曲支撑结构体系的实际性能与设计性能之间产生较大 偏差，为此类结构遭受大地震时的安全性埋下人为隐患。
二、梁柱的破坏模式转移及计算长度改变问题
国内外已有的防屈曲支撑框架试验结果表明，刚域效应会导致梁柱屈服(破坏)截面由梁柱端部转移到节点板端部，其塑性变形峰值为无刚域模型的32倍。此外，刚域效应会减小梁柱的计算长度，使梁柱由弯曲破坏转为剪切破坏，加剧钢筋混凝土梁柱构件发生脆性破坏的趋势，这在大震中将是致命的。
三、梁柱开合效应对节点板的不利作用
研究表明，在地震剪力下梁柱会产生显著的弯曲变形(翼缘产生伸长或压缩变形)，但节点板的刚域效应却约束了梁柱变形的自由发展，从而在梁柱翼缘与节点板的连接焊缝处产生附加的作用力(称为开合效应)，使节点板的连接焊缝过早发生断裂，甚至在支撑受拉情况下出现节点板的平面外失稳破坏，然而这种开合效应在现有的节点板设计方法中并没有进行充分的考虑，使节点板连接反而成为薄弱环节，违背“强节点弱构件”的抗震设计原则，无法保证防屈曲支撑耗能能力的充分发挥。
综上所述，在地震、尤其大震下，结构与节点板之间将存在显著的平面内相互作用效应，对结构抗震性能和节点板连接性能将产生不利的影响，且该影响目前还难以在结构设计中予以充分考虑，无法定量保证防屈曲支撑结构在大震或超大震下的抗震安全性。
发明内容
本发明的目的在于提供一种用于防屈曲支撑的带滑移端板的连接节点板，以解决现有技术的连接节点板存在的焊缝连接所引起的刚域效应、梁柱计算长度缩短以及结构对节点板产生的开合效应等问题。
为了实现上述目的，本发明采用以下技术方案：
本发明提供的一种用于防屈曲支撑的带滑移端板的连接节点板，包括中心板、第一肋板和第二肋板，还包括水平端板、第一水平垫板、第二水平垫板、螺栓和无粘结层；所述水平端板与所述中心板垂直，且对应于所述第一肋板固定设置在所述中心板的下端面；所述第一水平垫板和所述第二水平垫板均设置在所述水平端板的上表面，且分别位于所述中心板的两侧；所述水平端板上设置有第一通孔，所述第一水平垫板和所述第二水平垫板对应于所述第一通孔的位置设置有第一安装孔，所述螺栓分别穿过所述第一安装孔、所述第一通孔与钢梁上的定位孔，并能够用螺母固定；所述无粘结层分别设置在所述水平端板的底表面、所述水平端板与所述第一水平垫板之间、所述水平端板与所述第二水平垫板之间。
进一步，所述第一通孔与所述螺栓为间隙配合。该技术方案的技术效果在于：第一通孔与螺栓间隙配合，在螺栓不受力弯曲的情况下，钢梁能够相对于水平端板和中心板做一定量的水平滑移，避免中心板产生切向剪应力，而主要承受支撑轴力所引起的正应力。
进一步，所述第一通孔为长槽孔。该技术方案的技术效果在于：长槽孔的长度方向设计为与水平端板的长度方向一致，长槽孔能够加大螺栓和第一通孔的间隙配合尺寸，避免在滑移过程中螺栓承受附加剪力。
进一步，还包括垂直端板、第一垂直垫板、第二垂直垫板；所述垂直端板分别与所述中心板、所述水平端板垂直，且对应于所述第二肋板固定设置在所述中心板的左端面；所述第一垂直垫板和所述第二垂直垫板均设置在所述垂直端板的右表面，且分别位于所述中心板的两侧；所述垂直端板上设置有第二通孔，所述第一垂直垫板和所述第二垂直垫板对应于所述第二通孔的位置设置有第二安装孔，所述螺栓分别穿过所述第二安装孔、所述第二通孔与钢柱上的定 位孔，并能够用螺母固定；所述无粘结层还分别设置在所述垂直端板的左表面、所述垂直端板与所述第一垂直垫板之间、所述垂直端板与所述第二垂直垫板之间。该技术方案的技术效果在于：垂直端板、第一垂直垫板、第二垂直垫板和无粘结层之间使用螺栓、第二安装孔、第二通孔来安装的组合结构，使得柱能够在垂直方向上相对于所述垂直端板和中心板做一定量的相对滑移，降低梁柱开合效应对节点板在垂直方向上的不利影响。
进一步，所述第二通孔为长槽孔。该技术方案的技术效果在于：长槽孔的长度方向设计为与垂直端板的长度方向一致，长槽孔能够加大螺栓和第二通孔的间隙配合尺寸，在垂直方向上允许柱与中心板之间产生相对变形，降低梁柱开合效应对节点板的不利影响。
进一步，所述第一通孔和所述第二通孔的数量均为多个。该技术方案的技术效果在于：多个第一通孔和第二通孔可均匀分散梁柱相对于水平端板和垂直端板的滑移变形，避免产生变形集中现象。
进一步，所述螺栓为高强螺栓。该技术方案的技术效果在于：由于连接节点板在防屈曲支撑中承受很大的正应力，采用高强螺栓才能够保证节点板与梁柱之间的法向力传递。
进一步，所述无粘结层可采用丁基橡胶、自粘沥青防水卷材等材料，摩擦系数小于或者等于0.1。该技术方案的技术效果在于：水平端板和钢梁、垂直端板和钢柱之间的相对滑移程度，与无粘结层的摩擦系数有关。在水平端板和钢梁的接触面之间，以及垂直端板和钢柱的接触面之间，无粘结层的摩擦系数设计得较小，能够顺利释放由于梁柱弯曲引起的伸长/压缩变形。
进一步，所述中心板与所述水平端板焊接，所述中心板与所述垂直端板焊接。该技术方案的技术效果在于：所述中心板与水平端板、垂直端板焊接固定， 以更好地传递由于支撑轴力而引起的正应力，既便于组装又可增加连接节点板的结构强度。
本发明的有益效果是：在连接节点板的底部设置水平端板、第一水平垫板、第二水平垫板，并且在水平端板与第一水平垫板之间、水平端板与第二水平垫板之间、水平端板与钢梁之间设置无粘结层，再利用螺栓进行连接。避免了传统的焊缝连接所引起的刚域效应、梁柱计算长度缩短以及结构对节点板产生的开合效应问题。
附图说明
为了更清楚地说明本发明具体实施方式的技术方案，下面将对具体实施方式描述中所需要使用的附图作简单地介绍。作为对比，附图中还包括了现有技术的图纸。显而易见地，下面描述中的附图是本发明的一些实施方式，对于本领域普通技术人员来讲，在不付出创造性劳动的前提下，还可以根据这些附图获得其他的附图。
图1是防屈曲支撑与梁、柱之间的整体连接构造图；
图2为传统的防屈曲支撑连接节点板结构示意图；
图3为本发明实施例一提供的用于防屈曲支撑的带滑移端板的连接节点板的结构示意图；
图4为本发明实施例一提供的用于防屈曲支撑的带滑移端板的连接节点板的爆炸图；
图5为本发明实施例二提供的用于防屈曲支撑的带滑移端板的连接节点板的结构示意图；
图6为本发明实施例二提供的用于防屈曲支撑的带滑移端板的连接节点板的爆炸图。
附图标记：
1－中心板；           2－第一肋板；        3－第二肋板；
4－水平端板；         5－第一水平垫板；    6－第二水平垫板；
7－螺栓；             8－无粘结层；        9－第一通孔；
10－第一安装孔；      11－垂直端板；       12－第一垂直垫板；
13－第二垂直垫板；    14－第二通孔；       15－第二安装孔；
16－钢梁；            17－钢柱。
具体实施方式
下面将结合附图对本发明的技术方案进行清楚、完整地描述，显然，所描述的实施例是本发明一部分实施例，而不是全部的实施例。基于本发明中的实施例，本领域普通技术人员在没有做出创造性劳动前提下所获得的所有其他实施例，都属于本发明保护的范围。
在本发明的描述中，需要说明的是，术语“中心”、“上”、“下”、“左”、“右”、“竖直”、“水平”、“内”、“外”等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本发明的限制。此外，术语“第一”、“第二”、“第三”仅用于描述目的，而不能理解为指示或暗示相对重要性。
在本发明的描述中，需要说明的是，除非另有明确的规定和限定，术语“安装”、“相连”、“连接”应做广义理解，例如，可以是固定连接，也可以是可拆卸连接，或一体地连接；可以是机械连接，也可以是电连接；可以是直接相连，也可以通过中间媒介间接相连，可以是两个元件内部的连通。对于本领域的普通技术人员而言，可以具体情况理解上述术语在本发明中的具体含义。
实施例1
本实施例提供了一种用于防屈曲支撑的带滑移端板的连接节点板，其中： 图1是防屈曲支撑与梁、柱之间的整体连接构造图；图3为本发明实施例一提供的用于防屈曲支撑的带滑移端板的连接节点板的结构示意图，图4为本发明实施例一提供的用于防屈曲支撑的带滑移端板的连接节点板的爆炸图。如图1、3、4所示，用于防屈曲支撑的带滑移端板的连接节点板主要结构包括中心板1、第一肋板2、第二肋板3、水平端板4、第一水平垫板5、第二水平垫板6、螺栓7和无粘结层8。具体地，水平端板4与中心板1垂直，且对应于第一肋板2固定设置在中心板1的下端面。第一水平垫板5和第二水平垫板6均设置在水平端板4的上表面，且分别位于中心板1的两侧。水平端板4上设置有第一通孔9，第一水平垫板5和第二水平垫板6对应于第一通孔9的位置设置有第一安装孔10。螺栓7分别穿过第一安装孔10、第一通孔9与钢梁16上的定位孔，并能够用螺母固定。并且，在水平端板4的底表面、水平端板4与第一水平垫板5之间、水平端板4与第二水平垫板6之间均设置有无粘结层8。
在现有技术中，防屈曲支撑与钢梁16柱之间的连接方法由节点板与钢柱17、钢梁16的翼缘通过角焊缝进行连接，其中防屈曲支撑连接节点板仅包括中心板1、第一肋板2和第二肋板3。图2为传统的防屈曲支撑连接节点板结构示意图。如图2所示，传统的连接节点板与梁柱之间存在显著的切向变形约束，容易带来支撑梁－柱节点的刚域问题、梁柱的破坏模式转移及计算长度改变问题以及梁柱开合效应对节点板的不利影响等问题。
而本实施例的带滑移端板的连接节点板，在连接节点板的底部设置水平端板4、第一水平垫板5、第二水平垫板6，并且在水平端板4与第一水平垫板5之间、水平端板4与第二水平垫板6之间、水平端板4与钢梁16之间设置无粘结层8，再利用螺栓7进行连接。该技术方案避免了上述传统连接节点板无 法避免的抗震和受力性能不利问题，减小了梁柱开合效应对节点板的不利影响，减小了节点板对梁柱刚域效应和计算长度的影响，节点板应力分布更均匀，受力更合理，设计、施工更简便。
在本实施例的可选方案中，如图4所示，进一步地，第一通孔9与螺栓7为间隙配合。在本实施例中，第一通孔9与螺栓7间隙配合，在螺栓7不受力弯曲的情况下，钢梁16相对于水平端板4和中心板1能够做一定量的水平滑移，避免中心板1产生切向剪应力，而主要承受支撑轴力所引起的正应力，减小了开合效应的不利影响，使节点板受力更合理。
在本实施例的可选方案中，如图4所示，进一步地，第一通孔9为长槽孔。其中，长槽孔的长度方向设计为与水平端板4的长度方向一致，长槽孔能够加大螺栓7和第一通孔9的间隙配合尺寸，避免螺栓7承受剪力，使其主要承受拉力，进一步提升螺栓7的受力性能。
实施例2
本实施例的带滑移端板的连接节点板，还设置有垂直端板11、第一垂直垫板12、第二垂直垫板13。图5为本发明实施例二提供的用于防屈曲支撑的带滑移端板的连接节点板的结构示意图；图6为本发明实施例二提供的用于防屈曲支撑的带滑移端板的连接节点板的爆炸图。如图5、6所示，具体地，垂直端板11分别与中心板1、水平端板4垂直，且对应于第二肋板3固定设置在中心板1的左端面。第一垂直垫板12和第二垂直垫板13均设置在垂直端板11的右表面，且分别位于中心板1的两侧。垂直端板11上设置有第二通孔14，第一垂直垫板12和第二垂直垫板13对应于第二通孔14的位置设置有第二安装孔15。螺栓7分别穿过第二安装孔15、第二通孔14与钢柱17上的定位孔，并能够用螺母固定。并且，在垂直端板11的左表面、垂直端板11与第一垂直 垫板12之间、垂直端板11与第二垂直垫板13之间均设置有无粘结层8。在本实施例中，垂直端板11、第一垂直垫板12、第二垂直垫板13和无粘结层8之间使用螺栓7、第二安装孔15、第二通孔14来安装的组合结构，使得连接节点板中的中心板1增加了在垂直方向上的活动余量，降低梁柱开合效应对节点板在垂直方向上的不利影响。
在本实施例的可选方案中，如图6所示，进一步地，第二通孔14为长槽孔。其中，长槽孔的长度方向设计为与垂直端板11的长度方向一致，长槽孔能够加大螺栓7和第二通孔14的间隙配合尺寸，避免螺栓7在垂直方向上承受剪力。
在本实施例的可选方案中，如图4、6所示，进一步地，第一通孔9和第二通孔14的数量均为多个。由于多个第一通孔9和第二通孔14分散了水平端板4和垂直端板11受到的滑移受力，避免滑移变形过于集中。
在本实施例的可选方案中，如图3、5所示，进一步地，螺栓7优选使用高强螺栓7。由于连接节点板在防屈曲支撑中承受很大的应力，采用高强螺栓7才能够保证节点板与梁柱之间的法向拉力传递。
在本实施例的可选方案中，进一步地，无粘结层8选用丁基橡胶或自粘沥青防水卷材，摩擦系数小于或者等于0.1。在本实施例中，水平端板4和钢梁16、垂直端板11和钢柱17之间的相对滑移程度，与无粘结层8的摩擦系数有关。在水平端板4和钢梁16的接触面之间，以及垂直端板11和钢柱17的接触面之间，无粘结层8的摩擦系数设计得较小，能够顺利释放由于梁柱弯曲引起的伸长/压缩变形。
在本实施例的可选方案中，如图4、6所示，进一步地，中心板1与水平端板4焊接，中心板1与垂直端板11焊接。由于水平端板4、垂直端板11的 设置，避免了中心板1承受切向剪应力，而只承受支撑轴力而引起的正应力，故中心板1与水平端板4、垂直端板11焊接固定，既便于组装也增加连接节点板的结构强度。
最后应说明的是：以上各实施例仅用以说明本发明的技术方案，而非对其限制；尽管参照前述各实施例对本发明进行了详细的说明，本领域的普通技术人员应当理解：其依然可以对前述各实施例所记载的技术方案进行修改，或者对其中部分或者全部技术特征进行等同替换；而这些修改或者替换，并不使相应技术方案的本质脱离本发明各实施例技术方案的范围。

Claims (9)

  1. 一种用于防屈曲支撑的带滑移端板的连接节点板，包括中心板、第一肋板和第二肋板，其特征在于，还包括水平端板、第一水平垫板、第二水平垫板、螺栓和无粘结层；
    所述水平端板与所述中心板垂直，且对应于所述第一肋板固定设置在所述中心板的下端面；
    所述第一水平垫板和所述第二水平垫板均设置在所述水平端板的上表面，且分别位于所述中心板的两侧；
    所述水平端板上设置有第一通孔，所述第一水平垫板和所述第二水平垫板对应于所述第一通孔的位置设置有第一安装孔，所述螺栓分别穿过所述第一安装孔、所述第一通孔与钢梁上的定位孔，并能够用螺母固定；
    所述无粘结层分别设置在所述水平端板的底表面、所述水平端板与所述第一水平垫板之间、所述水平端板与所述第二水平垫板之间。
  2. 根据权利要求1所述的用于防屈曲支撑的带滑移端板的连接节点板，其特征在于，所述第一通孔与所述螺栓为间隙配合。
  3. 根据权利要求2所述的用于防屈曲支撑的带滑移端板的连接节点板，其特征在于，所述第一通孔为长槽孔。
  4. 根据权利要求1所述的用于防屈曲支撑的带滑移端板的连接节点板，其特征在于，还包括垂直端板、第一垂直垫板、第二垂直垫板；
    所述垂直端板分别与所述中心板、所述水平端板垂直，且对应于所述第二肋板固定设置在所述中心板的左端面；
    所述第一垂直垫板和所述第二垂直垫板均设置在所述垂直端板的右表面，且分别位于所述中心板的两侧；
    所述垂直端板上设置有第二通孔，所述第一垂直垫板和所述第二垂直垫板对应于所述第二通孔的位置设置有第二安装孔，所述螺栓分别穿过所述第二安装孔、所述第二通孔与钢柱上的定位孔，并能够用螺母固定；
    所述无粘结层还分别设置在所述垂直端板的左表面、所述垂直端板与所述第一垂直垫板之间、所述垂直端板与所述第二垂直垫板之间。
  5. 根据权利要求4所述的用于防屈曲支撑的带滑移端板的连接节点板，其特征在于，所述第二通孔为长槽孔。
  6. 根据权利要求5所述的用于防屈曲支撑的带滑移端板的连接节点板，其特征在于，所述第一通孔和所述第二通孔的数量均为多个。
  7. 根据权利要求1－6中任一项所述的用于防屈曲支撑的带滑移端板的连接节点板，其特征在于，所述螺栓为高强螺栓。
  8. 根据权利要求1－6中任一项所述的用于防屈曲支撑的带滑移端板的连接节点板，其特征在于，所述无粘结层采用丁基橡胶或自粘沥青防水卷材，所述无粘结层的摩擦系数小于或者等于0.1。
  9. 根据权利要求4－6中任一项所述的用于防屈曲支撑的带滑移端板的连接节点板，其特征在于，所述中心板与所述水平端板焊接，所述中心板与所述垂直端板焊接。
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