WO2015018223A1 - 多管格构式屈曲约束支撑 - Google Patents

多管格构式屈曲约束支撑 Download PDF

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Publication number
WO2015018223A1
WO2015018223A1 PCT/CN2014/078607 CN2014078607W WO2015018223A1 WO 2015018223 A1 WO2015018223 A1 WO 2015018223A1 CN 2014078607 W CN2014078607 W CN 2014078607W WO 2015018223 A1 WO2015018223 A1 WO 2015018223A1
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Prior art keywords
tube lattice
tube
lattice
casings
restraint
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PCT/CN2014/078607
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English (en)
French (fr)
Inventor
王春林
陈泉
孟少平
曾滨
葛汉彬
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东南大学
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Publication of WO2015018223A1 publication Critical patent/WO2015018223A1/zh

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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

Definitions

  • the invention belongs to the field of civil engineering and relates to a buckling constraint support for reducing the impact of engineering structures on earthquake disasters. Background technique
  • Buckling restraint support is a device that uses metal yield to dissipate seismic energy. Due to its stable performance, convenient fabrication and low cost, it has been widely studied and applied in recent years.
  • the present invention provides a multi-tube lattice buckling restraint support in order to solve the problem that the buckling constraint support is self-contained and the constraining component material accounts for the entire support ratio.
  • a multi-tube lattice buckling restraint support comprising a core plate, a filling slat and a multi-tube lattice-constrained component
  • the multi-tube lattice-constraining component is two, respectively disposed on the upper and lower sides of the filling slat and the core board; the multi-tube lattice-constraining component comprises two parallel sleeves and connecting parts, and the connection The components are distributed longitudinally between the two sleeves and are secured to the two sleeves.
  • the two sleeves of the multi-tube lattice-constraining component have a rectangular or polygonal shape or a fan shape, and one surface of the sleeve is flat, and is in close contact with the restraining region of the core plate, and the sleeve is a hollow tube.
  • the hollow tube can be filled with concrete or mortar.
  • the connecting component of the multi-tube lattice-constraining component may be a strip or a splicing plate or both, distributed between the two sleeves, and respectively fixed to the two sleeves.
  • the splicing strips of the multi-tube lattice-constraining component may be distributed in parallel or in a V-shape.
  • the spacing between the two parallel sleeves is greater than 1/3 of the width of the core panel, less than the width of the core panel, and the two sleeves are only in contact with the confinement regions of the core panel.
  • the sleeve of the multi-tube lattice restraining member and the filling slat are fixed in the longitudinal direction.
  • the side wall of the multi-tube lattice-constraining member is provided with a plurality of pairs of bolt seats, and the bolt seats provided on the multi-tube lattice-constraining members are fastened by bolts through the filling slats.
  • the constraining component does not completely constrain the entire core plate, and the sleeve only constrains the constraint region of the edge of the core plate along the width direction of the core component, and the central unconstrained width is about 4 to 8 times the thickness of the plate.
  • the material of the restraining component is distributed as far as possible on the outermost side of the restraining component under the premise of the same material dosage, and the material utilization efficiency is maximized under the premise of ensuring the constraint effect;
  • the improvement of the material utilization efficiency of the constraining component also makes the proportion of the constraining component occupying the entire support lower than that of the conventional buckling restraining support, thereby reducing the self-weight of the buckling restraining support.
  • the present invention is prone to local buckling when the cross section of the single sleeve restraining member is increased, and finally the overall rigidity of the single sleeve restraining member is lowered.
  • the lattice restraining member proposed by the present invention is composed of a plurality of tubes, and the cross-sectional size of the sleeve is relatively reduced, thereby reducing the risk of local buckling of the restraining member.
  • the invention can directly observe the damage condition of the core component after the earthquake, solve the problem that the traditional buckling constraint support is difficult to evaluate after the earthquake, and bring great convenience for the maintenance of the buckling constraint support.
  • the additional cost of the buckling restraint support due to the difficulty of post-earthquake evaluation is significantly reduced.
  • FIG. 1 is a schematic exploded view of a core plate structure of a multi-tube lattice buckling restraint support according to the present invention
  • FIG. 2 is a schematic exploded view of a multi-tube lattice restraint component of a multi-tube lattice buckling restraint support according to the present invention
  • FIG. 3 is a schematic exploded view of the structure of the first embodiment of the present invention
  • Embodiment 1 of the present invention is a schematic structural view of Embodiment 1 of the present invention.
  • Figure 5 is a cross-sectional view taken along line A-A of Figure 4.
  • Figure 6 is a cross-sectional view taken along line B-B of Figure 4.
  • Figure 7 is a cross-sectional view taken along line C-C of Figure 4.
  • Figure 8 is a schematic exploded view showing the structure of Embodiment 2 of the present invention.
  • Figure 9 is a schematic exploded view showing the structure of the sleeve of the embodiment of the present invention.
  • Figure 10 is a schematic exploded view showing the structure of the casing of the embodiment 3 in a polygonal shape
  • Figure 11 is a schematic cross-sectional view showing a fourth embodiment of the present invention.
  • Figure 12 is a schematic structural view of Embodiment 5 of the present invention.
  • Figure 13 is a cross-sectional view taken along line D-D of Figure 13;
  • Figure 14 is a cross-sectional view taken along line E-E of Figure 13;
  • a multi-tube lattice buckling restraint support comprising a core plate 1, two filling slats 3 and two multi-tube lattice-constraining members 4, the core plate 1 consisting of one piece
  • the flat plate 1-1 and the two pairs of stiffeners 1-2 are respectively welded to the longitudinal ends of the flat plate 1-1, and the flat plate 1-1, the stiffener 1-2 and the filling strip 3 are respectively
  • the plate 1-1 is formed by mechanically cutting the steel plate 1-1, and the two filling slats 3 are respectively located on both sides of the core plate 1 and two fillings are formed.
  • the slats 3 and the core plate 1 are located between the two multi-tube lattice-constraining members 4, and the two-filled slats 3 are fixed in the longitudinal direction with the two multi-tube lattice-constraining members 4.
  • the multi-tube lattice restraining member 4 comprises two parallel sleeves 4-1, connecting members 4-2 and 4-3, and the connecting members 4-2 are strips arranged in parallel in the longitudinal direction in two sets. Between the tubes 4-1 and fixed to the two sleeves 4-1.
  • the connecting member 4-3 is a splicing plate distributed between the two sleeves 4-1 and fixed to the two sleeves 4-1.
  • the connecting part splicing strip 4-2 and the splicing board 4-3 can be used simultaneously or separately.
  • Example 2 As shown in FIG. 8 , on the basis of the technical solution of the first embodiment, the connecting component 4-2 of the multi-tube lattice-constraining component 4 of the present embodiment is placed in a V-shape and fixed to a plurality of strips. Between the two sleeves 4-1.
  • the present embodiment is based on the technical solution of the first embodiment, and the cross-section of the sleeve 4-1 of the multi-tube lattice-constraining member 4 of the present embodiment is a sector or a polygon.
  • the present embodiment is based on the technical solution of the first embodiment, and the casing 4-1 of the multi-tube lattice-constraining member 4 of the present embodiment is a steel pipe filled with concrete.
  • a plurality of pairs of bolt seats 5 are respectively welded on the side wall of the multi-tube lattice-constraining member 4 of the present embodiment, and the filler plate is welded.
  • the strips 3 are located between each pair of bolt seats 5, and a plurality of bolts 6 are pulled through the filler strips 3 to pull the bolt seats 5.

Abstract

一种多管格构式屈曲约束支撑，包括核心板（1）、两个填充板条（3）和两个多管格构式约束部件（4），两个填充板条（3）分别位于核心板（1）的两侧，两个多管格构式约束部件（4）分别设置在核心板（1）和填充板条（3）的上、下两侧，多管格构式约束部件（4）包括两个平行的套管（4-1）和连接部件（4-2，4-3），连接部件（4-2，4-3）沿纵向分布于两个套管（4-1）之间并与两个套管（4-1）固接。该支撑的自重小、材料利用率高、抗震性能好、便于评估和维护。

Description

多管格构式屈曲约束支撑 技术领域
本发明属于土木工程领域， 涉及一种用于减小工程结构地震灾害影响的屈曲约束支撑。 背景技术
屈曲约束支撑是一种利用金属屈服耗散地震能量的装置， 由于其性能稳定、 制作方便、 成本低廉， 近年来得到了广泛的研究和应用。
目前，我国在工程上普遍应用的屈曲约束支撑大多由外围填充混凝土钢管约束部件和轴 心受力的核心部件组成， 如已公开发明专利 (如 CN100560884C等)中给出的技术方案。 但是 上述屈曲约束支撑中混凝土浇筑养护时间长， 会严重影响屈曲约束支撑制作效率。 因此， 为 了克服上述问题，本发明和已公开发明专利 (如 CN101798851B等)提出采用单套管来约束核 心部件。
但是按照已公开发明专利 (CN101798851B)给出的技术方案， 当屈曲约束支撑应用于桥 梁或大跨结构时， 为了提高支撑的整体稳定性， 约束套管的截面必然会较大， 内填混凝土的 体量会增加， 其自重会随着跨度大幅增加， 给施工增加难度。其次， 约束套管的截面增大会 使得套管局部屈曲更易发生， 从而导致整体刚度降低。
此外， 按照已公开发明专利 (如 CN100560884C, CN101798851B等)给出的技术方案， 在震后很难观察到屈曲约束支撑内部核心板的损伤状况， 从而给震后维护造成困难。
发明内容
本发明为了解决屈曲约束支撑自重大、约束部件材料占整个支撑比重大的问题，提供了 一种多管格构式屈曲约束支撑。
本发明采用的技术方案为： 一种多管格构式屈曲约束支撑， 包括核心板、填充板条和多 管格构式约束部件；
所述多管格构式约束部件为两个， 分别设置在填充板条和核心板的上、下两侧； 所述多 管格构式约束部件包括两个平行的套管和连接部件， 连接部件沿纵向分布于两个套管之间， 并与两个套管固接。
作为优选，所述多管格构式约束部件的两个套管的截面形状为矩形或多边形或扇形，套 管的一个面为平面， 与核心板的约束区域紧贴， 套管为空心管， 空心管内可填充混凝土或砂 浆。 作为优选，所述多管格构式约束部件的连接部件可为缀条或缀板或两者都有，分布于两 个套管之间， 分别与两套管固接。
作为优选， 所述多管格构式约束部件的缀条可平行分布或 V形分布。
作为优选， 所述两个平行的套管之间的间距大于核心板宽度的 1/3， 小于核心板宽度， 两个套管仅与核心板的约束区域接触。
作为优选， 所述多管格构式约束部件的套管与填充板条沿纵向固接。
作为优选，所述多管格构式约束部件的侧壁设有多对螺栓座，多管格构式约束部件上设 置的螺栓座通过螺栓穿过填充板条紧固连接。
本发明具有以下有益效果：
1， 本发明与传统屈曲约束支撑相比， 约束部件没有完全约束整个核心板， 套管沿着核 心部件宽度方向只约束核心板边缘的约束区域， 中部不约束宽度约为板厚 4~8 倍， 对比传 统屈曲约束支撑，在相同材料用量的前提下使得约束部件的材料尽可能分布在约束部件的最 外侧， 在保证约束效果的前提下， 实现了材料利用效率的最大化； 另一方面， 约束部件材料 利用效率的提高也使得约束部件占整个支撑的比重相对于传统屈曲约束支撑降低，从而减轻 了屈曲约束支撑的自重。 这样可缓解屈曲约束支撑在桥梁等大跨结构的中自重产生挠度大、 施工困难等技术难题，也可用来开发轻型屈曲约束支撑，从而拓展了屈曲约束支撑的应用范 围。
2， 本发明与采用单套管来约束核心部件的传统屈曲约束支撑相比， 当单套管约束部件 的截面增大时， 容易发生局部屈曲， 最终导致单套管约束部件的整体刚度降低， 而本发明提 出的格构式约束部件由多管构成，套管截面尺寸相对减小，从而降低了约束部件发生局部屈 曲的风险。
3， 本发明因为核心部件中间部分没有被约束， 所以可以直接观察震后核心部件的损伤 情况，解决了传统屈曲约束支撑震后评估困难等问题，为屈曲约束支撑的维护带来极大便利， 显著降低了屈曲约束支撑由于震后评估困难而引起的额外费用。
4， 其材料主要为普通钢材， 取材便利， 成本较低， 且加工周期短； 所有部件均可在工 厂机械加工完成，组装完成和运至施工现场安装，避免了传统屈曲约束支撑中混凝土浇筑养 护时间长、振捣困难等问题， 显著提高了屈曲约束支撑的制作效率， 使屈曲约束支撑适应建 筑工业化的要求。 附图说明
图 1为本发明多管格构式屈曲约束支撑的核心板结构分解示意图；
图 2为本发明多管格构式屈曲约束支撑的多管格构式约束部件结构分解示意图； 图 3为本发明实施例 1结构分解示意图；
图 4为本发明实施例 1结构示意图；
图 5为图 4中的 A-A剖面图；
图 6为图 4中的 B-B剖面图；
图 7为图 4中的 C-C剖面图；
图 8为本发明实施例 2结构分解示意图；
图 9为本发明实施例 3套管横截面为扇形时结构分解示意图；
图 10为本发明实施例 3套管横截面为多边形时结构分解示意图；
图 11为本发明实施例 4横截面示意图；
图 12为本发明实施例 5结构示意图；
图 13为图 13中的 D-D剖面图；
图 14为图 13中的 E-E剖面图；
具体实施方式
下面结合附图和具体实施方式对本发明做进一步说明。
实施例 1
如图 1-7所示： 一种多管格构式屈曲约束支撑， 包括核心板 1、 两个填充板条 3和两片 多管格构式约束部件 4构成， 所述核心板 1由一块平板 1-1和两对加劲肋 1-2构成， 所述两 对加劲肋 1-2分别焊于平板 1-1纵向两端， 平板 1-1、 加劲肋 1-2和填充板条 3均由钢板机 械切割而成， 所述平板 1-1由约束区域 1-1-1和非约束区域 1-1-2构成， 两个填充板条 3分 别位于核心板 1两侧， 且两个填充板条 3和核心板 1位于两个多管格构式约束部件 4之间， 两个填充板条 3与两个多管格构式约束部件 4沿纵向固接。
所述多管格构式约束部件 4包括两个平行的套管 4-1、连接部件 4-2和 4-3，所述连接部 件 4-2为缀条， 沿纵向平行分布于两个套管 4-1之间， 并与两个套管 4-1固接。 所述连接部 件 4-3为缀板， 分布于两个套管 4-1之间， 并与两个套管 4-1固接。 连接部件缀条 4-2和缀 板 4-3可同时使用， 也可以分别使用。
实施例 2 如图 8所示，本实施例在实施例 1技术方案的基础上，本实施方式的多管格构式约束部 件 4的连接部件 4-2为多个缀条呈 V字形放置并固接于两个套管 4-1之间。
实施例 3
如图 9和 10所示， 本实施例在实施例 1技术方案的基础上， 本实施方式的多管格构式 约束部件 4的套管 4-1的横截面形式为扇形或多边形。
实施例 4
如图 11所示， 本实施例在实施例 1技术方案的基础上， 本实施方式的多管格构式约束 部件 4的套管 4-1为内填混凝土的钢管。
实施例 5
如图 12~14所示， 本实施例在实施例 1技术方案的基础上， 本实施方式的多管格构式 约束部件 4侧壁上沿纵向分别焊接多对螺栓座 5， 所述填充板条 3位于每对螺栓座 5之间， 多个螺栓 6穿过填充板条 3将螺栓座 5对拉。
应当指出， 对于本技术领域的普通技术人员来说， 在不脱离本发明原理的前提下， 还可 以做出若干改进和润饰，这些改进和润饰也应视为本发明的保护范围。本实施例中未明确的 各组成部分均可用现有技术加以实现。

Claims

权利要求书
1、 一种多管格构式屈曲约束支撑， 其特征在于： 包括核心板、 填充板条和多管格构式 约束部件；
所述多管格构式约束部件为两个， 分别设置在填充板条和核心板的上、 下两侧； 所述多 管格构式约束部件包括两个平行的套管和连接部件， 连接部件沿纵向分布于两个套管之间， 并与两个套管固接。
2、 根据权利要求 1 所述的多管格构式屈曲约束支撑， 其特征在于： 所述多管格构式约 束部件的两个套管的截面形状为矩形或多边形或扇形， 套管的一个面为平面， 与核心板的约 束区域紧贴， 套管为空心管， 空心管内可填充混凝土或砂浆。
3、 根据权利要求 1 所述的多管格构式屈曲约束支撑， 其特征在于： 所述多管格构式约 束部件的连接部件可为缀条或缀板或两者都有， 分布于两个套管之间， 分别与两套管固接。
4、 根据权利要求 3 所述的多管格构式屈曲约束支撑， 其特征在于： 所述多管格构式约 束部件的缀条可平行分布或 V形分布。
5、 根据权利要求 1 所述的多管格构式屈曲约束支撑， 其特征在于： 所述两个平行的套 管之间的间距大于核心板宽度的 1/3， 小于核心板宽度， 两个套管仅与核心板的约束区域接 触。
6、 根据权利要求 1 所述的多管格构式屈曲约束支撑， 其特征在于： 所述多管格构式约 束部件的套管与填充板条沿纵向固接。
7、 根据权利要求 1 所述的多管格构式屈曲约束支撑， 其特征在于： 所述多管格构式约 束部件的侧壁设有多对螺栓座， 多管格构式约束部件上设置的螺栓座通过螺栓穿过填充板条 紧固连接。
PCT/CN2014/078607 2013-08-05 2014-05-28 多管格构式屈曲约束支撑 WO2015018223A1 (zh)

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