JP2014020176A

JP2014020176A - Buckling-restrained brace

Info

Publication number: JP2014020176A
Application number: JP2012162568A
Authority: JP
Inventors: Takahisa Mori; 貴久森; Yuki Okamoto; 勇紀岡本
Original assignee: Daiwa House Industry Co Ltd
Current assignee: Daiwa House Industry Co Ltd
Priority date: 2012-07-23
Filing date: 2012-07-23
Publication date: 2014-02-03
Anticipated expiration: 2032-07-23
Also published as: JP5968706B2

Abstract

PROBLEM TO BE SOLVED: To provide a buckling-restrained brace which achieves improved energy absorbing property and increased buckling restraining force of a restraining material and furthermore is restrained from increasing in weight.SOLUTION: A buckling-restrained brace 1 includes a core material 2 and a pair of restricting materials 3, 3 which are disposed along both surfaces of the core material 2. A length-direction intermediate part of the core material 2 is a narrow part including notches 2a along the length direction at both sides of the intermediate part. Each of the pair of restricting materials 3, 3 includes: a groove-shaped steel material 4 which is opened at a side of the core material 2; concrete or mortar 5 filled in the groove-shaped steel material 4; and a steel material 6 for fixation joined to an inner surface of a web 4a opposed to the core material 2, of the groove-shaped steel material 4. The steel material 6 for fixation is provided at least over a full length of the narrow part.

Description

この発明は、構造物の骨組みに組み込まれ、地震等の際に振動エネルギーを吸収して振動を減衰させる座屈拘束ブレースに関する。 The present invention relates to a buckling-restrained brace that is incorporated in a framework of a structure and absorbs vibration energy and attenuates vibration in the event of an earthquake or the like.

従来の座屈拘束ブレースの各例を、図９および図１０にそれぞれ断面図で示す。各座屈拘束ブレースは、いずれも、芯材２２と、この芯材２２の両面に沿って配置した拘束材２３とで構成される。これらの例では、拘束材２３としてコンクリート２５を使用し、その外側に溝形鋼材２４を設けることで、拘束力を高めている。
図９の例は、芯材２２が拘束材２３の全長にわたって同一幅とされている。図１０の例では、芯材２２の長手方向の中間部を、両側に切欠部を形成した狭幅部し、この幅狭部に歪みが集中することで、地震時等の層間変位の早期の段階から降伏し、大きくエネルギー吸収できるようにしている。芯材２２の狭幅部とした両側の切欠部分には、スペーサ２６を介在させ、芯材２２の狭幅部が幅方向に位置ずれしないように規制している。 Each example of a conventional buckling restraint brace is shown in cross-sectional views in FIGS. Each buckling restraint brace is composed of a core member 22 and a restraint member 23 disposed along both surfaces of the core member 22. In these examples, concrete 25 is used as the restraining material 23, and the restraining force is increased by providing the channel steel material 24 on the outside thereof.
In the example of FIG. 9, the core material 22 has the same width over the entire length of the restraining material 23. In the example of FIG. 10, the intermediate portion in the longitudinal direction of the core material 22 is a narrow width portion formed with notches on both sides, and strain concentrates on the narrow width portion, so that the early stage of interlayer displacement during an earthquake or the like It yields from the stage, so that it can absorb a lot of energy. Spacers 26 are interposed in the cutout portions on both sides of the core material 22 which are narrow portions, and the narrow width portion of the core material 22 is regulated so as not to be displaced in the width direction.

特開２０１１−１６８９８４号公報JP 2011-168984 A 特許０４６６５２３２号公報Japanese Patent No. 04652322 特許０３６６３４９１号公報Japanese Patent No. 03663491

図１０の従来例では、芯材２２に狭幅部が設けられているため、エネルギーの吸収性が高いと言う利点がある。しかし、前記狭幅部となる長手方向中間部において、拘束材２３のコンクリート２５がパンチング破壊によって溝形鋼材２４のウェブ部２４ａの面外方向に押し抜かれることがある。すなわち、溝形鋼材２４が仮想線で示すように局部的に膨らんで最終的に芯材２２が座屈する現象が見られる。
これは、芯材２２に前記狭幅部があるために、座屈拘束ブレースの軸方向と直交する断面において、面外方向に作用する力が矢印で示すようにコンクリート２５を介して溝形鋼材２４のフランジ部２４ｂに伝達できず、ウェブ部２４ａに直接伝達され、そのため、ウェブ部２４ａに局部的に曲げを受けることに起因すると考えられる。拘束材２３のコンクリート２５がパンチング破壊した場合、コンクリート２５は拘束材２３としての性能（材軸方向の断面二次モーメント寄与）が損なわれる。拘束材２３の断面寸法を大きくするとパンチング破壊が防止できるが、拘束材２３の重量増と、材料使用量の増大によるコスト増を伴う。
図９の従来例では、芯材２２の長手方向中間部に狭幅部がないので、拘束材２３のコンクリート２５がパンチング破壊され難い。すなわち、パンチングラインＰＬがコンクリート２５から外れ、パンチング破壊され難い。しかし、地震等におけるエネルギーの吸収性が低い。 In the conventional example of FIG. 10, since the narrow part is provided in the core material 22, there exists an advantage called high energy absorption. However, the concrete 25 of the constraining material 23 may be pushed out of the web portion 24a of the channel steel 24 by the punching failure at the intermediate portion in the longitudinal direction, which becomes the narrow width portion. That is, there is a phenomenon in which the grooved steel material 24 locally swells as indicated by phantom lines and the core material 22 is finally buckled.
This is because, since the core member 22 has the narrow portion, in the cross section perpendicular to the axial direction of the buckling restrained brace, the force acting in the out-of-plane direction is indicated by the arrow 25 through the concrete 25 as indicated by the arrow. 24 cannot be transmitted to the flange portion 24b, but is directly transmitted to the web portion 24a. Therefore, it is considered that the web portion 24a is locally bent. When the concrete 25 of the constraining material 23 is punched and broken, the performance of the constraining material 23 as the constraining material 23 (contribution to the secondary moment of the section in the material axis direction) is impaired. When the cross-sectional dimension of the restraint material 23 is increased, punching breakage can be prevented, but this involves an increase in the weight of the restraint material 23 and an increase in cost due to an increase in the amount of material used.
In the conventional example of FIG. 9, since there is no narrow portion in the middle portion in the longitudinal direction of the core material 22, the concrete 25 of the restraining material 23 is not easily punched and destroyed. That is, the punching line PL is detached from the concrete 25 and is not easily destroyed by punching. However, it has low energy absorbency in earthquakes.

この発明の目的は、エネルギーの吸収性の向上と拘束材の座屈拘束力の増大を図りながら、重量の増加を抑えた座屈拘束ブレースを提供することである。 An object of the present invention is to provide a buckling restrained brace that suppresses an increase in weight while improving energy absorption and increasing a buckling restraining force of a restraining material.

この発明の座屈拘束ブレースは、芯材と、この芯材の両面に沿って配置した一対の拘束材とを有し、前記芯材は、長さ方向中間部が両側に長さ方向に沿う切欠部を有する狭幅部とされ、前記一対の拘束材は、それぞれ前記芯材側が開口した溝形鋼材と、この溝形鋼材内に充填したコンクリートまたはモルタルとで構成される座屈拘束ブレースにおいて、前記拘束材における前記溝形鋼材のウェブ部内面に、少なくとも前記狭幅部の全長に渡って定着用鋼材を配置し、この定着用鋼材を前記ウェブ部内面に接合したことを特徴とする。上記の「前記狭幅部の全長に渡って」とは、狭幅部の全体の長さ範囲に分布していることを言い、狭幅部の長さ方向に連続してしていても、また狭幅部の全体の長さ範囲に規則的にまたは不規則に分散して設けられていても良い。 The buckling restraint brace of the present invention has a core material and a pair of restraint materials arranged along both sides of the core material, and the core material has a longitudinal middle portion along the length direction on both sides. In the buckling-restrained brace composed of a narrow steel part having a notch, and the pair of restraining members each having a grooved steel material having an opening on the core material side, and concrete or mortar filled in the grooved steel material. The fixing steel material is disposed on the inner surface of the web portion of the grooved steel material in the restraining material over at least the entire length of the narrow width portion, and the fixing steel material is joined to the inner surface of the web portion. Said `` over the entire length of the narrow part '' means that it is distributed over the entire length range of the narrow part, even if it is continuous in the length direction of the narrow part, Further, it may be provided regularly or irregularly distributed in the entire length range of the narrow width portion.

この構成によると、芯材の長さ方向中間部を、その両側に長さ方向に沿う切欠部を有する狭幅部としているので、この幅狭部に歪みが集中することで、地震時等の層間変位の早期の段階から降伏し、大きなエネルギー吸収が行える。拘束材の溝形鋼材における芯材に対向するウェブ部内面に、少なくとも前記狭幅部の全体に渡って定着用鋼材を配置し、この定着用鋼材を前記ウェブ部内面に接合したので、硬化充填材であるコンクリートまたはモルタルが定着用鋼材と一体となって鉄筋コンクリート的な挙動を示す。これにより、拘束材が座屈に抵抗するため、パンチング耐力の増大および座屈拘束力の増大が見込める。そのため、パンチング耐力等の増大のために拘束材のコンクリートまたはモルタル等の断面寸法を大きくする必要がなくて、重量の増加が抑えられる。定着用鋼材を設けたことによる重量増は生じるが、コンクリートまたはモルタルを増やす場合に比べて僅かな重量増で済む。このように、エネルギーの吸収性の向上と拘束材の座屈拘束力の増大を図りながら、重量の増加を抑えることができる。 According to this configuration, since the intermediate portion in the length direction of the core material is a narrow width portion having notches along the length direction on both sides thereof, the strain concentrates on the narrow width portion, so that, for example, during an earthquake It yields from an early stage of interlayer displacement and can absorb a large amount of energy. The fixing steel material is arranged over the entire narrow width portion on the inner surface of the web portion facing the core material of the grooved steel material of the restraint material, and this fixing steel material is joined to the inner surface of the web portion, so that it is cured and filled. Concrete or mortar, which is the material, is integrated with the fixing steel material and behaves like a reinforced concrete. Thereby, since a restraint material resists buckling, increase of punching yield strength and increase of buckling restraint force can be expected. Therefore, it is not necessary to increase the cross-sectional dimension of the constraining material such as concrete or mortar in order to increase punching strength and the like, and an increase in weight can be suppressed. Although an increase in weight occurs due to the provision of the fixing steel material, a slight increase in weight is sufficient as compared with the case where concrete or mortar is increased. Thus, the increase in weight can be suppressed while improving the energy absorbability and increasing the buckling restraining force of the restraining material.

この発明において、前記定着用鋼材が孔あき鋼板ジベルであっても良い。この場合に、前記孔あき鋼板ジベルは前記芯材に達す高さを有するものとしても良い。
定着用鋼材が孔あき鋼板ジベルからなる場合、その孔あき形状によってコンクリートまたはモルタルとの一体性が高められる。また、溝形鋼材が受ける面外方向の力に対して、定着用鋼材が支点となって溝形鋼材が連梁的な挙動となり、溝形鋼材に作用する曲げ応力が低減されて、溝形鋼材のウェブ部での曲げ変形を低減でき、この曲げ変形に起因する芯材の座屈を防止できる。これにより、拘束材の座屈拘束力がさらに増加する。
前記孔あき鋼板ジベルを前記芯材に達する高さとした場合は、拘束材の製作において、溝形鋼材内にコンクリートまたはモルタルを充填する場合に、溝形鋼材に接合された定着用鋼材の高さを目安として、コンクリートまたはモルタルを適正に充填できる。 In the present invention, the fixing steel material may be a perforated steel plate gibber. In this case, the perforated steel plate dowel may have a height that reaches the core material.
When the fixing steel material is a perforated steel plate gibber, the perforated shape enhances the integrity with concrete or mortar. In addition, the fixing steel material acts as a fulcrum for the out-of-plane force applied to the channel steel, and the channel steel behaves like a beam, reducing the bending stress acting on the channel steel and reducing the channel shape. Bending deformation at the web portion of the steel material can be reduced, and buckling of the core material due to the bending deformation can be prevented. This further increases the buckling restraining force of the restraining material.
When the perforated steel plate gibel is set to a height that reaches the core material, the height of the fixing steel material joined to the channel steel material when concrete or mortar is filled in the channel steel material in the production of the restraint material As a guide, concrete or mortar can be filled properly.

この発明において、前記定着用鋼材が鉄筋であっても良い。前記鉄筋は異形鉄筋が好ましい。この場合にも、コンクリートまたはモルタルが定着用鋼材である鉄筋と一体となって鉄筋コンクリート的な挙動を示すため、拘束材が座屈に抵抗して、パンチング耐力の増加および拘束力の増加が見込める。また、前記定着用鋼材が鉄筋であると、安価に座屈拘束ブレースの強化が図れる。 In the present invention, the fixing steel material may be a reinforcing bar. The reinforcing bar is preferably a deformed reinforcing bar. Also in this case, since concrete or mortar is integrated with the reinforcing steel that is the fixing steel material and exhibits a reinforced concrete behavior, the restraining material resists buckling, and an increase in punching strength and restraining force can be expected. Further, when the fixing steel material is a reinforcing bar, the buckling restrained brace can be strengthened at a low cost.

この発明において、前記定着用鋼材は、前記芯材の前記狭幅部の幅よりも長く幅方向に延びるものであっても良い。
前記拘束材のコンクリートまたはモルタルには、拘束材の長さ方向に沿って延びるようにひび割れが生じることがある。このような長さ方向に沿ってひび割れが生じた場合に、前記定着用鋼材が芯材の前記狭幅部の幅よりも長く幅方向に延びていると、ひび割れ部分に跨がるように定着用鋼材が位置してコンクリートまたはモルタルと定着されている状態となるため、ひび割れ対して効果的に拘束材が補強される。 In the present invention, the fixing steel material may extend in the width direction longer than the width of the narrow portion of the core material.
In the concrete or mortar of the restraint material, a crack may occur so as to extend along the length direction of the restraint material. When cracks occur along the length direction, if the fixing steel material extends in the width direction longer than the width of the narrow width portion of the core material, it is fixed so as to straddle the crack portion. Since the steel material is positioned and fixed with concrete or mortar, the restraining material is effectively reinforced against cracks.

この発明の座屈拘束ブレースは、芯材と、この芯材の両面に沿って配置した一対の拘束材とを有し、前記芯材は、長さ方向中間部が両側に長さ方向に沿う切欠部を有する狭幅部とされ、前記一対の拘束材は、それぞれ前記芯材側が開口した溝形鋼材と、この溝形鋼材内に充填したコンクリートまたはモルタルとで構成される座屈拘束ブレースにおいて、前記拘束材における前記溝形鋼材のウェブ部内面に、少なくとも前記狭幅部の全長に渡って定着用鋼材を配置し、この定着用鋼材を前記ウェブ部内面に接合したため、エネルギーの吸収性の向上と拘束材の座屈拘束力の増大を図りながら、重量の増加を抑えることができる。 The buckling restraint brace of the present invention has a core material and a pair of restraint materials arranged along both sides of the core material, and the core material has a longitudinal middle portion along the length direction on both sides. In the buckling-restrained brace composed of a narrow steel part having a notch, and the pair of restraining members each having a grooved steel material having an opening on the core material side, and concrete or mortar filled in the grooved steel material. Since the fixing steel material is disposed over the entire length of the narrow width portion on the inner surface of the web portion of the grooved steel material in the restraining material, and the fixing steel material is joined to the inner surface of the web portion, energy absorption The increase in weight can be suppressed while improving and increasing the buckling restraining force of the restraining material.

この発明の一実施形態にかかる座屈拘束ブレースの断面図である。It is sectional drawing of the buckling restraint brace concerning one Embodiment of this invention. （Ａ）は図１におけるIIａ−IIａ矢視断面図、（Ｂ）は図１におけるIIｂ−IIｂ矢視断面図を示す。(A) is a sectional view taken along the arrow IIa-IIa in FIG. 1, and (B) is a sectional view taken along the arrow IIb-IIb in FIG. この発明の他の実施形態にかかる座屈拘束ブレースの断面図である。It is sectional drawing of the buckling restraint brace concerning other embodiment of this invention. この発明のさらに他の実施形態にかかる座屈拘束ブレースを示し、（Ａ）は立面図、（Ｂ）は平面図、（Ｃ）は同図（Ａ）のIVC-IVC 線拡大断面図である。The buckling restraint brace concerning further another embodiment of this invention is shown, (A) is an elevation, (B) is a top view, (C) is the IVC-IVC line expanded sectional view of the same figure (A). is there. 同座屈拘束ブレースの拘束材を示し、（Ａ）は立面図、（Ｂ）は同図（Ａ）のVB−VB線断面図、（Ｃ）は同図（Ａ）のVC−VC線拡大断面図である。The restraint material of the same buckling restraint brace is shown, (A) is an elevation view, (B) is a cross-sectional view taken along the line VB-VB of FIG. (A), and (C) is a VC-VC line of FIG. It is an expanded sectional view. この発明のさらに他の実施形態にかかる座屈拘束ブレースを示し、（Ａ）は立面図、（Ｂ）は平面図、（Ｃ）は同図（Ａ）のVIC-VIC 線拡大断面図である。The buckling restraint brace concerning other embodiment of this invention is shown, (A) is an elevation, (B) is a top view, (C) is the VIC-VIC line expanded sectional view of the figure (A). is there. 同座屈拘束ブレースの拘束材を示し、（Ａ）は立面図、（Ｂ）は同図（Ａ）のVIIB-VIIB 線顔面図、（Ｃ）は同図（Ａ）のVIIC−VIIC線拡大断面図である。The restraint material of the buckling restraint brace is shown, (A) is an elevation view, (B) is a face view taken along the line VIIB-VIIB in the figure (A), and (C) is a line VIIC-VIIC in the figure (A). It is an expanded sectional view. （Ａ）〜（Ｃ）はそれぞれこの発明のさらに他の実施形態にかかる座屈拘束ブレースにおける拘束材の鉄筋の配置を示す立面図である。(A)-(C) is an elevation view which shows arrangement | positioning of the reinforcement rod of the restraint material in the buckling restraint brace concerning further another embodiment of this invention, respectively. 従来例の断面図である。It is sectional drawing of a prior art example. 他の従来例の断面図である。It is sectional drawing of another prior art example.

この発明の一実施形態を図１および図２と共に説明する。図１はこの座屈拘束ブレースの断面図を、図２（Ａ），（Ｂ）はその部分破断平面図および部分破断側面図をそれぞれ示す。この座屈拘束ブレース１は、芯材２と、この芯材２の両面に沿って配置した一対の拘束材３，３とを有する。芯材２は、図２のように細長い平鋼板からなり、その長さ方向中間部は、両側に長さ方向に沿う切欠部２ａを有する狭幅部２Ａとされている。芯材２の拘束材３，３間に介在した部分は、前記狭幅部２Ａと、その両側に拘束材３と略同一幅の幅広部２Ｃとでなる。芯材２の拘束材３よりも突出した両端部２Ｂは、柱や梁等の鉄骨材との継手となる部分であり、その両面の幅方向中央位置からそれそれ垂直に突出するリブ２ｂを有する断面十字状とされている。芯材２の両端部２Ｂには図示しない複数のボルト孔が穿設されている。拘束材３は、芯材２の両端部２Ｂの先端部分を除く芯材２の略全体を覆うように配置されている。 An embodiment of the present invention will be described with reference to FIGS. FIG. 1 is a sectional view of the buckling restrained brace, and FIGS. 2A and 2B are a partially broken plan view and a partially broken side view, respectively. The buckling restraint brace 1 includes a core member 2 and a pair of restraint members 3 and 3 disposed along both surfaces of the core member 2. As shown in FIG. 2, the core material 2 is formed of a long and narrow flat steel plate, and the middle portion in the length direction is a narrow width portion 2A having notches 2a along the length direction on both sides. The portion interposed between the restraining materials 3 and 3 of the core material 2 is composed of the narrow portion 2A and wide portions 2C having substantially the same width as the restraining material 3 on both sides thereof. Both end portions 2B of the core material 2 projecting from the restraining material 3 are portions that become joints with a steel frame material such as a column or a beam, and have ribs 2b that project vertically from the center in the width direction of both surfaces. The cross-section is a cross. A plurality of bolt holes (not shown) are formed in both end portions 2B of the core material 2. The restraint material 3 is disposed so as to cover substantially the entire core material 2 excluding the tip portions of the both end portions 2B of the core material 2.

図１のように、前記一対の拘束材３，３は、それぞれ前記芯材２側が開口した溝形鋼材４と、この溝形鋼材４内に充填したコンクリートまたはモルタル５とで構成される。溝形鋼材４は、ウェブ部４ａの両端から垂直に立ち上がる両フランジ部４ｂが不等辺となった溝形断面に鋼板を折り曲げた曲げ加工品である。幅寸法を短くした一方のフランジ部４ｂの内面における芯材２の配置される高さ相当位置には、溝形鋼材４の長さ方向に延びて芯材２の前記切欠部２ａに対向し芯材２を幅方向に位置規制する断面矩形のスペーサ７が溶接等により固定されている。溝形鋼材４の幅寸法を長くした他方のフランジ部４ｂは、図１のように他方の拘束材３の溝形鋼材４における幅寸法の短い方のフランジ部４ｂの外面に被さり、その被さり部分が互いに溶接等で接合されている。 As shown in FIG. 1, the pair of restraining members 3 and 3 are each composed of a channel steel material 4 having an opening on the core material 2 side, and concrete or mortar 5 filled in the channel steel material 4. The grooved steel material 4 is a bent product obtained by bending a steel plate into a grooved cross section in which both flange portions 4b rising vertically from both ends of the web portion 4a are unequal sides. At the position corresponding to the height at which the core material 2 is disposed on the inner surface of one flange portion 4b having a shortened width dimension, the core extends in the length direction of the channel steel material 4 and faces the notch portion 2a of the core material 2. A spacer 7 having a rectangular cross section for regulating the position of the material 2 in the width direction is fixed by welding or the like. The other flange portion 4b having the longer width dimension of the channel steel material 4 covers the outer surface of the flange portion 4b having the shorter width dimension in the channel steel material 4 of the other restraining material 3 as shown in FIG. Are joined to each other by welding or the like.

溝形鋼材４のウェブ部４ａの内面には、拘束材３の長さ方向に延びる定着用鋼材６が接合されている。定着用鋼材５は前記コンリートまたはモルタル５を定着する部材である。この例では、定着用鋼材５は孔あき鋼板ジベルからなり、１枚がウェブ部４ａの幅方向中央に溶接により接合されている。定着用鋼材６の長さは、芯材２の狭幅部２Ａの全長に渡る長さとされ、高さは芯材２に達する寸法とされている。定着用鋼材６は、全体が連続しているが、複数に分断されていても良い。拘束材３のコンリートまたはモルタル５は、溝形鋼材４のウェブ部４ａ内面に定着用鋼材６を溶接した後で、溝形鋼材４内に充填して硬化される。なお、図２ではコンリートまたはモルタル５を省略して図示している。 A fixing steel material 6 extending in the length direction of the restraining material 3 is joined to the inner surface of the web portion 4 a of the channel steel material 4. The fixing steel material 5 is a member for fixing the concrete or mortar 5. In this example, the fixing steel material 5 is made of a perforated steel plate dowel, and one piece is joined to the center of the web portion 4a in the width direction by welding. The length of the fixing steel material 6 is a length over the entire length of the narrow width portion 2 </ b> A of the core material 2, and the height is a dimension that reaches the core material 2. The fixing steel material 6 is continuous as a whole, but may be divided into a plurality of parts. The concrete or mortar 5 of the restraint material 3 is welded to the inner surface of the web portion 4a of the grooved steel material 4 and the fixing steel material 6 and then filled into the grooved steel material 4 and cured. In FIG. 2, the concrete or mortar 5 is omitted.

上記構成の座屈拘束ブレース１によると、芯材２の長さ方向中間部が、両側に長さ方向に沿う切欠部２ａを有する狭幅部２Ａとされているため、この幅狭部２Ａに歪みが集中することで、地震時等の層間変位の早期の段階から降伏し、大きなエネルギー吸収が行える。拘束材３の溝形鋼材４における芯材２に対向するウェブ部４ａ内面には長さ方向に延びる定着用鋼材６を溶接しているので、コンリートまたはモルタル５が定着用鋼材６と一体となって鉄筋コンクリート的な挙動を示す。このため、拘束材３が座屈に抵抗し、パンチング耐力の増加および拘束力の増加が見込める。なお、図１において、破線はコンリートまたはモルタル５のパンチングラインＰＬを示す。 According to the buckling restrained brace 1 having the above-described configuration, the intermediate portion in the length direction of the core material 2 is the narrow width portion 2A having the cutout portions 2a along the length direction on both sides. By concentrating the strain, it yields from an early stage of interlaminar displacement such as during an earthquake and can absorb a large amount of energy. Since the fixing steel material 6 extending in the length direction is welded to the inner surface of the web portion 4 a facing the core material 2 in the channel steel material 4 of the restraining material 3, the concrete or mortar 5 is integrated with the fixing steel material 6. Show reinforced concrete behavior. For this reason, the restraint material 3 resists buckling, and an increase in punching yield strength and an increase in restraint force can be expected. In FIG. 1, the broken line indicates the punching line PL of the concrete or mortar 5.

この実施形態では、定着用鋼材６が孔あき鋼板ジベルからなるので、その孔あき形状によってコンクリートまたはモルタルとの一体性がより高められる。図１において、一点鎖線で囲んだ部分は、コンリートまたはモルタル５が定着用鋼材６へ定着して一体に挙動を示す領域を示す。定着用鋼材６が孔あき鋼板ジベルからなるので、図１に矢印で示すように溝形鋼材４が受ける面外方向の力Ｐに対して、前記定着用鋼材６が支点となって溝形鋼材４が連梁的な挙動となる。これにより、溝形鋼材４に作用する曲げ応力が低減され、仮想線で示すようにウェブ部４ａでの曲げ変形を低減でき、この曲げ変形に起因する芯材２２の座屈を防止できる。このように、定着用鋼材６を接合したことで、拘束材３の座屈拘束力増加が可能となる。そのため、拘束力増加の目的で拘束材３のコンリートまたはモルタル５の断面寸法を大きくする必要がなく、重量増大が抑えられる。要定着用鋼材６を設けたことによる重量増は生じるが、コンクリートまたはモルタル５を増やす場合に比べて僅かな重量増で済む。 In this embodiment, since the fixing steel material 6 is made of a perforated steel plate gibber, the perforated shape further enhances the integrity with concrete or mortar. In FIG. 1, a portion surrounded by an alternate long and short dash line indicates a region where the concrete or mortar 5 is fixed to the fixing steel material 6 and integrally behaves. Since the fixing steel material 6 is made of a perforated steel plate gibber, the fixing steel material 6 serves as a fulcrum against the force P in the out-of-plane direction received by the grooved steel material 4 as shown by an arrow in FIG. 4 is a beam-like behavior. Thereby, the bending stress which acts on the channel steel material 4 is reduced, and the bending deformation in the web part 4a can be reduced as shown by the phantom line, and the buckling of the core material 22 due to this bending deformation can be prevented. In this manner, by joining the fixing steel material 6, the buckling restraining force of the restraining material 3 can be increased. For this reason, it is not necessary to increase the sectional dimensions of the concrete of the constraining material 3 or the mortar 5 for the purpose of increasing the constraining force, thereby suppressing an increase in weight. Although an increase in weight occurs due to the provision of the steel material 6 for fixing required, a slight increase in weight is sufficient as compared with the case where the concrete or mortar 5 is increased.

このように、上記構成の座屈拘束ブレース１によると、エネルギーの吸収性の向上と拘束材の座屈拘束力の増大を図りながら、重量の増加を抑えることができる。また、孔あき鋼板ジベルからなる定着用鋼材６は、定着性が優れるうえ、芯材２に達する高さを有するので、拘束材３の製作において、溝形鋼材４内にコンリートまたはモルタル５を充填するときに、溝形鋼材４に溶接された定着用鋼材６の高さを目安として、コンリートまたはモルタル５を適正に充填できる。 Thus, according to the buckling restraint brace 1 having the above-described configuration, it is possible to suppress an increase in weight while improving energy absorbability and increasing the buckling restraining force of the restraining material. Further, the fixing steel material 6 made of a perforated steel plate gibbel has excellent fixing properties and has a height that reaches the core material 2, and therefore, in manufacturing the restraint material 3, the grooved steel material 4 is filled with a concrete or mortar 5. In this case, the concrete or mortar 5 can be appropriately filled with the height of the fixing steel material 6 welded to the channel steel material 4 as a guide.

図３は、この発明の他の実施形態を示す。この実施形態の座屈拘束ブレース１は、図１および図２に示した実施形態において、定着用鋼材６として孔あき鋼板ジベルに代えて鉄筋を用いている。この鉄筋には、外周面に、円周方向複数箇所に突出した節部や長手方向に沿うリブ（いずれも図示せず）を有する異形鉄筋を用いる。この鉄筋として、丸鋼を用いてても良い。この鉄筋からなる定着用鋼材６は、溝形鋼材４に溶接に接合される。その他の構成は先の実施形態の場合と同様である。
この実施形態の場合にも、コンリートまたはモルタル５が定着用鋼材６である鉄筋と一体となって鉄筋コンクリート的な挙動を示すので、拘束材３の座屈拘束力増加が可能となる。鉄筋からなる定着用鋼材６が丸鋼である場合は、拘束材３の溝形鋼材４の局部耐力を向上させる効果が主となるが、異形鉄筋の場合は、上記局部耐力の向上に加え、付着による上記一体化の効果がより効果的となる。 FIG. 3 shows another embodiment of the present invention. The buckling restraint brace 1 of this embodiment uses a reinforcing bar instead of the perforated steel plate gibber as the fixing steel material 6 in the embodiment shown in FIGS. 1 and 2. As the reinforcing bar, a deformed reinforcing bar having a node protruding at a plurality of circumferential positions and a rib (not shown) along the longitudinal direction is used on the outer peripheral surface. Round steel may be used as this reinforcing bar. The fixing steel material 6 made of this reinforcing bar is joined to the groove steel material 4 by welding. Other configurations are the same as those in the previous embodiment.
Also in this embodiment, the concrete or mortar 5 is integrated with the reinforcing steel which is the fixing steel material 6 and exhibits a reinforced concrete behavior, so that the buckling restraining force of the restraining material 3 can be increased. When the fixing steel material 6 made of reinforcing steel is a round steel, the main effect is to improve the local yield strength of the channel steel material 4 of the restraint material 3, but in the case of a deformed reinforcing steel, in addition to the improvement of the local strength, The above-described integration effect due to adhesion becomes more effective.

なお、前記各実施形態では、いずれも定着用鋼材６を１本としたが、定着用鋼材６を溝形鋼材４のウェブ部４ａの幅方向複数箇所に設けても良い。 In each of the embodiments described above, the number of the fixing steel materials 6 is one, but the fixing steel materials 6 may be provided at a plurality of positions in the width direction of the web portion 4a of the channel steel material 4.

図４，図５は、さらに他の実施形態を示す。この実施形態の座屈拘束ブレース１は、図１および図２に示した実施形態において、図３に示す実施形態と同様の鉄筋を定着用鋼材６として用いている。この鉄筋からなる定着用鋼材６は、拘束材３の幅方向に延び、拘束材３の長さ方向に一定の間隔を開けて並べられている。定着用鋼材６を並べるピッチは、例えば１００〜１５０mmの範囲とされる。この鉄筋からなる定着用鋼材６を並べる範囲は、芯材２の幅狭部２Ａの全長以上で、拘束材３の全長以下であり、この例では拘束材３における継手となる両端部２Ｂを除く範囲の全体またはそれ以下とされている。各定着用鋼材６の長さは、芯材２の狭幅部２Ａの幅よりも長くされている。定着用鋼材６は、溝形鋼材４に溶接に接合される。その他の構成は図１〜図２に示す第１の実施形態と同様である。 4 and 5 show still another embodiment. The buckling restrained brace 1 of this embodiment uses the same reinforcing bar as that of the embodiment shown in FIG. 3 as the fixing steel material 6 in the embodiment shown in FIGS. The fixing steel materials 6 made of reinforcing bars extend in the width direction of the restraint material 3 and are arranged at a certain interval in the length direction of the restraint material 3. The pitch at which the fixing steel materials 6 are arranged is, for example, in the range of 100 to 150 mm. The range in which the fixing steel materials 6 made of reinforcing bars are arranged is not less than the entire length of the narrow portion 2A of the core material 2 and not more than the entire length of the restraint material 3. In this example, both end portions 2B serving as joints in the restraint material 3 are excluded. The entire range or less. The length of each fixing steel material 6 is longer than the width of the narrow width portion 2 </ b> A of the core material 2. The fixing steel material 6 is joined to the channel steel material 4 by welding. Other configurations are the same as those of the first embodiment shown in FIGS.

この構成の場合にも、コンリートまたはモルタル５が定着用鋼材６である鉄筋と一体となって鉄筋コンクリート的な挙動を示すので、拘束材３の座屈拘束力増加が可能となる。また、拘束材３のコンリートまたはモルタル５は、経年により、また過大な荷重の作用によって、長さ方向に沿うひび割れが、狭幅部２Ａの側縁を起点として、例えば前記パンチングラインＰＬ（図１）に沿って生じることがあるが、上記のように定着用鋼材６が芯材２の狭幅部２Ａの幅よりも長く幅方向に延びていると、ひび割れ部分に跨がるように定着用鋼材６が位置してコンクリートまたはモルタルと定着されている状態となる。そのため、長さ方向に沿うひび割れ対して効果的に拘束材３が補強される。なお、この実施形態においても、鉄筋からなる定着用鋼材６が丸鋼である場合は、拘束材３の溝形鋼材４の局部耐力を向上させる効果が主となるが、異形鉄筋の場合は、上記局部耐力の向上に加え、付着による上記一体化の効果がより効果的となる。 Even in this configuration, the concrete or mortar 5 is integrated with the reinforcing steel that is the fixing steel material 6 and behaves like a reinforced concrete, so that the buckling restraining force of the restraining material 3 can be increased. Further, the concrete or mortar 5 of the constraining material 3 has cracks along the length direction due to aging and the action of an excessive load, for example, the punching line PL (FIG. 1) starting from the side edge of the narrow width portion 2A. However, if the fixing steel material 6 extends in the width direction longer than the width of the narrow width portion 2A of the core material 2 as described above, the fixing steel material 6 extends over the cracked portion. The steel material 6 is positioned and fixed with concrete or mortar. Therefore, the restraint material 3 is effectively reinforced against cracks along the length direction. Even in this embodiment, when the fixing steel material 6 made of reinforcing steel is a round steel, the effect of improving the local proof stress of the grooved steel material 4 of the restraining material 3 is main, but in the case of a deformed reinforcing steel, In addition to the improvement of the local yield strength, the effect of the integration due to adhesion becomes more effective.

図６，図７は、さらに他の実施形態を示す。この実施形態の座屈拘束ブレース１は、図１および図２に示した実施形態において、図３や図４，５に示す実施形態と同様に鉄筋を定着用鋼材６として鉄筋を用いている。この実施形態では、鉄筋からなる定着用鋼材６は、拘束材３の長さ方向に延びる鉄筋６Ａと、幅方向に延びる鉄筋６Ｂとが網状に、つまりワイヤーメッシュ状に組まれたものを用いている。この定着用鋼材６を配置する拘束材３の長さ方向の範囲は、芯材２の幅狭部２Ａの全長以上で、拘束材３の全長以下であり、この例では拘束材３における継手となる両端部２Ｂを除く範囲の全体またはそれ以下とされている。定着用鋼材６の幅方向の範囲は、芯材２の狭幅部２Ａの幅よりも長い範囲とされている。幅方向に延びる鉄筋６Ｂを並べるピッチは、例えば１００〜１５０mmの範囲とされる。長さ方向に延びる鉄筋６Ａは、複数本、例えば２〜４本程度であり、この例では３本とされている。長さ方向に延びる鉄筋６Ａの配列ピッチは、例えば１００〜１５０mmの範囲とされる。定着用鋼材６は、溝形鋼材４に溶接に接合される。長さ方向に延びる鉄筋６Ａと幅方向に延びる鉄筋６Ｂとの相互間は、この例では溶接等で接合しているが、必ずしも互いに接合しなくても良い。 6 and 7 show still another embodiment. The buckling restraint brace 1 of this embodiment uses a reinforcing bar as the fixing steel material 6 in the embodiment shown in FIGS. 1 and 2 as in the embodiment shown in FIGS. 3 and 4 and 5. In this embodiment, the fixing steel material 6 made of a reinforcing bar uses a rebar 6A extending in the length direction of the restraining material 3 and a reinforcing bar 6B extending in the width direction assembled in a net shape, that is, in a wire mesh shape. Yes. The range in the length direction of the restraint material 3 on which the fixing steel material 6 is disposed is not less than the entire length of the narrow portion 2A of the core material 2 and not more than the entire length of the restraint material 3. In this example, The entire range excluding the two end portions 2B or less. The range of the fixing steel material 6 in the width direction is a range longer than the width of the narrow width portion 2 </ b> A of the core material 2. The pitch for arranging the reinforcing bars 6B extending in the width direction is, for example, in the range of 100 to 150 mm. There are a plurality of reinforcing bars 6A extending in the length direction, for example, about 2 to 4, and in this example, there are three. The arrangement pitch of the reinforcing bars 6A extending in the length direction is, for example, in the range of 100 to 150 mm. The fixing steel material 6 is joined to the channel steel material 4 by welding. The reinforcing bars 6A extending in the length direction and the reinforcing bars 6B extending in the width direction are joined by welding or the like in this example, but may not necessarily be joined to each other.

この構成の場合にも、コンリートまたはモルタル５が定着用鋼材６である鉄筋と一体となって鉄筋コンクリート的な挙動を示すので、拘束材３の座屈拘束力増加が可能となる。また、この例も、コンリートまたはモルタル５が芯材２の狭幅部２Ａの側縁に沿う長さ方向のひび割れが生じても、ひび割れ部分に跨がるように鉄筋６Ｂが存在するため、ひび割れ対して効果的に拘束材３が補強される。この実施形態においても、鉄筋からなる定着用鋼材６が丸鋼である場合は、拘束材３の溝形鋼材４の局部耐力を向上させる効果が主となるが、異形鉄筋の場合は、上記局部耐力の向上に加え、付着による上記一体化の効果がより効果的となる。 Even in this configuration, the concrete or mortar 5 is integrated with the reinforcing steel that is the fixing steel material 6 and behaves like a reinforced concrete, so that the buckling restraining force of the restraining material 3 can be increased. In this example as well, even if the concrete or mortar 5 is cracked in the length direction along the side edge of the narrow width portion 2A of the core material 2, the reinforcing bar 6B is present so as to straddle the cracked portion. In contrast, the restraining material 3 is effectively reinforced. Also in this embodiment, when the fixing steel material 6 made of reinforcing steel is a round steel, the effect of improving the local strength of the grooved steel material 4 of the restraining material 3 is mainly. In addition to the improvement in yield strength, the above-described integration effect due to adhesion becomes more effective.

図８（Ａ）〜（Ｂ）は、それぞれ、この発明のさらに他の実施形態にかかる座屈拘束ブレースにおける拘束材３の、鉄筋からなる定着用鋼材６の各例を示す。鉄筋には、上記各実施形態と同様に、異形鉄筋または丸鋼が用いられる。特に説明した事項の他は、図３〜図７の各実施形態と同様である。
同図（Ａ）の例は、鉄筋からなる定着用鋼材６として、台形の波形の鉄筋６Ｃを用いている。この波形の鉄筋６Ｃの長さ方向の範囲は、芯材２の幅狭部２Ａの全長以上で、拘束材３の全長以下であり、この例では拘束材３のほぼ全長に渡る範囲とされている。波形の鉄筋６Ｃの幅方向の範囲は、芯材２の狭幅部２Ａの幅よりも長い範囲であり、この例では拘束材３の略全幅に渡る範囲とされている。 FIGS. 8A to 8B show examples of the fixing steel material 6 made of reinforcing steel of the restraining material 3 in the buckling restraining brace according to still another embodiment of the present invention. As in the above embodiments, deformed bars or round steel are used for the reinforcing bars. Other than the matters described in particular, this embodiment is the same as the embodiments of FIGS.
In the example of FIG. 6A, a trapezoidal corrugated reinforcing bar 6C is used as the fixing steel material 6 made of reinforcing steel. The range of the corrugated reinforcing bar 6C in the length direction is not less than the entire length of the narrow portion 2A of the core material 2 and not more than the entire length of the restraint material 3. In this example, the range covers almost the entire length of the restraint material 3. Yes. The range in the width direction of the corrugated reinforcing bar 6C is a range longer than the width of the narrow portion 2A of the core material 2, and in this example, the range extends over substantially the entire width of the restraint material 3.

同図（Ｂ）の例は、定着用鋼材６として、同図（Ａ）に示した台形の波形の鉄筋６Ｃに加えて、直線状の鉄筋６Ｄを、拘束材３の幅方向の中央に設けている。
同図（Ｃ）の例は、定着用鋼材６として、同図（Ａ）に示した台形の波形の鉄筋６Ｃを互いに波山が反対側となるように２本設け、かつ直線状の鉄筋６Ｄを、拘束材３の幅方向の中央に設けている。 In the example of FIG. 5B, as the fixing steel material 6, in addition to the trapezoidal corrugated reinforcing bar 6C shown in FIG. ing.
In the example of FIG. 6C, as the fixing steel material 6, two trapezoidal corrugated reinforcing bars 6C shown in FIG. 5A are provided so that the wave peaks are opposite to each other, and a linear reinforcing bar 6D is provided. The restraint member 3 is provided at the center in the width direction.

これら図８（Ａ）〜（Ｃ）の例において、定着用鋼材６となる各鉄筋６Ｃ，６Ｄは、いずれも拘束材３の溝形鋼材４のウェブ部内面に溶接等で接合される。鉄筋６Ｃ，６Ｄが互いに交わる部分おいて、鉄筋６Ｃ〜６Ｄは相互に溶接しても、また互いの接合は行わなくても良い。 8A to 8C, each of the reinforcing bars 6C and 6D to be the fixing steel material 6 is joined to the inner surface of the web portion of the channel steel material 4 of the restraint material 3 by welding or the like. In the portion where the reinforcing bars 6C and 6D cross each other, the reinforcing bars 6C to 6D may be welded to each other or may not be joined to each other.

この構成の場合にも、コンリートまたはモルタル５が定着用鋼材６である鉄筋と一体となって鉄筋コンクリート的な挙動を示すので、拘束材３の座屈拘束力増加が可能となる。また、この例も、コンリートまたはモルタル５が芯材２の狭幅部２Ａの側縁に沿う長さ方向のひび割れが生じても、ひび割れ部分に跨がるように鉄筋６Ｂが存在するため、ひび割れ対して効果的に拘束材３が補強される。 Even in this configuration, the concrete or mortar 5 is integrated with the reinforcing steel that is the fixing steel material 6 and behaves like a reinforced concrete, so that the buckling restraining force of the restraining material 3 can be increased. In this example as well, even if the concrete or mortar 5 is cracked in the length direction along the side edge of the narrow width portion 2A of the core material 2, the reinforcing bar 6B is present so as to straddle the cracked portion. In contrast, the restraining material 3 is effectively reinforced.

１…座屈拘束ブレース
２…芯材
２Ａ…幅狭部
２ａ…切欠部
３…拘束材
４…溝形鋼材
４ａ…ウェブ部
５…コンリートまたはモルタル
６…定着用鋼材
６Ａ〜６Ｄ…鉄筋
DESCRIPTION OF SYMBOLS 1 ... Buckling restraint brace 2 ... Core material 2A ... Narrow part 2a ... Notch part 3 ... Restraint material 4 ... Channel-shaped steel material 4a ... Web part 5 ... Concrete or mortar 6 ... Fixing steel materials 6A-6D ... Reinforcing bar

Claims

芯材と、この芯材の両面に沿って配置した一対の拘束材とを有し、前記芯材は、長さ方向中間部が両側に長さ方向に沿う切欠部を有する狭幅部とされ、前記一対の拘束材は、それぞれ前記芯材側が開口した溝形鋼材と、この溝形鋼材内に充填したコンクリートまたはモルタルとで構成される座屈拘束ブレースにおいて、
前記拘束材における前記溝形鋼材のウェブ部内面に、少なくとも前記狭幅部の全長に渡って定着用鋼材を配置し、この定着用鋼材を前記ウェブ部内面に接合したことを特徴とする座屈拘束ブレース。 A core member and a pair of restraining members disposed along both sides of the core member, and the core member is a narrow portion having a longitudinal intermediate portion having a cutout portion along the length direction on both sides. In the buckling restraint brace composed of a grooved steel material having an opening on the core material side and concrete or mortar filled in the grooved steel material,
A buckling characterized in that a fixing steel material is disposed on at least the entire length of the narrow width portion on the inner surface of the web portion of the channel steel in the restraint material, and the fixing steel material is joined to the inner surface of the web portion. Restraint brace.

請求項１において、前記定着用鋼材が孔あき鋼板ジベルである座屈拘束ブレース。 The buckling-restraining brace according to claim 1, wherein the fixing steel material is a perforated steel plate gibber.

請求項２において、前記孔あき鋼板ジベルは前記芯材に達す高さを有する座屈拘束ブレース。 3. The buckling restraint brace according to claim 2, wherein the perforated steel plate gibber has a height that reaches the core member.

請求項１において、前記定着用鋼材が鉄筋である座屈拘束ブレース。 The buckling restrained brace according to claim 1, wherein the fixing steel material is a reinforcing bar.

請求項１ないし請求項４のいずれか１項において、前記定着用鋼材は、前記芯材の前記狭幅部の幅よりも長く幅方向に延びる座屈拘束ブレース。
5. The buckling-restraining brace according to claim 1, wherein the fixing steel material extends in a width direction longer than a width of the narrow portion of the core material.