JP6246464B2 - Buckling-restrained brace and seismic reinforcement structure using the same - Google Patents

Buckling-restrained brace and seismic reinforcement structure using the same Download PDF

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JP6246464B2
JP6246464B2 JP2012237433A JP2012237433A JP6246464B2 JP 6246464 B2 JP6246464 B2 JP 6246464B2 JP 2012237433 A JP2012237433 A JP 2012237433A JP 2012237433 A JP2012237433 A JP 2012237433A JP 6246464 B2 JP6246464 B2 JP 6246464B2
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JP2014088657A (en
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温子 長濱
温子 長濱
貴久 森
貴久 森
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Daiwa House Industry Co Ltd
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この発明は、座屈拘束ブレースおよびこれを用いて補強する既存建物の耐震補強構造に関する。   The present invention relates to a buckling-restrained brace and a seismic reinforcement structure for an existing building that is reinforced using the same.

従来、RC造(鉄筋コンクリート造)建物やSRC造(鉄骨鉄筋コンクリート造)建物の耐震補強方法として、鉄骨枠付ブレースによる補強方法が多く用いられている。この耐震補強方法には、以下のような特徴がある。
・RC壁を増打ちして耐震補強する場合に比べて、閉塞間を低減できる。
・既存建物躯体に鉄骨枠付ブレースを接合する場合には、後施工アンカーと頭付きスタッドを用いモルタル充填を行う間接接合が多く採用される。
Conventionally, as a seismic reinforcement method for RC structures (steel reinforced concrete structures) and SRC structures (steel reinforced concrete structures), a reinforcement method using braces with a steel frame is often used. This seismic reinforcement method has the following characteristics.
・ It is possible to reduce the gap between the blocks as compared with the case where the RC walls are reinforced and seismic strengthened.
・ When joining braces with steel frames to existing building frames, indirect joining is often used in which mortar filling is performed using post-installed anchors and studs with heads.

しかし、上記した従来の耐震補強方法のように、後施工アンカーを用いて既存建物躯体へ鉄骨枠付ブレースを間接接合するのでは、施工において、以下の問題が生じる。
・後施工アンカーを打設するときに、騒音、振動、粉塵が発生する。すなわち、ブレースに引っ張り力を負担させる場合、既存建物躯体との応力伝達を確実に行うために、後施工アンカーを多数用いたり、深く埋め込む必要がある。そのため、後施工アンカーを打設するときの、騒音、振動、粉塵発生の問題が大きい。
・アンカー打設は、既存建物躯体の鉄筋の配筋状況に施工性が左右され、多くの時間を要する場合がある。
・型枠組立、無収縮モルタルの充填・養生、型枠解体の各作業を要するので、施工期間が長期化し、コストアップを招く。
However, when the brace with a steel frame is indirectly joined to the existing building frame using the post-construction anchor as in the conventional seismic reinforcement method described above, the following problems occur in the construction.
・ Noise, vibration and dust are generated when post-installed anchors are installed. That is, when a tensile force is applied to the brace, it is necessary to use a large number of post-installed anchors or to embed them deeply in order to reliably transmit stress to the existing building frame. Therefore, the problems of noise, vibration, and dust generation when placing post-installed anchors are large.
-Anchor placement may take a lot of time because the workability depends on the reinforcing bar arrangement of the existing building frame.
・ As each work of formwork assembly, filling / curing of non-shrink mortar, and formwork disassembly is required, the construction period becomes longer and costs increase.

そこで、これらの問題を解決するものとして、圧縮力のみを伝達する圧縮ブレースを用いることで接合部の簡素化を図ったものが提案されている(例えば特許文献1)。   In order to solve these problems, there has been proposed one that simplifies the joint by using a compression brace that transmits only the compression force (for example, Patent Document 1).

特許第4917168号公報Japanese Patent No. 4917168

上記圧縮ブレースを用いた補強方法は、圧縮ブレースが圧縮力のみを伝達するブレースであることから、2本の圧縮ブレースを1組として用いることが望ましい補強方法である。そのため、圧縮ブレースをはすかいに配置する場合は、従来の枠付鉄骨ブレースを用いた補強方法の場合に比べて、補強する耐力壁面である補強構面が2倍必要になる。既存建物を補強する場合、補強可能な構面数は限られている場合もあり、必要構面数が多くなる上記補強方法では対応できない。例えば、補強構面が増えると開口の確保が難しくなり、また工期も長くなる。   Since the compression brace is a brace that transmits only a compression force, the reinforcement method using the compression brace is a reinforcement method that desirably uses two compression braces as a set. Therefore, in the case where the compression brace is arranged in a short distance, the reinforcing structure which is a load-bearing wall surface to be reinforced is required twice as compared with the case of the reinforcing method using the conventional steel brace with a frame. When reinforcing an existing building, the number of structural surfaces that can be reinforced may be limited, and the above-described reinforcing method that increases the number of necessary structural surfaces cannot be used. For example, when the reinforcing structure increases, it becomes difficult to secure the opening, and the construction period becomes longer.

この発明の目的は、基本的には圧縮力の負担を行いながら引っ張り力も負担できて、少ない補強構面数で既存建物の補強が行え、既存建物との接合部の簡素化、施工期間の短縮、施工に伴う騒音、振動、粉塵の問題も解消できる座屈拘束ブレースおよびこれを用いた既存建物の耐震補強構造を提供することである。   The purpose of the present invention is to be able to bear the tensile force while basically bearing the compressive force, reinforce the existing building with a small number of reinforcing structures, simplify the joint with the existing building, and shorten the construction period. The object is to provide a buckling-restrained brace that can solve the problems of noise, vibration, and dust associated with construction, and a seismic reinforcement structure for existing buildings using the same.

この発明の座屈拘束ブレースは、両端が建物の躯体に接合される芯材と、この芯材の両面に沿って配置されて前記芯材の座屈を拘束する一対の拘束材とを有し、前記芯材が、前記拘束材で拘束されている長さ方向の範囲で一対の分割芯材に分割された座屈拘束ブレースであって、前記芯材の両端に、前記躯体である柱と横架材とにそれぞれ接合されてこれら柱と横架材の相互間に生じる曲げ力を負担する躯体接合片が設けられ、前記芯材の両端間に作用する引っ張り力の一部を負担可能であり、前記躯体接合片が、前記芯材の一部で形成された芯材継手部と、この芯材継手部に設けられそれぞれ前記柱および横架材に接合される柱側および横架材側のエンドプレートとでなり、前記柱側のエンドプレートが、前記柱の前記芯材継手部側の側面とこの側面の両側に隣り合う側面との3つの側面を囲む断面コ字状であり、前記柱側の断面コ字状のエンドプレートは、前記柱の前記芯材継手部側の側面を覆う部分である中間部分で前記柱にボルトにより接合され、かつ前記中間部分と前記柱の前記芯材継手部側の側面との間にモルタルが介在する、ことを特徴とする。 The buckling restrained brace according to the present invention includes a core member whose both ends are joined to a building frame, and a pair of restraining members disposed along both sides of the core member to restrain the buckling of the core member. The core material is a buckling-restrained brace divided into a pair of split core materials in a lengthwise range constrained by the constraining material, and the pillars that are the casings at both ends of the core material; A frame joint piece that is bonded to the horizontal member and bears the bending force generated between these columns and the horizontal member is provided, and part of the tensile force acting between both ends of the core member can be provided. The core joint piece is formed of a part of the core material, the core material joint part, and the pillar side and the horizontal material side provided in the core material joint part and joined to the pillar and the horizontal material, respectively. The end plate on the column side is a side surface on the core joint portion side of the column. Ri U-shaped cross section der surrounding three sides of the side surface adjacent to both sides of this aspect, a U-shaped cross section of the end plate of the pillar side portion covering the core joint portion of the side surface of the pillar The intermediate portion is joined to the column by a bolt, and mortar is interposed between the intermediate portion and a side surface of the column on the core joint part side .

この構成によると、芯材が一対の分割芯材に分割されているため、基本的には圧縮ブレースとして機能する。しかし、前記躯体接合片における曲げ力の負担により、結果的に座屈拘束ブレースが躯体の引っ張り力の一部を負担することと同様の作用が得られる。この躯体接合片における曲げ力の負担と、前記芯材と拘束材との間に生じる摩擦力とで、芯材の両端間に作用する引っ張り力の一部を負担可能となる。このように、圧縮力を負担するだけでなく引つ張り力もある程度は負担するので、圧縮側だけでなく引っ張り側に対しても補強効果を発揮することができる。そのため、少ない座屈拘束ブレースにより、換言すると少ない補強構面数で建物の躯体を補強することができる。補強構面数を少なくすることで、工期短縮や建物を使用する際の開口確保等の自由度も高まる。また、座屈拘束ブレースの既存建物躯体との接合についても、通常の引っ張り力のみを負担するブレースに比べて、引っ張り力の負担が少ないため、躯体接合片が躯体から剥がれる方向の強度負担が軽減され、接合構造が簡素化できる。これにより、後施工に使用するボルト等のアンカーの本数も削減できるので、騒音、振動、粉塵の発生を抑えることができ、工期も短縮することができる。   According to this configuration, since the core material is divided into a pair of divided core materials, it basically functions as a compression brace. However, due to the burden of the bending force on the frame joint piece, the same effect as that of the case where the buckling restraint brace bears a part of the tensile force of the frame is obtained. A part of the tensile force acting between both ends of the core material can be borne by the load of the bending force in the frame joint piece and the frictional force generated between the core material and the restraining material. In this way, not only the compression force is borne but also the tensile force is borne to some extent, the reinforcing effect can be exerted not only on the compression side but also on the tension side. For this reason, it is possible to reinforce the building frame with a small number of buckling restraint braces, in other words, with a small number of reinforcing structures. By reducing the number of reinforcing structures, the degree of freedom such as shortening the construction period and securing the opening when using the building is increased. Also, the joint of the buckling restrained brace with the existing building frame is less in tension than the brace that only bears the normal pulling force, reducing the strength burden in the direction in which the frame joining piece peels off the frame. Thus, the joining structure can be simplified. Thereby, since the number of anchors, such as a volt | bolt used for post-construction, can also be reduced, generation | occurrence | production of a noise, a vibration, and dust can be suppressed, and a construction period can also be shortened.

この発明において、前記躯体接合片が、前記芯材の一部で形成されて先端縁の2辺が互いに直角を成しそれぞれ前記柱および横架材に沿う形状の芯材継手部と、この芯材継手部の前記2辺に沿って立ち上がりそれぞれ前記柱および横架材に接合される柱側および横架材側のエンドプレートとでなり、両エンドプレートの幅前記一対の拘束材の互いに背を向く面の間の幅よりも大きくても良い。
このように、両エンドプレートの幅を一対の拘束材の互いに背を向く面の間の幅よりも大きくすることで、前記躯体接合片における躯体の曲げ力の負担を大きくできて、引っ張り側に対しての補強効果をより大きく発揮することができる。
In the present invention, the frame joint piece is formed of a part of the core material, and the two ends of the edge are perpendicular to each other, and the core joint part has a shape along the pillar and the horizontal member, and the core. become in the pillar side and laterally placed material side end plate of each rising along the two sides of the wood joint is joined to said post and laterally placed member, back to each other of the end plates width of the pair of restraint material it may be much larger than the width between the surfaces facing.
In this way, by making the width of both end plates larger than the width between the surfaces of the pair of restraining materials facing each other, the burden of the bending force of the housing on the housing joint piece can be increased, and The reinforcement effect on the surface can be exhibited more greatly.

この発明において、前記柱側のエンドプレートに、前記柱に沿って延びるエンドプレート延長部設けられても良い。このように。柱側のエンドプレートに、柱に沿って延びるエンドプレート延長部を設けることで、座屈拘束ブレースの柱との接合部で曲げ耐力をより一層増大させることができ、補強効果をさらに高めることができる。 In this invention, the end plate extension part extended along the said pillar may be provided in the end plate of the said pillar side. in this way. By providing an end plate extension that extends along the column on the end plate on the column side, the bending strength can be further increased at the junction with the column of the buckling-restrained brace, and the reinforcing effect can be further enhanced. it can.

この発明の既存建物の耐震補強構造は、既存建物を座屈拘束ブレースで補強する構造であって、この発明の座屈拘束ブレース用いられ前記既存建物の補強することを特徴とする。
この既存建物の耐震補強構造によると、この発明の座屈拘束ブレースにつき前述したと同様に、少ない補強構面数で既存建物の補強が行え、既存建物との接合部の簡素化、施工期間の短縮、施工に伴う騒音、振動、粉塵の問題も解消できる。
Retrofit structure of the existing building of the invention, an existing building a structure for reinforcement by buckling-restrained braces, characterized in that the reinforcing of the existing buildings buckling restrained brace is used in the present invention.
According to the seismic reinforcement structure of the existing building, as described above for the buckling restraint brace of the present invention, the existing building can be reinforced with a small number of reinforcing structures, the joint with the existing building can be simplified, and the construction period can be reduced. The problem of noise, vibration and dust associated with shortening and construction can be solved.

この発明の座屈拘束ブレースは、両端が建物の躯体に接合される芯材と、この芯材の両面に沿って配置されて前記芯材の座屈を拘束する一対の拘束材とを有し、前記芯材が、前記拘束材で拘束されている長さ方向の範囲で一対の分割芯材に分割された座屈拘束ブレースであって、前記芯材の両端に、前記躯体である柱と横架材とにそれぞれ接合されてこれら柱と横架材の相互間に生じる曲げ力を負担する躯体接合片が設けられ、前記芯材の両端間に作用する引っ張り力の一部を負担可能であり、前記躯体接合片が、前記芯材の一部で形成された芯材継手部と、この芯材継手部に設けられそれぞれ前記柱および横架材に接合される柱側および横架材側のエンドプレートとでなり、前記柱側のエンドプレートが、前記柱の前記芯材継手部側の側面とこの側面の両側に隣り合う側面との3つの側面を囲む断面コ字状であり、前記柱側の断面コ字状のエンドプレートは、前記柱の前記芯材継手部側の側面を覆う部分である中間部分で前記柱にボルトにより接合され、かつ前記中間部分と前記柱の前記芯材継手部側の側面との間にモルタルが介在するため、基本的には圧縮力の負担を行いながら引っ張り力も負担できて、少ない補強構面数で既存建物の補強が行え、既存建物との接合部の簡素化、施工期間の短縮、施工に伴う騒音、振動、粉塵の問題も解消できる。
この発明の既存建物の耐震補強構造は、既存建物の補強にこの発明の座屈拘束ブレースを用いたため、少ない補強構面数で既存建物の補強が行え、既存建物との接合部の簡素化、施工期間の短縮、施工に伴う騒音、振動、粉塵の問題も解消できる。
The buckling restrained brace according to the present invention includes a core member whose both ends are joined to a building frame, and a pair of restraining members disposed along both sides of the core member to restrain the buckling of the core member. The core material is a buckling-restrained brace divided into a pair of split core materials in a lengthwise range constrained by the constraining material, and the pillars that are the casings at both ends of the core material; A frame joint piece that is bonded to the horizontal member and bears the bending force generated between these columns and the horizontal member is provided, and part of the tensile force acting between both ends of the core member can be provided. The core joint piece is formed of a part of the core material, the core material joint part, and the pillar side and the horizontal material side provided in the core material joint part and joined to the pillar and the horizontal material, respectively. The end plate on the column side is a side surface on the core joint portion side of the column. Ri U-shaped cross section der surrounding three sides of the side surface adjacent to both sides of this aspect, a U-shaped cross section of the end plate of the pillar side portion covering the core joint portion of the side surface of the pillar Since the mortar is interposed between the intermediate portion and the side surface of the pillar on the side of the core joint portion, the middle portion is basically a load of compressive force. The existing building can be reinforced with a small number of reinforced structures because it can bear the pulling force, simplifying the joints with the existing building, shortening the construction period, and solving noise, vibration, and dust problems associated with construction.
The seismic reinforcement structure of the existing building of the present invention uses the buckling restrained brace of the present invention to reinforce the existing building, so that the existing building can be reinforced with a small number of reinforcing structures, and the joint with the existing building is simplified, The construction period can be shortened, and noise, vibration and dust problems associated with construction can be solved.

この発明の基礎となる提案例に係る座屈拘束ブレースを用いた建物躯体の耐震補強構造を示す正面図である。It is a front view which shows the earthquake-proof reinforcement structure of the building frame using the buckling restraint brace which concerns on the proposal example used as the foundation of this invention. 同座屈拘束ブレースの外観斜視図および断面図である。It is the external appearance perspective view and sectional drawing of the buckling restraint brace. (A)は座屈拘束ブレースの圧縮時の断面図、(B)は同座屈拘束ブレースの引っ張り時の断面図である。(A) is sectional drawing at the time of compression of a buckling restraint brace, (B) is sectional drawing at the time of the tension | pulling of the buckling restraint brace. (A)は座屈拘束ブレースの他の構成例の圧縮時の断面図、(B)は同座屈拘束ブレースの引っ張り時の断面図である。(A) is sectional drawing at the time of compression of the other structural example of a buckling restraint brace, (B) is sectional drawing at the time of the tension | pulling of the buckling restraint brace. 座屈拘束ブレースのさらに他の構成例の部分斜視図である。It is a fragmentary perspective view of the further another structural example of a buckling restraint brace. 座屈拘束ブレースの芯材の分割側端部の表面に補強板がない場合の圧縮時の芯ズレの説明図である。It is explanatory drawing of the core shift | offset | difference at the time of compression when there is no reinforcement board in the surface of the division | segmentation side edge part of the core material of a buckling restraint brace. 座屈拘束ブレースの建物躯体への取付状態を示す部分拡大正面図および部分拡大断面図である。It is the partial expanded front view and partial expanded sectional view which show the attachment state to the building frame of a buckling restraint brace. この座屈拘束ブレースを用いた補強構造の建物躯体と補強を行わない建物躯体とを比較して行った水平加力実験結果を示すグラフである。It is a graph which shows the horizontal force experiment result which compared the building frame of the reinforcement structure using this buckling restraint brace, and the building frame which does not reinforce. 他の提案例の座屈拘束ブレースの建物躯体への取付状態を示す部分拡大正面図および部分拡大断面図である。It is the partial expanded front view and partial expanded sectional view which show the attachment state to the building frame of the buckling restraint brace of another proposal example . この発明の一実施形態の座屈拘束ブレースの建物躯体への取付状態を示す部分拡大正面図および部分拡大断面図である。 It is the partial expanded front view and partial expanded sectional view which show the attachment state to the building frame of the buckling restraint brace of one Embodiment of this invention . さらに他の提案例の座屈拘束ブレースの建物躯体への取付状態を示す部分拡大断面図である。It is a partial expanded sectional view which shows the attachment state to the building frame of the buckling restraint brace of another proposal example . の実施形態の座屈拘束ブレースの建物躯体への取付状態を示す部分拡大断面図である。 It is a partial expanded sectional view which shows the attachment state to the building frame of the buckling restraint brace of other embodiment.

この発明の基礎となる提案例を図1ないし図8と共に説明する。図1は、この提案例の座屈拘束ブレース2を用いた既存建物躯体1の耐震補強構造を示す正面図である。同図に示すように、建物躯体1では、隣り合う2本の柱20A,20B間に横架材である上下の梁30A,30Bが横架されている。建物躯体1はRC造またはSRC造である。下側の横架材となる梁30Bは、布基礎や基礎梁等の基礎であっても良い。座屈拘束ブレース2は、片方の柱20Aと下側の梁30Bとの隅部から、もう片方の柱20Bと上側の梁30Aとの隅部に渡ってはすかいに設ける。 An example of a proposal which is the basis of the present invention will be described with reference to FIGS. FIG. 1 is a front view showing a seismic reinforcement structure of an existing building frame 1 using a buckling restrained brace 2 of this proposed example . As shown in the figure, in the building frame 1, upper and lower beams 30A and 30B, which are horizontal members, are horizontally mounted between two adjacent columns 20A and 20B. The building housing 1 is RC or SRC. The beam 30B serving as the lower horizontal member may be a foundation such as a cloth foundation or a foundation beam. The buckling-restraining brace 2 is provided so as to extend from the corner between one column 20A and the lower beam 30B to the corner between the other column 20B and the upper beam 30A.

前記座屈拘束ブレース2は建物躯体1に加わる水平力に抵抗する部材であって、図2に示すように、芯材3とこの芯材3の両面に沿って配置されて芯材3の座屈を拘束する一対の拘束材4,4とを有する。芯材3は、帯状の平鋼板であり、SN材(建築構造用圧延鋼材)や、LYP材(極低降伏点鋼材)等の降伏点の低い鉄鋼材料からなる。
拘束材4は、例えば芯材3に向けて開口する溝形鋼材5内にモルタルまたはコンクリート6を充填して構成される。芯材3と拘束材4との間には粘性弾性体からなるアンボンド材9が介在させてある。芯材3の両側面には、対向する一対の拘束材4,4の間の隙間を確保するスペーサ19が介在させてある。スペーサ19は、線状の鋼材またはゴム材等からなるが、省略しても良い。
The buckling restrained brace 2 is a member that resists a horizontal force applied to the building housing 1, and is disposed along both the core material 3 and both surfaces of the core material 3 as shown in FIG. It has a pair of restraining materials 4 and 4 for restraining bending. The core material 3 is a strip-shaped flat steel plate, and is made of a steel material having a low yield point, such as an SN material (rolled steel material for building structures) or an LYP material (very low yield point steel material).
The restraint material 4 is configured by filling a mortar or concrete 6 in a channel steel material 5 that opens toward the core material 3, for example. An unbond material 9 made of a viscous elastic body is interposed between the core material 3 and the restraint material 4. Spacers 19 are provided on both side surfaces of the core material 3 to secure a gap between the pair of constraining materials 4 and 4 facing each other. The spacer 19 is made of a linear steel material or rubber material, but may be omitted.

芯材3の両端には、躯体接合片10が設けられている。これら躯体接合片10は、座屈拘束ブレース2を建物躯体1に接合する部分であるが、前記柱20A,20Bと梁30A,30Bとにそれぞれ接合されて、これら柱20A,20Bと梁30A,30Bの相互間に生じる曲げ力を負担する機能を有する。この躯体接合片10は、芯材3の一部で形成されて先端縁の2辺が互いに直角を成しそれぞれ前記柱20A,20Bおよび梁30A,30Bに沿う形状の芯材継手部3aと、この芯材継手部3aの前記2辺に沿って前記芯材継手部3aに垂直に設けられそれぞれ前記柱20A,20Bおよび梁30A,30Bに接合される柱側および梁側のエンドプレート11,12とでなる。両辺のエンドプレート11,12は、互いに折れ曲がって互いに連続しており、また芯材継手部3aの表裏両面に突出している。芯材継手部3aには、両面に長手方向に沿って補強リブ3aaが設けられ、補強リブ3aaは拘束材4の溝形鋼材5の端部付近に設けられたスリット部から突出している。前記両エンドプレート11,12の幅H1は、前記一対の拘束材4,4の互いに背を向く面の間の幅H2よりも大きくされている。これらエンドプレート11,12には複数のボルト挿通孔(図2には図示せず)が設けられている。   At both ends of the core material 3, the housing joint pieces 10 are provided. These frame joint pieces 10 are portions for joining the buckling restraint brace 2 to the building frame 1, and are joined to the columns 20A and 20B and the beams 30A and 30B, respectively, and the columns 20A and 20B and the beams 30A and 30A, respectively. It has a function to bear the bending force generated between 30B. The housing joint piece 10 is formed of a part of the core material 3 and has two cores having a right angle with each other, and a core material joint portion 3a having a shape along the pillars 20A and 20B and the beams 30A and 30B. The column-side and beam-side end plates 11, 12 provided perpendicular to the core-material joint 3a along the two sides of the core-joint 3a and joined to the columns 20A, 20B and the beams 30A, 30B, respectively. And become. The end plates 11 and 12 on both sides bend each other and are continuous with each other, and protrude from both the front and back surfaces of the core joint portion 3a. Reinforcing ribs 3aa are provided along the longitudinal direction on both surfaces of the core joint portion 3a, and the reinforcing ribs 3aa protrude from slit portions provided near the ends of the channel steel material 5 of the restraint material 4. The width H1 of both the end plates 11 and 12 is larger than the width H2 between the surfaces of the pair of restraining members 4 and 4 facing each other. The end plates 11 and 12 are provided with a plurality of bolt insertion holes (not shown in FIG. 2).

図3に示すように、芯材3は、拘束材4,4で挟まれた長さ範囲内における、長さ方向の途中部分、例えば中央で、一対の分割芯材3A,3Aに分割されている。これら一対の分割芯材3A,3Aの間には、長さ方向と垂直な鋼板7が、拘束材4に渡って介在させてある。図3の例では、前記鋼板7は、拘束材4の外側部材である溝形鋼材5に突き当たる位置まで、縦横とも延ばされている。拘束材4のモルタルまたはコンクリート6の部分は、鋼板7を介して左右に2分割される。
この他に図4のように、溝形鋼材5を突き切って拘束材4の外側に突出する位置まで鋼板7を延ばしても良い。この場合、拘束材4の全体が左右に2分割されることになる。
As shown in FIG. 3, the core material 3 is divided into a pair of split core materials 3A and 3A in the middle of the length direction within the length range sandwiched between the restraining materials 4 and 4, for example, at the center. Yes. A steel plate 7 perpendicular to the length direction is interposed between the pair of split core materials 3A and 3A across the restraint material 4. In the example of FIG. 3, the steel plate 7 is extended both vertically and horizontally to a position where it abuts against the channel steel material 5 that is the outer member of the restraint material 4. A portion of the mortar or concrete 6 of the restraint 4 is divided into left and right via a steel plate 7.
In addition to this, as shown in FIG. 4, the steel plate 7 may be extended to a position where the channel steel material 5 is cut through and protruded to the outside of the restraint material 4. In this case, the whole restraining material 4 is divided into left and right parts.

両分割芯材3Aの分割側端部の両面には、図5のように補強板8が溶接により接合されている。補強板8を設けた場合、前記アンボンド材9により被覆される部分は、両分割芯材3Aの両面における、前記補強板8の接合部を除く部分とするのが良い。   Reinforcing plates 8 are joined to both surfaces of the split side end portions of both split cores 3A by welding as shown in FIG. When the reinforcing plate 8 is provided, the portion covered with the unbond material 9 is preferably a portion excluding the joint portion of the reinforcing plate 8 on both surfaces of both split core materials 3A.

図3は、図1における座屈拘束ブレース2のIII − III矢視断面図を、圧縮時と引っ張り時に分けて示している。この座屈拘束ブレース2では、芯材3が長さ方向の途中部分で分割された一対の分割芯材3Aからなるため、図3(A)のように圧縮力の作用時には、両分割芯材3A,3Aの端部が鋼板7を介して突き当て状態となり、圧縮力の伝達が可能であるが、図3(B)のように引っ張り時には両分割芯材3A,3Aの端部が鋼板7から引き離されるので、分割芯材3Aの構造だけからでは引っ張り力を負担するのに十分ではない。ただし、次に挙げる2つの要因により、この座屈拘束ブレース2では、ある程度の引っ張り力を負担することができる。
(1) 芯材3・拘束材4間の摩擦とアンボンド材9の粘着力
(2) 座屈拘束ブレース2の両端における躯体接合片10による、建物の直角に隣合う柱20A,20Bと梁30A,30B間の曲げ力の負担。特に、躯体接合片10のエンドプレート11,12の幅H1を、一対の拘束材4,4の互いに背を向く面の間の幅H2よりも大きくした(H1>H2)ことによる、前記柱20A,20Bと梁30A,30B間の曲げ力の負担増大
なお、引張力の負担の割合は、前記エンドプレート11,12の幅H1を調整することにより調整可能である。
FIG. 3 shows a cross-sectional view taken along the line III-III of the buckling restrained brace 2 in FIG. 1 separately when compressed and pulled. In this buckling restrained brace 2, since the core material 3 is composed of a pair of divided core materials 3A divided in the middle in the length direction, both divided core materials are applied when a compressive force is applied as shown in FIG. The end portions of 3A and 3A are brought into contact with each other through the steel plate 7, and the compressive force can be transmitted. However, as shown in FIG. 3B, the end portions of both split core materials 3A and 3A are in the steel plate 7 when pulled. Therefore, the structure of the split core material 3A alone is not sufficient to bear the tensile force. However, due to the following two factors, the buckling restrained brace 2 can bear a certain amount of tensile force.
(1) Friction between core material 3 and restraint material 4 and adhesive strength of unbond material 9 (2) Columns 20A and 20B and beam 30A adjacent to each other at right angles to the building by frame joint pieces 10 at both ends of buckling restraint brace 2 , 30B bending force burden. In particular, the column 20A is obtained by making the width H1 of the end plates 11, 12 of the housing joint piece 10 larger than the width H2 between the surfaces of the pair of restraining members 4, 4 facing each other (H1> H2). , 20B and the load of bending force between the beams 30A, 30B is increased. The ratio of the load of tensile force can be adjusted by adjusting the width H1 of the end plates 11, 12.

このように一対の分割芯材3A,3Aは、作用荷重によって互いに突き当て状態となったり離れたりするが、両分割芯材3A,3Aの間に鋼板7を介在させているので、分割芯材3A,3Aの端面は鋼板7に当接する。そのため、芯材3に厚み方向のずれが生じても。そのずれによる影響を緩和し、確実な圧縮力の伝達が行える。鋼板7を拘束材4の外部まで突出させた図4の構成例の場合も同様である。   As described above, the pair of divided core members 3A and 3A are brought into contact with or separated from each other by the applied load, but the steel plate 7 is interposed between the two divided core members 3A and 3A. The end faces of 3A and 3A are in contact with the steel plate 7. Therefore, even if the core material 3 is displaced in the thickness direction. The effect of the deviation can be alleviated and reliable compression force can be transmitted. The same applies to the configuration example of FIG. 4 in which the steel plate 7 is protruded to the outside of the restraint material 4.

図1のA部を拡大して示す図7(A)のように、柱20Aと梁30Bと、座屈拘束ブレース2の下端における躯体接合片10の柱側および梁側のエンドプレート11,12との間にはモルタル13が充填され、これらエンドプレート11,12をホールインアンカー等のボルト14とナット15で柱20Aおよび梁30Bに接合することにより、座屈拘束ブレース2の下端が柱20Aと下側の梁30Bの交差する隅部に接合される。座屈拘束ブレース2の上端も上記と同様にして、柱20Bと上側の梁30Aの交差する隅部に接合され、既存建物躯体1が座屈拘束ブレース2を用いて補強される。   As shown in FIG. 7 (A), which is an enlarged view of part A in FIG. 1, the column 20A, the beam 30B, and the column-side and beam-side end plates 11 and 12 of the frame joint piece 10 at the lower end of the buckling restraint brace 2 are used. The mortar 13 is filled between the end plates 11 and 12, and the end plates 11 and 12 are joined to the column 20A and the beam 30B by bolts 14 and nuts 15 such as hole-in anchors, so that the lower end of the buckling restraint brace 2 is connected to the column 20A. Are joined to the intersecting corners of the lower beam 30B. In the same manner as described above, the upper end of the buckling restraint brace 2 is also joined to the intersecting corner of the column 20B and the upper beam 30A, and the existing building frame 1 is reinforced using the buckling restraint brace 2.

上記構成の座屈拘束ブレース2を用いた耐震補強構造によると、芯材3が一対の分割芯材3A,3Aに分割されているため、圧縮ブレースとして機能する。しかし、躯体接合片10における曲げ力の負担により、結果的に座屈拘束ブレース2が躯体の引っ張り力の一部を負担することと同様の作用が得られる。この躯体接合片10における曲げ力の負担と、前記芯材2と拘束材4との間に生じる摩擦力およびアンボンド材9の粘着力とで、芯材2の両端間に作用する引っ張り力の一部を負担可能となる。このように、座屈拘束ブレース2が圧縮力を負担するだけでなく引っ張り力もある程度は負担するので、圧縮側だけでなく引っ張り側に対しても補強効果を発揮することができ、少ない座屈拘束ブレース2により、換言すると少ない補強構面数で、既存建物等の建物躯体1の補強を行うことができる。また、座屈拘束ブレース2の建物躯体1との接合についても、通常の引っ張り力を負担するブレースに比べて、引っ張り力の負担が少ないため、躯体接合片10が建物躯体1から剥がれる方向の強度負担が軽減され、コンクリート表層部のボルトの引っ張りによる剥がれ等が生じ難く、接合構造が簡素化できる。座屈拘束ブレース2の既存建物躯体1との接合も簡素化できる。これにより、後施工に使用するボルト14等のアンカーの本数も削減できるので、騒音、振動、粉塵の発生を抑えることができ、工期も短縮することができる。   According to the seismic reinforcement structure using the buckling-restrained brace 2 having the above-described configuration, the core member 3 is divided into a pair of split core members 3A and 3A, and thus functions as a compression brace. However, due to the burden of the bending force on the housing joint piece 10, the same effect as that of the buckling restraint brace 2 as a result of bearing a part of the tensile force of the housing is obtained. One of the tensile forces acting between both ends of the core material 2 due to the burden of the bending force in the frame joint piece 10, the frictional force generated between the core material 2 and the restraint material 4, and the adhesive force of the unbond material 9. It becomes possible to bear the department. Thus, since the buckling restraint brace 2 bears not only a compressive force but also a tensile force to some extent, it can exert a reinforcing effect not only on the compression side but also on the pulling side, and has a small buckling restraint. In other words, the brace 2 can reinforce the building housing 1 such as an existing building with a small number of reinforcing structures. Also, the joint of the buckling-restrained brace 2 with the building housing 1 is less in tension than the brace that bears a normal tensile force, so that the strength in the direction in which the housing joint piece 10 is peeled off from the building housing 1. The burden is reduced, the peeling of the concrete surface layer due to the pulling of the bolt is difficult to occur, and the joining structure can be simplified. The joining of the buckling restrained brace 2 with the existing building frame 1 can also be simplified. Thereby, since the number of anchors, such as the bolt 14 used for post-construction, can also be reduced, generation | occurrence | production of a noise, a vibration, and dust can be suppressed, and a construction period can also be shortened.

図8は、上記提案例の座屈拘束ブレース2を用いた耐震補強構造の建物躯体1と補強を行わない建物躯体とを比較して行った水平加力実験結果を示すグラフである。図中、(1)は補強を行わない建物躯体の実験結果のグラフを、(2)は前記耐震補強構造の建物躯体の実験結果のグラフをそれぞれ示し、グラフの縦軸は水平荷重を、横軸は層間変形角をそれぞれ示す。また、同グラフの第一象限は座屈拘束ブレース2が圧縮される側(正側)を表し、第三象限は引っ張られる側(負側)を表す。この試験結果から明らかなように、前記座屈拘束ブレース2を用いて補強した場合は、正側の水平荷重(圧縮力)が大幅に増大しており、負側についても補強を行わない建物躯体に比べて水平荷重(引っ張り力)が増大していることが分かる。 FIG. 8 is a graph showing the results of a horizontal force experiment performed by comparing the building housing 1 having an earthquake-proof reinforcement structure using the buckling-restrained brace 2 of the proposed example and a building housing without reinforcement. In the figure, (1) shows a graph of the experimental result of the building frame without reinforcement, (2) shows a graph of the experimental result of the building frame of the seismic reinforced structure, the vertical axis of the graph indicates the horizontal load, Each axis indicates an interlayer deformation angle. The first quadrant of the graph represents the side on which the buckling restraint brace 2 is compressed (positive side), and the third quadrant represents the side to be pulled (negative side). As is clear from this test result, when the buckling restrained brace 2 is used for reinforcement, the horizontal load (compressive force) on the positive side is greatly increased and the building is not reinforced on the negative side. It can be seen that the horizontal load (tensile force) is increased as compared with FIG.

図9は、他の提案例を示す。この提案例の座屈拘束ブレース2では、図7に示す提案例において、その躯体接合片10における柱側のエンドプレート11に、柱20Aに沿って延びるエンドプレート延長部11aを設けている。なお、芯材継手部3aは、エンドプレート延長部11aに沿う部分までは延ばさないとしているが、接合部の耐力の範囲内で引っ張り側の負担を増やしたい場合は、一部伸ばしても構わない。ここでは、座屈拘束レース2の下端側についてのみ示しているが、上端側でも同様であり、その他の構成は図1〜図7に示した先の提案例の場合と同様である。 FIG. 9 shows another proposed example . In buckling restrained brace 2 of this proposal example, in the proposed example shown in FIG. 7, the end plate 11 of the pillar side of the skeleton joining pieces 10 are provided with end plate extension 11a extending along the pillar 20A. The core joint portion 3a does not extend to a portion along the end plate extension portion 11a. However, if it is desired to increase the load on the pulling side within the strength range of the joint portion, the core material joint portion 3a may be partially extended. . Here, only the lower end side of the buckling restraint race 2 is shown, but the same applies to the upper end side, and the other configurations are the same as in the case of the previous proposed example shown in FIGS.

このように、柱側のエンドプレート11に、エンドプレート延長部11aを設けることによって、座屈拘束ブレース2の柱20A,20Bとの接合部で曲げ耐力を増大させることができ、補強効果をさらに高めることができる。その他の作用効果は先の実施形態の場合と同様である。   Thus, by providing the end plate extension portion 11a on the end plate 11 on the column side, the bending strength can be increased at the joint portion between the buckling restraint brace 2 and the columns 20A and 20B, and the reinforcing effect can be further increased. Can be increased. Other functions and effects are the same as in the previous embodiment.

図10は、この発明の実施形態を示す。この実施形態の座屈拘束ブレース2では、図7に示す提案例において、その躯体接合片10における柱側のエンドプレート11Aを柱20Aの3つの側面を囲む断面コ字状としている。また、そのエンドプレート11Aには、柱20Aに沿って延びるエンドプレート延長部11Aaも設けている。エンドプレート11Aの中央部と柱20Aとの間にはモルタル13が充填されたうえ、ボルト14で柱20Aに接合されるが、エンドプレート11Aの中央部両側から延びる側片部はエポキシ樹脂などで柱20Aに接着される。ここでは、座屈拘束レース2の下端側についてのみ示しているが、上端側でも同様であり、その他の構成は図1〜図7に示した先の提案例の場合と同様である。 Figure 10 shows an embodiment of the present invention. In the buckling restraint brace 2 of this embodiment, in the proposed example shown in FIG. 7, the column-side end plate 11 </ b> A in the frame joining piece 10 has a U-shaped cross section surrounding the three side surfaces of the column 20 </ b> A. The end plate 11A is also provided with an end plate extension 11Aa extending along the column 20A. The mortar 13 is filled between the center portion of the end plate 11A and the column 20A, and is joined to the column 20A with bolts 14. Side pieces extending from both sides of the center portion of the end plate 11A are made of epoxy resin or the like. Bonded to the pillar 20A. Here, only the lower end side of the buckling restraint race 2 is shown, but the same applies to the upper end side, and the other configurations are the same as in the case of the previous proposed example shown in FIGS.

このように、柱側のエンドプレート11Aを、柱20A,20Bの3つの側面を囲む断面コ字状とすることによって、座屈拘束ブレース2の柱20A,20Bとの接合部でせん断力を増大させることができ、補強効果をさらに高めることができる。その他の作用効果は先の実施形態の場合と同様である。   In this way, the column-side end plate 11A has a U-shaped cross section that surrounds the three side surfaces of the columns 20A and 20B, thereby increasing the shearing force at the joint between the buckling-restraining brace 2 and the columns 20A and 20B. The reinforcing effect can be further enhanced. Other functions and effects are the same as in the previous embodiment.

図11は、さらに他の提案例を示す。この提案例の座屈拘束ブレース2では、図7に示す提案例において、その躯体接合片10における柱側のエンドプレート11Bを柱20Aの4つの側面をすべて囲む断面方形の角筒状にしている。ここでは、座屈拘束レース2の下端側についてのみ示しているが、上端側でも同様であり、その他の構成は図1〜図7に示した先の提案例の場合と同様である。 FIG. 11 shows still another proposal example . In buckling restrained brace 2 of this proposal example, in the proposed example shown in FIG. 7, and the end plate 11B of the pillar side of the skeleton joining pieces 10 in the square cross section of the rectangular tube shape surrounding all four sides of the pillar 20A . Here, only the lower end side of the buckling restraint race 2 is shown, but the same applies to the upper end side, and the other configurations are the same as in the case of the previous proposed example shown in FIGS.

このように、柱側のエンドプレート11Bを、柱20A,20Bの4つの側面の全てを囲む断面方形の角筒状とした場合も、座屈拘束ブレース2の柱20A,20Bとの接合部でせん断力を増大させることができ、補強効果をさらに高めることができる。その他の作用効果は先の実施形態の場合と同様である。ただし、この場合には、エンドプレート11Bを柱20Aを囲むように接合するのに、現場溶接が必要である。   Thus, even when the end plate 11B on the column side is a rectangular tube with a square cross section that surrounds all of the four side surfaces of the columns 20A and 20B, at the joint between the buckling restraint brace 2 and the columns 20A and 20B. The shearing force can be increased, and the reinforcing effect can be further enhanced. Other functions and effects are the same as in the previous embodiment. However, in this case, on-site welding is required to join the end plate 11B so as to surround the column 20A.

図12は、この発明の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2では、図10に示す実施形態において、柱側のエンドプレート11Aの中央部両側から延びる側片部を、接着によらずボルト14により柱20Aに接合している。その他の構成は図1〜図7に示した先の実施形態の場合と同様である。   FIG. 12 shows still another embodiment of the present invention. In the buckling restraint brace 2 of this embodiment, in the embodiment shown in FIG. 10, the side piece portions extending from both sides of the center portion of the end plate 11 </ b> A on the column side are joined to the column 20 </ b> A by the bolts 14 without being bonded. . Other configurations are the same as those of the previous embodiment shown in FIGS.

この場合にも、座屈拘束ブレース2の柱20A,20Bとの接合部でせん断力を増大させることができ、補強効果をさらに高めることができるが、エンドプレート11Aの中央部両側から延びる側片部をボルト14で柱20Aに接合するので、後施工アンカー打設本数が増えることになり、騒音、振動、粉塵の発生が増大することになる。   Also in this case, the shearing force can be increased at the joint portions of the buckling-restraining brace 2 with the columns 20A and 20B, and the reinforcing effect can be further enhanced, but the side pieces extending from both sides of the center portion of the end plate 11A. Since the portion is joined to the column 20A with the bolt 14, the number of post-installed anchors is increased, and the generation of noise, vibration, and dust is increased.

1…既存建物躯体
2…座屈拘束ブレース
3…芯材
3a…芯材継手部
3A…分割芯材
4…拘束材
10…躯体接合片
11,11A,11B…柱側エンドプレート
11a…エンドプレート延長部
12…梁側エンドプレート
14…ボルト
DESCRIPTION OF SYMBOLS 1 ... Existing building frame 2 ... Buckling restraint brace 3 ... Core material 3a ... Core material joint part 3A ... Divided core material 4 ... Restraint material 10 ... Frame joint piece 11, 11A, 11B ... Column side end plate 11a ... End plate extension Part 12 ... Beam end plate 14 ... Bolt

Claims (4)

両端が建物の躯体に接合される芯材と、この芯材の両面に沿って配置されて前記芯材の座屈を拘束する一対の拘束材とを有し、前記芯材が、前記拘束材で拘束されている長さ方向の範囲で一対の分割芯材に分割された座屈拘束ブレースであって、
前記芯材の両端に、前記躯体である柱と横架材とにそれぞれ接合されてこれら柱と横架材の相互間に生じる曲げ力を負担する躯体接合片が設けられ、前記芯材の両端間に作用する引っ張り力の一部を負担可能であり、前記躯体接合片が、前記芯材の一部で形成された芯材継手部と、この芯材継手部に設けられそれぞれ前記柱および横架材に接合される柱側および横架材側のエンドプレートとでなり、前記柱側のエンドプレートが、前記柱の前記芯材継手部側の側面とこの側面の両側に隣り合う側面との3つの側面を囲む断面コ字状であり、
前記柱側の断面コ字状のエンドプレートは、前記柱の前記芯材継手部側の側面を覆う部分である中間部分で前記柱にボルトにより接合され、かつ前記中間部分と前記柱の前記芯材継手部側の側面との間にモルタルが介在する、
とを特徴とする座屈拘束ブレース。
A core member having both ends joined to a building frame; and a pair of constraint members disposed along both sides of the core member to restrain buckling of the core member, wherein the core member is the constraint member A buckling restrained brace divided into a pair of split cores in the range of the length direction restrained by,
At both ends of the core material, there are provided frame joint pieces that are respectively bonded to the column and the horizontal member that are the frame and bear the bending force generated between the columns and the horizontal material, A part of the tensile force acting between them can be borne, and the frame joint piece is formed by a part of the core material, and the core material joint part is provided on the core material joint part. It is composed of a column side and a horizontal material side end plate joined to the frame material, and the column side end plate is formed by a side surface of the column on the core joint part side and side surfaces adjacent to both sides of the side surface. a U-shaped cross section der surrounding three sides is,
An end plate having a U-shaped cross section on the column side is joined to the column by a bolt at an intermediate portion that covers a side surface of the column on the core joint portion side, and the intermediate portion and the core of the column Mortar intervenes between the side of the material joint side,
Buckling restrained brace, wherein a call.
請求項1記載の座屈拘束ブレースにおいて、前記躯体接合片が、前記芯材の一部で形成されて先端縁の2辺が互いに直角を成しそれぞれ前記柱および横架材に沿う形状の芯材継手部と、この芯材継手部の前記2辺に沿ってこの芯材継手部に対して垂直に設けられそれぞれ前記柱および横架材に接合される柱側および横架材側のエンドプレートとでなり、両エンドプレートの幅が前記一対の拘束材の互いに背を向く面の間の幅よりも大きい座屈拘束ブレース。   2. The buckling-restrained brace according to claim 1, wherein the frame joint piece is formed of a part of the core material, and two ends of the edge are perpendicular to each other, and the core is shaped along the column and the horizontal member. A material joint part, and a column side and a horizontal material side end plate provided perpendicularly to the core material joint part along the two sides of the core material joint part and joined to the pillar and the horizontal material, respectively. A buckling restrained brace in which the width of both end plates is larger than the width between surfaces of the pair of restraining materials facing each other. 請求項1または請求項2記載の座屈拘束ブレースにおいて、前記柱側のエンドプレートに、前記柱に沿って延びるエンドプレート延長部が設けられた座屈拘束ブレース。   The buckling restraint brace according to claim 1 or 2, wherein an end plate extension portion extending along the pillar is provided on the pillar side end plate. 既存建物を座屈拘束ブレースで補強する既存建物の耐震補強構造であって、前記座屈拘束ブレースに請求項1ないし請求項3のいずれか1項に記載の座屈拘束ブレースが用いられたことを特徴とする既存建物の耐震補強構造。   A seismic reinforcement structure for an existing building that reinforces an existing building with a buckling-restrained brace, wherein the buckling-restraining brace according to any one of claims 1 to 3 is used for the buckling-restraining brace. A seismic reinforcement structure for existing buildings.
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