JP6144033B2 - Load bearing wall frame - Google Patents

Load bearing wall frame Download PDF

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JP6144033B2
JP6144033B2 JP2012249877A JP2012249877A JP6144033B2 JP 6144033 B2 JP6144033 B2 JP 6144033B2 JP 2012249877 A JP2012249877 A JP 2012249877A JP 2012249877 A JP2012249877 A JP 2012249877A JP 6144033 B2 JP6144033 B2 JP 6144033B2
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知弘 坂口
知弘 坂口
田中 孝治
孝治 田中
前田 珠希
珠希 前田
大幸 市岡
大幸 市岡
西村 健
健 西村
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Daiwa House Industry Co Ltd
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この発明は、制震機能および耐力機能を備え、鉄骨系等の建物に適用される耐力壁フレームに関する。 The invention includes a vibration control function and strength capabilities, about the bearing wall frame applied to building steel-framed like.

従来、鉄骨系の建物に設置されて制震機能を与える制震壁フレームとして、図14の右側部分に示すように、上下の梁30,30間に接合される一対の柱32,32と、これら柱32,32間に接合したX字状のブレース33の中央部に制震ダンパー34を設けた制震壁フレーム31がある。しかし、制震壁フレーム31だけでは、地震などの水平力に対する抵抗が少なく、耐力要素として成立しない。   Conventionally, as a vibration control wall frame that is installed in a steel frame building and provides a vibration control function, as shown in the right part of FIG. 14, a pair of columns 32, 32 joined between the upper and lower beams 30, 30; There is a damping wall frame 31 provided with a damping damper 34 at the center of an X-shaped brace 33 joined between the columns 32 and 32. However, the seismic wall frame 31 alone has little resistance to horizontal forces such as earthquakes, and cannot be established as a strength element.

そのため、建物に制震構造を期待する場合は制震要素と耐力要素とを併用する必要があり、制震フレーム壁31を配置した構面(耐力壁が配置される部分)の別の場所に、同図のように耐力壁フレーム35を設置している。そのため、特定の機能を持った壁フレームを設置する壁が余分に増え、建物の構造や間取りプラン等の制限が多くなる。また、設備のエアコンスリーブ穴を壁に空ける場合に制限がある。   For this reason, if a building is expected to have a seismic control structure, it is necessary to use both seismic control elements and load-bearing elements. The load-bearing wall frame 35 is installed as shown in FIG. For this reason, the number of walls on which wall frames having specific functions are installed increases, and there are many restrictions on the structure of the building and the floor plan. In addition, there is a limitation when the air conditioning sleeve hole of the facility is made in the wall.

このような課題を解消できる耐力壁フレームとして、図15に示すように、一対の柱32,32間に、制震機能と耐力機能とを持つ制震・耐力ユニット36を複数並べて設けたものが提案されている。この制震・耐力ユニット36は、X字状のブレース37と横桟38の交差部分に制震デバイス39を設け、制震デバイス39を構成する制震要素に低降伏点鋼を使用して制震と耐力の両方の機能を持つようにしたものである。   As a load-bearing wall frame that can solve such a problem, as shown in FIG. 15, a plurality of vibration control / strength units 36 having a vibration control function and a load resistance function are arranged side by side between a pair of pillars 32 and 32. Proposed. This seismic control / strength unit 36 is provided with a seismic control device 39 at the intersection of the X-shaped brace 37 and the crosspiece 38, and a low yield point steel is used for the seismic control element constituting the seismic control device 39. It has functions of both earthquake and strength.

特開平8−93265号公報JP-A-8-93265 特開2000−240316号公報Japanese Patent Laid-Open No. 2000-240316 特開2001−227194号公報JP 2001-227194 A 特開平10−184074号公報Japanese Patent Laid-Open No. 10-184074

図15に示す耐力壁フレーム40は、制震機能と耐力機能と制震機能とを併せ持つため、耐力壁を設置する壁が少なく、建物の構造や間取りプラン等の制限が少なくなるという点で優れる。しかし、制震・耐力ユニット36がX字状のブレース37および横桟38を用いたものであるため、斜めのブレース37や横桟38が障害となって、耐力壁における空けたい箇所に開口を設けることができない。耐力壁を設ける箇所においても、開口を設けることが、間取りプラン上等から要求される場合がある。   The load-bearing wall frame 40 shown in FIG. 15 is excellent in that it has both a vibration control function, a load-bearing function, and a vibration control function, so that there are few walls to install the load-bearing wall, and there are fewer restrictions on the structure of the building and the floor plan. . However, since the vibration control / strength unit 36 uses the X-shaped braces 37 and the horizontal rails 38, the diagonal braces 37 and the horizontal rails 38 become obstacles, and an opening is formed in the bearing wall where it is desired to be vacated. Can not be provided. In some places where the bearing wall is provided, it may be required to provide an opening from the floor plan.

この発明の目的は、制震機能と耐力機能とを併せ持ち、かつ大きな開口を壁面に設けることが可能な耐力壁フレームを提供することである。 The object of the invention, Ru der to provide a bearing wall frame capable of providing a vibration control function and strength function combines, and a large opening in the wall.

この発明の耐力壁フレームは、隣合う一対の柱と、これら一対の柱間に上下に並べて接合されて両柱間に荷重を伝達する複数の荷重伝達ユニットとでなり、
前記各荷重伝達ユニットが、互いに上下に離れて配置されてそれぞれ両端が前記柱に接合される一対の横桟と、これら上下の横桟間に介在した部材とでなり、
前記各荷重伝達ユニットは、少なくとも前記一対の柱間に水平力に対する抵抗機能を有し、
前記荷重伝達ユニットのうちの全てまたは一部となる複数個が、一つのユニットで両柱間に制震機能と水平力に対する抵抗機能の両方を有する制震・耐力ユニットであり、
この制震・耐力ユニットは、前記上下の横桟と、これら上下の横桟間に長手方向の複数箇所でそれぞれ接合されてせん断力負担部材となる複数の縦桟とでなるはしご形であり、前記複数の縦桟のうちの一部の縦桟が、残りの縦桟よりも降伏強度が低いかまたは剛性が弱い部材で構成されて履歴型ダンパーの機能を有する
ことを特徴とする。
The bearing wall frame of the present invention is composed of a pair of adjacent columns and a plurality of load transmission units that are joined side by side between the pair of columns and transmit a load between the columns.
Each of the load transmission units is arranged with a pair of horizontal bars that are arranged apart from each other and both ends are joined to the pillars, and members interposed between the upper and lower horizontal bars,
Each of the load transmission units has a resistance function against a horizontal force between at least the pair of columns,
A plurality of load transmission units, all or a part of which is a seismic control / strength unit having both a seismic control function and a resistance function against horizontal force between both columns in one unit ,
This seismic control and load-bearing unit has a ladder shape composed of the upper and lower horizontal beams, and a plurality of vertical beams that are joined to the upper and lower horizontal beams at a plurality of locations in the longitudinal direction, respectively, and serve as shear force bearing members. A part of the plurality of vertical bars is composed of a member having a lower yield strength or lower rigidity than the remaining vertical bars, and has a function of a hysteretic damper .

この構成によると、地震等により建物に作用する水平力は、両側の柱から上下に並ぶ複数の荷重伝達ユニットに伝わるが、各荷重伝達ユニットにおいて、その上下の横桟間に介在した部材により前記水平力が負担されて、水平力に抵抗する架構を構成でき、耐力壁を構成する柱と荷重伝達ユニットの全体的に曲げモーメントが分散して発生することで高い靭性を有し、または上下の横桟間に介在した部材により制震機能が得られる。制震・耐力ユニットにおいては、制震機能と耐力機能とを併せ持つ。なお、耐力機能は、換言すれば耐震機能である。
上下に並ぶ複数の荷重伝達ユニット、制震機能と両柱間に水平力に対する抵抗機能を与える機能とを有する制震・耐力ユニットとしている。そのため、1つの耐力壁フレームで制震機能と耐力機能との両方を併せ持つ持つものとなる。これにより、制震機能と耐力機能との両方を持つ架構を構築するにつき、耐力壁を設置する壁面数が少なくて済み、建物の構造や間取りプラン等の制限が少なくなる。
また、各荷重伝達ユニットが、互いに上下に離れて配置されてそれぞれ両端が前記柱に接合される一対の横桟と、これら上下の横桟間に介在した部材とでなるため、ブレースを設ける構成に比べて、荷重伝達ユニットの上下高さを低くでき、上下の荷重伝達ユニットの間で、耐力壁面に上下高さの十分な大きな開口を設けることができる。各荷重伝達ユニットは両側の柱間に渡って左右に延びる形状であるため、前記開口は、両側の柱間に渡る横幅が広い大きな開口とすることができる。
According to this configuration, the horizontal force acting on the building due to an earthquake or the like is transmitted from the pillars on both sides to the plurality of load transmission units arranged vertically, and in each load transmission unit, the member is interposed between the upper and lower horizontal rails. A frame that resists the horizontal force can be constructed with a horizontal force applied, and has high toughness due to the bending moment being distributed across the columns and load transmission units that make up the load bearing wall. Seismic control function is obtained by the members interposed between the cross rails. The seismic control / strength unit has both seismic control and strength functions. In addition, the load-bearing function is an earthquake-resistant function in other words.
A plurality of load transfer unit arranged vertically, and a vibration control-strength unit having a function of providing resistance features to the horizontal forces between the vibration control function and both pillars. Therefore, one load-bearing wall frame has both a vibration control function and a load bearing function. As a result, when constructing a frame having both a vibration control function and a load bearing function, the number of wall surfaces on which the load bearing walls are installed can be reduced, and restrictions on the structure of the building and the floor plan can be reduced.
In addition, each load transmission unit is composed of a pair of horizontal rails that are arranged apart from each other and whose both ends are joined to the pillars, and a member interposed between the upper and lower horizontal rails, so that a brace is provided. Compared to the above, the vertical height of the load transmission unit can be lowered, and an opening having a sufficiently large vertical height can be provided in the load bearing wall between the upper and lower load transmission units. Since each load transmission unit has a shape extending left and right across the columns on both sides, the opening can be a large opening having a wide lateral width between the columns on both sides.

記上下に複数配置される荷重伝達ユニットのうちの一部または全てを前記制震・耐力ユニットとし、この制震・耐力ユニットは、前記上下の横桟と、これら上下の横桟間に長手方向の複数箇所でそれぞれ接合されてせん断力負担部材となる複数の縦桟とでなるはしご形とし、前記複数の縦桟のうちの一部の縦桟を、残りの縦桟よりも降伏強度が低いかまたは剛性が弱い部材で構成された履歴型ダンパーの機能を有するものとしている
履歴型ダンパーとせん断力負担部材となる縦桟とを用いることで、上下の横桟と、これら上下の横桟間に介在した部材とで構成される荷重伝達ユニットを、制震機能および耐力機能を併せ持つ制震・耐力ユニットとできる。
Some or all of the load transfer unit to be more placed before Symbol vertically and the vibration control-proof unit, the seismic damping-proof unit, said upper and lower rungs, elongated in the upper and lower lateral桟間It is a ladder shape composed of a plurality of vertical beams that are joined at a plurality of locations in the direction and serve as shear force bearing members, and some of the vertical beams have a yield strength higher than that of the remaining vertical beams. low or stiffness is assumed to have a function of hysteretic dampers made of a weak member.
By using a hysteretic damper and a longitudinal beam as a shear force bearing member, a load transmission unit composed of upper and lower horizontal beams and members interposed between these upper and lower horizontal beams can be used as a vibration control function and a load-bearing function. It can be a seismic control and load-bearing unit.

この発明において、前記各縦桟が、前記上下の横桟にそれぞれ接合されて対向する接合プレートと、これら接合プレート間に接合された溝形鋼からなる縦桟主部材とでなり、前記各縦桟のうちの一部の縦桟における前記縦桟主部材が孔明きのスキンパネルからなり、他の一部の縦桟の前記縦桟主部材が、前記孔明きのスキンパネルからなる縦桟主部材よりも降伏強度が低いかまたは剛性の弱い低降伏点鋼の孔明きパネルを用いた履歴型ダンパーであっても良い。In this invention, each of the vertical bars is composed of a joining plate that is joined to and opposed to the upper and lower horizontal bars, and a vertical beam main member made of channel steel joined between the joining plates. The vertical beam main member of the vertical beam of some vertical beams is a perforated skin panel, and the vertical beam main member of the other vertical beam is a vertical beam main of the perforated skin panel. A hysteretic damper using a perforated panel of low yield point steel having a lower yield strength or lower rigidity than the member may be used.

この発明において、前記各荷重伝達ユニットにおける前記上下の横桟の両端は、前記柱にボルトで接合しても良い。
横桟を柱にボルト止めする構成であると、大きな水平荷重を受けたときに建物の他の部分よりも荷重伝達ユニットが先に損傷するように設計しておくことで、損傷を制御でき、かつ損傷後、その損傷した荷重伝達ユニットを交換するだけで修復が容易に行え、建物の耐力機能を維持することが出来る。
In this invention, you may join the both ends of the said up-and-down horizontal rail in each said load transmission unit to the said column with a volt | bolt.
With the structure where the cross rail is bolted to the column, the damage can be controlled by designing the load transmission unit to be damaged before the other parts of the building when receiving a large horizontal load, Moreover, after the damage, the repair can be easily performed only by replacing the damaged load transmission unit, and the strength function of the building can be maintained.

この発明において、前記柱は、軸組み構造の建物の梁にピン接合されるものであっても良い。
この耐力壁フレームは、軸組み構造の建物に用いても、上記のように水平力をこの耐力壁フレームで負担する構成とできる。そのため、柱梁主架構で抵抗する必要が無く、適用する建物につき、主架構をラーメン構造のような剛接合を行う必要がなく、柱梁の接合部の構成を、ボルト等によるピン接合の簡易な構成とできる。
In the present invention, the pillar may be pin-joined to a beam of a building having a frame structure.
Even if this load-bearing wall frame is used in a building with a frame structure, it can be configured such that the load-bearing wall frame bears a horizontal force as described above. For this reason, there is no need to resist the main structure of the column beam, and there is no need to rigidly connect the main structure to the main building as in the case of a ramen structure. Can be configured.

この発明の耐力壁フレームは、隣合う一対の柱と、これら一対の柱間に上下に並べて接合されて両柱間に荷重を伝達する複数の荷重伝達ユニットとでなり、前記各荷重伝達ユニットが、互いに上下に離れて配置されてそれぞれ両端が前記柱に接合される一対の横桟と、これら上下の横桟間に介在した部材とでなり、前記各荷重伝達ユニットは、少なくとも前記一対の柱間に水平力に対する抵抗機能を有し、前記荷重伝達ユニットのうちの全てまたは一部となる複数個が、一つのユニットで両柱間に制震機能と水平力に対する抵抗機能の両方を有する制震・耐力ユニットであり、この制震・耐力ユニットは、前記上下の横桟と、これら上下の横桟間に長手方向の複数箇所でそれぞれ接合されてせん断力負担部材となる複数の縦桟とでなるはしご形であり、前記複数の縦桟のうちの一部の縦桟が、残りの縦桟よりも降伏強度が低いかまたは剛性が弱い部材で構成されて履歴型ダンパーの機能を有するため、一つの耐力壁フレームで制震機能と耐力機能とを併せ持ち、そのため耐力壁を設置する壁面数が少なくて済み、建物の構造や間取りプラン等の制限が少なくなる。しかも、大きな開口を壁面に設けることが可能となる。 The load-bearing wall frame of the present invention includes a pair of adjacent columns and a plurality of load transmission units that are joined side by side between the pair of columns to transmit a load between the two columns. A pair of horizontal rails that are spaced apart from each other and whose both ends are joined to the pillars, and members interposed between the upper and lower horizontal rails, and each load transmission unit includes at least the pair of pillars A plurality of load transmission units, all or part of which have a resistance function against horizontal force between them , have both a damping function and a resistance function against horizontal force between both pillars in one unit. This seismic / strength unit includes the upper and lower horizontal bars, and a plurality of vertical bars that are joined to the upper and lower horizontal bars at a plurality of positions in the longitudinal direction to serve as shear force bearing members. Ladder , And the portion of the longitudinal bars of the plurality of vertical bars are, because they have a residual yield strength than the longitudinal crosspiece is constituted by low or rigid weak member of Hysteretic damper function, a yield strength The wall frame has both a seismic control function and a load-bearing function, so that the number of load-bearing walls is reduced, and there are fewer restrictions on the structure of the building and the floor plan. Moreover, a large opening can be provided on the wall surface.

この発明の第1の実施形態に係る耐力壁フレームの概略構成を示す正面図である。It is a front view which shows schematic structure of the load-bearing wall frame which concerns on 1st Embodiment of this invention. 同耐力壁フレームに用いられる代表的鋼材のss400鋼材および低降伏点鋼についての応力と歪の関係を示すグラフである。It is a graph which shows the relationship between the stress and strain about the ss400 steel material of the typical steel materials used for the load-bearing wall frame, and the low yield point steel. 同耐力壁フレームの具体例の正面図である。It is a front view of the specific example of the same bearing wall frame. 同耐力壁フレームの制震・耐力ユニットの正面図である。It is a front view of the vibration control / strength unit of the load-bearing wall frame. (A)は同制震・耐力ユニットの部分正面図、部分背面図、および部分平面図を組み合わせて示す図、(B)は同制震・耐力ユニットの部分断面図、および方向を変えて示す断面図を組み合わせた図である。(A) is a diagram showing a combination of a partial front view, a partial rear view, and a partial plan view of the vibration control / strength unit, and (B) is a partial cross-sectional view of the vibration control / strength unit and the direction is changed. It is the figure which combined sectional drawing. 同制震・耐力ユニットの部分拡大断面図である。It is a partial expanded sectional view of the seismic control and strength unit. 同制震・耐力ユニットの部分分解斜視図である。It is a partial exploded perspective view of the seismic control and strength unit. 提案例に係る耐力壁フレームの概略構成を示す正面図である。It is a front view which shows schematic structure of the bearing wall frame which concerns on a proposal example . 同耐力壁フレームの具体例の正面図である。It is a front view of the specific example of the same bearing wall frame. (A)は同耐力壁フレームの制震ユニットの正面図、(B)はその部分変形例の正面図である。(A) is a front view of the vibration control unit of the bearing wall frame, and (B) is a front view of a partial modification thereof. (A)は同制震ユニットの部分正面図および部分側面図を組み合わせて示す図、(B)は同制震ユニットにおける横桟の部分断面図、部分正面図、および部分平面図を組み合わせた図である。(A) The figure which combines and shows the partial front view and partial side view of the damping unit, (B) is the figure which combined the partial cross-sectional view, partial front view, and partial top view of the horizontal beam in the damping unit It is. 図3と図9の耐力壁フレームを並べて設置した例の正面図である。FIG. 10 is a front view of an example in which the load-bearing wall frames of FIGS. 3 and 9 are installed side by side. さらに他の提案例に係る耐力壁フレームの概略構成を示す正面図である。It is a front view which shows schematic structure of the load-bearing wall frame which concerns on another proposal example . 従来例の説明図である。It is explanatory drawing of a prior art example. 他の従来例の説明図である。It is explanatory drawing of another prior art example.

この発明の第1の実施形態を図面と共に説明する。図1は、この実施形態に係る耐力壁フレーム1の概略構成を正面図で示す。この耐力壁フレーム1は、隣合う柱2,2間に、これら一対の柱2,2間に荷重を伝達する複数の荷重伝達ユニット3を上下に並べて架設したものである。柱2は、建物の常時の荷重を支持するいわゆる軸柱である。また、耐力壁フレーム1は、地震等で水平力が耐力壁フレーム1に作用した場合は、梁降伏型ラーメン構造の柱のような機能を果たし、耐力壁フレーム1の全体に曲げモーメントを発生させ応力を伝達する役割を担う。各荷重伝達ユニット3として、ここでは制震機能と水平力に対する抵抗機能を前記一対の柱2,2間に与える機能とを有する制震・耐力ユニット3Aが用いられる。各制震・耐力ユニット3Aは、互いに上下に離れて配置される一対の横桟4,5と、これら上下の横桟4,5間に介在してせん断力負担部材となる複数の縦桟6,6Aとでなる。せん断力負担部材となる縦桟6,6Aは、建物に過大な水平力等が作用した場合に、他の各部材よりも先に損傷する強度のものとされる。各制震・耐力ユニット3Aは、上下の横桟4,5の両端が柱2にボルト接合によって接合される。この耐力壁フレーム1の幅は、1P幅(Pはモジュールであり、ここでは910mmである)。なお、図中の各矢印はせん断力を示す。   A first embodiment of the present invention will be described with reference to the drawings. FIG. 1 is a front view showing a schematic configuration of a load bearing wall frame 1 according to this embodiment. This load-bearing wall frame 1 is constructed by arranging a plurality of load transmission units 3 that transmit a load between a pair of columns 2 and 2 between the columns 2 and 2 adjacent to each other. The column 2 is a so-called shaft column that supports a normal load of the building. In addition, when a horizontal force acts on the load bearing wall frame 1 due to an earthquake or the like, the load bearing wall frame 1 functions as a column of a beam yielding type ramen structure and generates a bending moment in the entire load bearing wall frame 1. Plays a role in transmitting stress. As each load transmission unit 3, here, a seismic control / strength unit 3A having a seismic control function and a function of imparting a resistance function against a horizontal force between the pair of columns 2 and 2 is used. Each seismic control / strength unit 3A includes a pair of horizontal bars 4 and 5 arranged apart from each other and a plurality of vertical bars 6 interposed between the upper and lower horizontal bars 4 and 5 and serving as a shearing force bearing member. , 6A. The vertical rails 6 and 6A serving as shearing force bearing members are of a strength that is damaged earlier than other members when an excessive horizontal force or the like is applied to the building. In each damping / strength unit 3A, both ends of the upper and lower horizontal rails 4 and 5 are joined to the column 2 by bolt joining. The width of this bearing wall frame 1 is 1P width (P is a module, and here is 910 mm). In addition, each arrow in a figure shows shear force.

各柱2は、上端が梁7に接合され、下端が梁8または基礎または土台に接合され、各接合部はボルト等によるピン接合とされる。上記建物は鉄骨の柱および梁7,8をピン接合した軸組構造であり、この耐力壁フレーム1を複数箇所に設けることで、水平力Vを負担する架構とされる。上記建物は、例えば、戸建住宅、集合住宅、または事務所や校舎,商業施設用等の低層の建物である。   Each column 2 has an upper end joined to the beam 7 and a lower end joined to the beam 8 or a foundation or a base, and each joined portion is a pin joined by a bolt or the like. The building has a frame structure in which steel columns and beams 7 and 8 are pin-joined, and the load-bearing wall frame 1 is provided at a plurality of locations so that a horizontal force V is borne. The building is, for example, a detached house, an apartment house, or a low-rise building for offices, school buildings, commercial facilities, and the like.

制震・耐力ユニット3Aのせん断力負担部材となる縦桟6,6Aは、上下の横桟4,5間の長手方向の複数箇所(ここでは3箇所)にそれぞれ接合され、これにより制震・耐力ユニット3Aは横向きのはしご形となる。ここでは、縦桟6,6Aのうちの一部の縦桟6Aが、残りの縦桟6よりも降伏強度が低いかまたは剛性の弱い部材で構成された履歴型ダンパーとされている。すなわち、制震・耐力ユニット3Aは、躯体が地震等で水平方向に震動したときに、縦桟6Aが制震要素となって、いわば鋼材ダンパーとして降伏変形することにより、震動エネルギーを吸収する。各縦桟6,6Aは、いずれも溝形鋼からなり、履歴型ダンパーとする縦桟6Aには、低降伏点鋼が用いられている。他の縦桟6には通常の鋼材が用いられる。   The longitudinal beams 6 and 6A, which serve as shear force bearing members of the vibration control / strength unit 3A, are joined to a plurality of longitudinal locations (here, three locations) between the upper and lower horizontal beams 4 and 5, respectively. The load bearing unit 3A has a lateral ladder shape. Here, a part of the vertical rails 6A among the vertical rails 6 and 6A are hysteretic dampers composed of members having lower yield strength or lower rigidity than the remaining vertical rails 6. In other words, the seismic control / strength unit 3A absorbs seismic energy by the vertical beam 6A acting as a seismic control element when the frame vibrates in the horizontal direction due to an earthquake or the like, so to speak, as a steel damper. Each of the vertical rails 6 and 6A is made of channel steel, and a low yield point steel is used for the vertical rail 6A serving as a hysteretic damper. A normal steel material is used for the other vertical beam 6.

この構成の耐力壁フレーム1によると、地震等により建物に作用する水平力Vは、両側の柱2,2から荷重伝達ユニット3を構成する制震・耐力ユニット3Aの上下の横桟4,5に伝わるが、この制震・耐力ユニット3Aの上下の横桟4,5間に介在した縦桟6,6Aにより前記水平力Vが負担され、水平力Vに抵抗する架構を構成できる。また、前記制震・耐力ユニット3Aのせん断力負担部材となる縦桟6,6Aおよび上下の横桟4,5、並びに左右の柱2,2からなる耐力壁フレーム1の全体に曲げモーメントが発生し応力が分散することで、変形能力が高くてねばり強い架構を構成できる。そのため、建物に優れた耐力性能を与えることができる。   According to the load-bearing wall frame 1 having this configuration, the horizontal force V acting on the building due to an earthquake or the like is generated by the horizontal beams 4 and 5 on the upper and lower sides of the vibration control and load-bearing unit 3A constituting the load transmission unit 3 from the columns 2 and 2 on both sides. However, the horizontal force V is borne by the vertical beams 6 and 6A interposed between the upper and lower horizontal beams 4 and 5 of the damping / strength unit 3A, and a frame that resists the horizontal force V can be configured. In addition, a bending moment is generated in the entire load bearing wall frame 1 including the vertical beams 6 and 6A and the upper and lower horizontal beams 4 and 5 and the left and right columns 2 and 2 that serve as shear force bearing members of the vibration control and strength unit 3A. By dispersing the stress, it is possible to construct a frame that has a high deformation capacity and is strong. Therefore, it is possible to give the building a superior load bearing performance.

制震・耐力ユニット3Aは、左右の柱2,2間に横方向に延びて設けるため、左右の柱2,2間に上下方向に沿って介在する部材が存在せず、幅の広い開口部を設けることができ、また幅が広がっても縦桟6の本数を多くすることで、耐力壁フレーム1の耐力を調整できるため、左右の柱2,2間の幅が広くても適用することができる。   Since the vibration control / strength unit 3A is provided so as to extend laterally between the left and right columns 2 and 2, there is no member interposed along the vertical direction between the left and right columns 2 and 2, and a wide opening. Even if the width increases, the proof strength of the load-bearing wall frame 1 can be adjusted by increasing the number of the vertical bars 6, so that it is applicable even if the width between the left and right columns 2 and 2 is wide. Can do.

特に、制震・耐力ユニット3Aでは、せん断力負担部材となる複数の縦桟6,6Aのうち、一部の縦桟6Aを、残りの縦桟6よりも降伏強度が低いかまたは剛性の弱い部材で構成された履歴型ダンパーとしているので、1つの制震・耐力ユニット3Aで、耐力を維持する耐力要素とエネルギーを吸収する制震ダンパーの役割とを担うことになる。つまり、耐力要素で耐力を維持しつつ、制震ダンパーによるエネルギーの減衰で水平力Vに対する建物の応答を低減することができる。
このように、この耐力壁フレーム1によると、軸組構造の持つ特性と、ラーメン構造の持つ特性と、間柱型制震ダンパーの持つ特性とを同時に持たせることができ、壁面を増大させることなく、耐力要素と制震要素とを併存させることができる。
また、各制震・耐力ユニット3Aは横方向に延び、上下の制震・耐力ユニット3A間に大きな間隔が得られるため、この間隔を利用し、大きな開口(図示せず)を耐力壁に設けることができる。
In particular, in the damping / strength unit 3A, among the plurality of vertical beams 6 and 6A serving as shear force bearing members, some of the vertical beams 6A have lower yield strength or lower rigidity than the remaining vertical beams 6. Since the hysteretic damper is composed of members, the single seismic control / strength unit 3A plays a role of a load-bearing element that maintains the strength and a role of the vibration-damping damper that absorbs energy. That is, it is possible to reduce the response of the building to the horizontal force V by the attenuation of energy by the damping damper while maintaining the proof strength by the proof strength element.
Thus, according to this bearing wall frame 1, it is possible to simultaneously have the characteristics of the frame structure, the characteristics of the rigid frame structure, and the characteristics of the stud-type seismic damper, without increasing the wall surface. The load bearing element and the vibration control element can coexist.
Further, each of the vibration control / strength units 3A extends in the lateral direction, and a large space is obtained between the upper and lower vibration control / strength units 3A. Therefore, a large opening (not shown) is provided in the load bearing wall using this space. be able to.

図3〜図7は、図1に示した耐力壁フレーム1の具体例を示す。特に説明する事項の他は、図1と共に前述した構成と同様である。この耐力壁フレーム1は、制震・耐力ユニット3Aが左右の柱2,2間に上下に並べて3つ設けられている。なお、3つは一例であって、制震・耐力ユニット3Aは一つであっても、何個であっても良い。3つの各制震・耐力ユニット3Aは、互いに同じ構成のものである。各制震・耐力ユニット3Aは、上下の横桟4,5間に、せん断力負担部材となる複数本(図の例では3本)の縦桟6,6Aが設けられている。   3 to 7 show specific examples of the bearing wall frame 1 shown in FIG. Other than the matters to be specifically described, the configuration is the same as that described with reference to FIG. The load-bearing wall frame 1 is provided with three seismic control / strength units 3A arranged vertically between the left and right columns 2 and 2. Three are examples, and the number of damping / strength units 3A may be one or any number. The three seismic control / strength units 3A have the same configuration. Each damping / strength unit 3A is provided with a plurality of (three in the illustrated example) vertical beams 6 and 6A serving as shear force bearing members between the upper and lower horizontal beams 4 and 5.

図4に示すように、各縦桟6,6Aは、一例として上下の横桟4,5にそれぞれ接合されて対向する接合プレート9,10と、これら接合プレート9,10間に接合された溝形鋼からなる縦桟主部材6a,6bとでなる構成とされる。一部の縦桟6の縦桟主部材6aは孔明きのスキンパネル(例えばss400)からなり、他の一部の縦桟6Aの縦桟主部材6bは、前記孔明きのスキンパネルからなる縦桟主部材6aよりも降伏強度が低いかまたは剛性の弱い低降伏点鋼の孔明きパネルを用いた履歴型ダンパーとされている。図2に、前記孔明きスキンパネルとなるss400鋼材、および前記履歴型ダンパーとなる低降伏点鋼についての応力と歪の関係をグラフで示す。   As shown in FIG. 4, each of the vertical rails 6 and 6 </ b> A, as an example, is bonded to the upper and lower horizontal rails 4 and 5. It is comprised with the vertical beam main member 6a, 6b which consists of a shape steel. The vertical beam main member 6a of some vertical beams 6 is made of a perforated skin panel (for example, ss400), and the vertical beam main members 6b of some other vertical beams 6A are vertical walls made of the perforated skin panel. It is a hysteretic damper using a perforated panel of low yield point steel having a lower yield strength or lower rigidity than the crosspiece main member 6a. FIG. 2 is a graph showing the relationship between stress and strain for the ss400 steel material used as the perforated skin panel and the low yield point steel used as the hysteretic damper.

図4〜図7に示すように、上下の横桟4,5は一例として角形鋼管からなり、各縦桟6,6Aの縦桟主部材6a,6bは、図6等に示すように、ウェブ外面を横桟4,5の側面と同一平面に配置し、接合プレート9,10を縦桟主部材6a,6bの端部と横桟4,5の側面とに跨がって重ねて、これら縦桟主部材6a,6bと横桟4,5とに接合することにより、縦桟主部材6a,6bと横桟4,5とを接合している。上下の横桟4,5は、溝形鋼やH形鋼であっても良い。縦桟主部材6a,6bには、耐力低下用の孔11が、接合プレート9,10と重ならない範囲で複数設けてある。   As shown in FIGS. 4 to 7, the upper and lower horizontal rails 4 and 5 are made of rectangular steel pipes as an example, and the vertical rail main members 6a and 6b of the vertical rails 6 and 6A are webs as shown in FIG. The outer surface is arranged in the same plane as the side surfaces of the horizontal rails 4 and 5, and the joining plates 9 and 10 are overlapped across the ends of the vertical beam main members 6a and 6b and the side surfaces of the horizontal rails 4 and 5, By joining the vertical beam main members 6a, 6b and the horizontal beam 4, 5, the vertical beam main members 6a, 6b and the horizontal beam 4, 5 are bonded. The upper and lower horizontal bars 4 and 5 may be channel steel or H-section steel. The vertical beam main members 6a and 6b are provided with a plurality of holes 11 for reducing the proof stress in a range that does not overlap with the joining plates 9 and 10.

横桟4,5の端部には、図4に示すように、端板12aとこの端板12aから突出した縦片12bとからなる平面形状T字状の柱接合部12を設け、縦片12bにボルト挿通孔13が設けてある。   As shown in FIG. 4, a planar T-shaped column joint portion 12 comprising an end plate 12a and a vertical piece 12b protruding from the end plate 12a is provided at the end of the horizontal rails 4 and 5, A bolt insertion hole 13 is provided at 12b.

図3に示すように、各柱2,2には、制震・耐力ユニット3Aの各横桟4,5の端部を接合するためのユニット取付片14が溶接等で取付けてある。ユニット取付片14は、水平断面がT字形の鋼材等からなり、その突出片部分にボルト挿通孔13が設けてある。このユニット取付片14の突出片部分に制震・耐力ユニット3Aの横桟4,5の端分の柱接合部12における縦片12bを重ね、両ボルト挿通孔13に渡ってボルト15を挿通してナット(図示せず)で締め付けることで、制震・耐力ユニット3Aを柱2にボルト接合している。図中の各矢印はせん断力を示す。   As shown in FIG. 3, unit attachment pieces 14 for joining the ends of the cross rails 4 and 5 of the vibration control / strength unit 3A are attached to the columns 2 and 2 by welding or the like. The unit mounting piece 14 is made of a steel material having a T-shaped horizontal cross section, and a bolt insertion hole 13 is provided in the protruding piece portion. The vertical piece 12b of the column joint 12 at the end of the horizontal rails 4 and 5 of the vibration control / strength unit 3A is overlapped with the protruding piece portion of the unit mounting piece 14, and the bolt 15 is inserted through both bolt insertion holes 13. By tightening with a nut (not shown), the vibration control / strength unit 3A is bolted to the column 2. Each arrow in the figure indicates the shear force.

この構成の耐力壁フレーム1の場合、せん断力負担部材となる縦桟6,6Aの縦桟主部材6a,6bを孔11の形成によって弱くしてあるため、地震等によって過大な水平力が作用した場合に、図1と共に前述したと同様に、縦桟6,6Aが先に破断して柱2や梁7,8は健全な状態を保てる。また、制震・耐力ユニット3Aは柱2にボルト接合しているため、柱2に対して簡単に着脱できる。そのため、制震・耐力ユニット3Aを交換することで復旧が行える。   In the case of the load-bearing wall frame 1 having this configuration, since the vertical beam main members 6a and 6b of the vertical beam 6 and 6A serving as the shear force bearing members are weakened by the formation of the holes 11, an excessive horizontal force acts due to an earthquake or the like. In this case, as described above with reference to FIG. 1, the longitudinal bars 6 and 6A are broken first, and the columns 2 and the beams 7 and 8 can be kept in a healthy state. Further, since the vibration control / strength unit 3A is bolted to the column 2, it can be easily attached to and detached from the column 2. Therefore, it can be restored by replacing the vibration control / strength unit 3A.

また、このように制震・耐力ユニット3Aをはしご形とした場合、耐力壁フレーム1の幅が広くなった場合に制震・耐力ユニット3Aの長さも当然に長くなるが、縦桟6,6Aの本数や断面の選択により、耐力の調整が可能である。   Further, when the damping / strength unit 3A is ladder-shaped in this way, the length of the damping / strength unit 3A naturally increases when the width of the bearing wall frame 1 increases, but the longitudinal beams 6, 6A. The proof stress can be adjusted by selecting the number and cross section.

図8は、参考提案例に係る耐力壁フレームを示す。この耐力壁フレーム1は、図1の実施形態において、複数の荷重伝達ユニット3のうちの一部を制震機能を有する制震ユニット3Bとし、残る荷重伝達ユニット3を、一対の柱2,2間に剛性を与える耐力ユニット3Cとしたものである。ここでは、上下に並ぶ3つの荷重伝達ユニット3のうち、中央の荷重伝達ユニット3が制震ユニット3Bとされ、上下2つの荷重伝達ユニット3が耐力ユニット3Cとされる。 FIG. 8 shows a bearing wall frame according to a reference proposal example . In the load bearing wall frame 1, in the embodiment of FIG. 1, a part of the plurality of load transmission units 3 is a vibration control unit 3 </ b> B having a vibration control function, and the remaining load transmission unit 3 is a pair of columns 2, 2. This is a load bearing unit 3C that gives rigidity between them. Here, among the three load transmission units 3 arranged vertically, the central load transmission unit 3 is the vibration control unit 3B, and the two upper and lower load transmission units 3 are the load bearing units 3C.

前記制震ユニット3Bは、互いに上下に離れて配置されてそれぞれ両端が前記柱2,2に接合される一対の横桟4,5間に制震ダンパー16を接合してなる。制震ダンパー16として、例えば粘弾性部材を制震要素とする粘弾性ダンパーが用いられる。前記耐力ユニット3Cは、互いに上下に離れて配置されてそれぞれ両端が前記柱2,2に接合される一対の横桟4,5と、これら横桟4,5間に長手方向の複数箇所でそれぞれ接合されてせん断力負担部材となる複数本(ここでは2本)の縦桟6とでなるはしご形とされている。その他の構成は、図1の実施形態の場合と同様である。   The vibration control unit 3B is formed by connecting a vibration control damper 16 between a pair of horizontal rails 4 and 5 which are arranged apart from each other in the vertical direction and whose both ends are bonded to the pillars 2 and 2, respectively. As the damping damper 16, for example, a viscoelastic damper having a viscoelastic member as a damping element is used. The load bearing unit 3C is arranged at a plurality of positions in the longitudinal direction between a pair of horizontal bars 4 and 5 which are arranged apart from each other and are joined to the pillars 2 and 2 at both ends, respectively. A ladder shape is formed by a plurality of (two in this case) vertical rails 6 which are joined to form a shearing force bearing member. Other configurations are the same as those in the embodiment of FIG.

この耐力壁フレーム1では、上下2つの耐力ユニット3Cと一対の柱2,2とにより水平力に対する耐力を維持しつつ、中央の制震ユニット3Bにより減衰効果を建物に付与することができ、壁面数を増大させることなく、耐力要素と制震要素とを併存させることができる。   In this load-bearing wall frame 1, a damping effect can be imparted to the building by the central vibration control unit 3 </ b> B while maintaining the strength against horizontal force by the two upper and lower load-bearing units 3 </ b> C and the pair of columns 2 and 2. The load bearing element and the vibration control element can coexist without increasing the number.

図9〜図11は、図8に示した耐力壁フレーム1の具体例を示す。特に説明する事項の他は、図8と共に前述した構成と同様である。この耐力壁フレーム1は、左右の柱2,2間に上下に並べて上下2つの耐力ユニット3Cと中央に1つの制震ユニット3Bが設けられている。2つの各耐力ユニット3Cは、互いに同じ構成のものである。各耐力ユニット3Cは、上下の横桟4,5間に、せん断力負担部材となる複数本(図の例では4本)の縦桟6が設けられている。横桟4,5や縦桟6の構成は、図3に示した実施形態の場合と同様である。図9中の各矢印はせん断力を示す。   9 to 11 show specific examples of the bearing wall frame 1 shown in FIG. Other than the matters to be specifically described, the configuration is the same as that described with reference to FIG. The load-bearing wall frame 1 is provided with two upper and lower load-bearing units 3C arranged in the vertical direction between the left and right columns 2 and 2, and one damping unit 3B in the center. The two load bearing units 3C have the same configuration. Each load bearing unit 3 </ b> C is provided with a plurality of (four in the illustrated example) vertical bars 6 serving as shear force bearing members between the upper and lower horizontal bars 4 and 5. The configurations of the horizontal rails 4 and 5 and the vertical rail 6 are the same as those in the embodiment shown in FIG. Each arrow in FIG. 9 shows a shearing force.

制震ユニット3Bは、上下の横桟4,5間の長手方向の3箇所に制震ダンパー16を接合して構成される。横桟4,5の両端には、図10(A)のようにボルト挿通孔17が設けられ、図3の例の場合と同様に各柱2,2に取付けられたユニット取付片14に横桟4,5の端部を重ねてボルト接合することで、横桟4,5の両端が柱2,2に接合される。このほか、図10(B)のように横桟4,5の端部に縦片18を溶接し、この縦片18に設けたボルト挿通孔19を用いて柱2側のユニット取付け板14に縦片18をボルト接合することで、横桟4,5の両端を柱2,2に接合しても良い。   The damping unit 3B is configured by joining damping dampers 16 at three locations in the longitudinal direction between the upper and lower horizontal rails 4 and 5. As shown in FIG. 10A, bolt insertion holes 17 are provided at both ends of the horizontal rails 4 and 5, and the unit mounting pieces 14 attached to the pillars 2 and 2 are laterally mounted as in the example of FIG. The ends of the crosspieces 4 and 5 are overlapped and bolted together, whereby both ends of the horizontal crosspieces 4 and 5 are joined to the columns 2 and 2. In addition, as shown in FIG. 10B, a vertical piece 18 is welded to the end portions of the horizontal rails 4 and 5, and a bolt insertion hole 19 provided in the vertical piece 18 is used to attach the unit mounting plate 14 on the column 2 side. You may join the both ends of the horizontal rails 4 and 5 to the pillars 2 and 2 by bolting the vertical piece 18.

ここでは、図11のように横桟4,5が一対の溝形鋼20,20を背中合わせ配置して構成される。制震ダンパー16は、上側の横桟4の一対の溝形鋼20,20に一端が挟まれてボルト21で接合される雄プレート22と、下側の横桟5の一対の溝形鋼20,20に一端が挟まれてボルト21で接合され他端の断面が二股状で前記雄プレート22を挟む雌プレート23と、これら雄プレート22と雌プレート23との間に介在させた粘弾性部材24とでなる。その他の構成および作用効果は図8の実施形態の場合と同様である。   Here, as shown in FIG. 11, the cross rails 4 and 5 are configured by arranging a pair of channel steels 20 and 20 back to back. The damping damper 16 includes a male plate 22 having one end sandwiched between a pair of groove steels 20, 20 of the upper side rail 4 and joined by a bolt 21, and a pair of groove steels 20 of the lower side rail 5. , 20 and a female plate 23 sandwiched between the male plate 22 with one end sandwiched by a bolt 21 and the other end being bifurcated, and a viscoelastic member interposed between the male plate 22 and the female plate 23 24. Other configurations and operational effects are the same as those of the embodiment of FIG.

図12は、同じ建物における同じ壁面に、図3の例の耐力壁フレーム1と図9の例の耐力壁フレーム1とを並べて設置した例を示す。このように建物の同じ壁面に並べて設けることができる。   FIG. 12 shows an example in which the load-bearing wall frame 1 in the example of FIG. 3 and the load-bearing wall frame 1 in the example of FIG. 9 are installed side by side on the same wall surface in the same building. In this way, they can be provided side by side on the same wall surface of the building.

図13は、さらに他の提案例を示す。この耐力壁フレーム1は、図1の実施形態において、複数の荷重伝達ユニット3のうちの一部を、制震機能と前記一対の柱2,2間に剛性を与える機能とを有する制震・耐力ユニット3Aとし、残る荷重伝達ユニット3を、一対の柱2,2間に剛性を与える耐力ユニット3Cとしたものである。ここでは,上下に並ぶ3つの荷重伝達ユニット3のうち、中央の荷重伝達ユニット3が制震・耐力価ユニット3Aとされ、上下2つの荷重伝達ユニット3が耐力ユニット3Cとされる。 FIG. 13 shows still another proposed example . In the embodiment of FIG. 1, the load-bearing wall frame 1 is a seismic damping / controlling part of the plurality of load transmission units 3 having a damping function and a function of giving rigidity between the pair of columns 2 and 2. The load-bearing unit 3 </ b> A is used, and the remaining load transmission unit 3 is a load-bearing unit 3 </ b> C that gives rigidity between the pair of columns 2 and 2. Here, among the three load transmission units 3 arranged in the vertical direction, the central load transmission unit 3 is the vibration control / strength value unit 3A, and the upper and lower load transmission units 3 are the strength units 3C.

前記制震・耐力ユニット3Aの構成は、図1に示す実施形態における制震・耐力ユニット3Aの場合と同様である。前記耐力ユニット3Cの構成は、図8に示す提案例における耐力ユニット3Cの場合と同様である。 The structure of the vibration control / strength unit 3A is the same as that of the vibration control / strength unit 3A in the embodiment shown in FIG. The structure of the load bearing unit 3C is the same as that of the load bearing unit 3C in the proposed example shown in FIG.

この耐力壁フレーム1では、上下2つの耐力ユニット3Cと一対の柱2,2とにより水平力に対する耐力を維持しつつ、中央の制震・耐力ユニット3Aにより減衰効果を建物に付与することができ、壁面数を増大させることなく、耐力要素と制震要素とを併存させることができる。   In this load-bearing wall frame 1, a damping effect can be imparted to the building by the central seismic control / strength unit 3 </ b> A while maintaining the strength against horizontal force by the two upper and lower load-bearing units 3 </ b> C and the pair of columns 2 and 2. The load bearing element and the vibration control element can coexist without increasing the number of wall surfaces.

1…耐力壁フレーム
2…柱
3…荷重伝達ユニット
3A…制震・耐力ユニット
3B…制震ユニット
3C…耐力ユニット
4,5…横桟
6,6A…縦桟
6a,6b…縦桟主部材
7,8…梁
16…制震ダンパー
24…粘弾性部材
DESCRIPTION OF SYMBOLS 1 ... Bearing wall frame 2 ... Column 3 ... Load transmission unit 3A ... Damping / strength unit 3B ... Damping unit 3C ... Bearing unit 4, 5 ... Horizontal beam 6, 6A ... Vertical beam 6a, 6b ... Vertical beam main member 7 , 8 ... Beam 16 ... Damping damper 24 ... Viscoelastic member

Claims (4)

隣合う一対の柱と、これら一対の柱間に上下に並べて接合されて両柱間に荷重を伝達する複数の荷重伝達ユニットとでなり、
前記各荷重伝達ユニットが、互いに上下に離れて配置されてそれぞれ両端が前記柱に接合される一対の横桟と、これら上下の横桟間に介在した部材とでなり、
前記荷重伝達ユニットのうちの全てまたは一部となる複数個が、一つのユニットで両柱間に制震機能と水平力に対する抵抗機能の両方を有する制震・耐力ユニットであり、
この制震・耐力ユニットは、前記上下の横桟と、これら上下の横桟間に長手方向の複数箇所でそれぞれ接合されてせん断力負担部材となる複数の縦桟とでなるはしご形であり、前記複数の縦桟のうちの一部の縦桟が、残りの縦桟よりも降伏強度が低いかまたは剛性が弱い部材で構成されて履歴型ダンパーの機能を有する
ことを特徴とする耐力壁フレーム。
It is composed of a pair of adjacent columns and a plurality of load transmission units that are joined side by side between the pair of columns and transmit a load between the columns.
Each of the load transmission units is arranged with a pair of horizontal bars that are arranged apart from each other and both ends are joined to the pillars, and members interposed between the upper and lower horizontal bars,
A plurality of load transmission units, all or a part of which is a seismic control / strength unit having both a seismic control function and a resistance function against horizontal force between both columns in one unit ,
This seismic control and load-bearing unit has a ladder shape composed of the upper and lower horizontal rails and a plurality of vertical rails that are respectively joined at a plurality of longitudinal positions between the upper and lower horizontal rails to serve as shear force bearing members. A bearing wall frame characterized in that a part of the plurality of vertical bars is made of a member having a lower yield strength or lower rigidity than the remaining vertical bars, and has a function of a hysteretic damper. .
請求項1に記載の耐力壁フレームにおいて、前記各縦桟が、前記上下の横桟にそれぞれ接合されて対向する接合プレートと、これら接合プレート間に接合された溝形鋼からなる縦桟主部材とでなり、前記各縦桟のうちの一部の縦桟における前記縦桟主部材が孔明きのスキンパネルからなり、他の一部の縦桟の前記縦桟主部材が、前記孔明きのスキンパネルからなる縦桟主部材よりも降伏強度が低いかまたは剛性の弱い低降伏点鋼の孔明きパネルを用いた履歴型ダンパーである耐力壁フレーム。2. The load-bearing wall frame according to claim 1, wherein each of the vertical bars is joined to the upper and lower horizontal bars so as to face each other, and a vertical beam main member made of grooved steel joined between the joint plates. The vertical beam main member of some vertical beams among the vertical beams is a perforated skin panel, and the vertical beam main members of other vertical beams are the perforated skin panels. A load-bearing wall frame that is a hysteretic damper using a perforated panel of low-yield-point steel that has lower yield strength or lower rigidity than a vertical beam main member made of skin panels. 請求項1または請求項2に記載の耐力壁フレームにおいて、前記上下の横桟の両端を前記柱にボルトで接合した耐力壁フレーム。 The load-bearing wall frame according to claim 1 or 2 , wherein both ends of the upper and lower horizontal rails are joined to the pillar by bolts. 請求項1ないし請求項のいずれか1項に記載の耐力壁フレームにおいて、前記柱は、軸組み構造の建物の梁にピン接合される耐力壁フレーム。 The load-bearing wall frame according to any one of claims 1 to 3 , wherein the pillar is pin-joined to a beam of a building with a frame structure.
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