JP6540427B2 - Seismic wall structure - Google Patents

Description

本発明は、耐震デバイスが構面内に設けられる耐震壁構造に関する。   The present invention relates to a seismic wall structure in which seismic devices are provided in a floor surface.

従来から、しっかりとした初期剛性を発揮しながら、地震時にはエネルギー吸収による制震作用を簡素な構造で効果的に実現するものとして、例えば、特許文献１に開示される建物制震構造が提案されている。   Conventionally, for example, a building vibration control structure disclosed in Patent Document 1 has been proposed as a device that effectively realizes the control action by energy absorption with a simple structure during an earthquake while exhibiting a firm initial rigidity. ing.

特許文献１に開示された建物制震構造は、左拘束部と右拘束部との間に配置されたＵ字形弾塑性ダンパーが、Ｕ字状湾曲部を上又は下に位置させた姿勢状態で、左側対向辺部が左拘束部に沿って連結されるとともに、右側対向辺部が右拘束部に沿って連結される。   The building vibration control structure disclosed in Patent Document 1 has a U-shaped elasto-plastic damper disposed between the left restraint part and the right restraint part in a posture in which the U-shaped curved part is positioned up or down. The left facing side is connected along the left constraining part, and the right facing side is connected along the right constraining part.

特許文献１に開示された建物制震構造は、地震時に上階と下階とが互いに相対変位する層間変位によって、Ｕ字形弾塑性ダンパーが、左右の拘束部の両拘束面により左右の対向辺部の左右方向への変形が拘束されたまま、Ｕ字状湾曲部の位置を移動させていく弾塑性変形をすることで、地震時にエネルギー吸収できるものとなっている。   In the building vibration control structure disclosed in Patent Document 1, the U-shaped elasto-plastic damper has two opposing sides by the two restraint surfaces of the left and right restraint parts due to the interlayer displacement in which the upper floor and the lower floor mutually displace relative to each other at the time of earthquake. By performing elasto-plastic deformation in which the position of the U-shaped curved part is moved while the deformation of the part in the left and right direction is restrained, energy can be absorbed during an earthquake.

特開２００９−２７０３３６号公報JP, 2009-270336, A

ここで、特許文献１に開示された建物制震構造は、上枠、下枠及び左右の側枠が方形状に組まれたパネルフレームの構面内においてのみ、Ｕ字形弾塑性ダンパーのＵ字状湾曲部の位置を移動させていくものとなる。このため、特許文献１に開示された建物制震構造は、Ｕ字形弾塑性ダンパーのＵ字状の断面方向においてのみ、Ｕ字形弾塑性ダンパーの変形が考慮されて、Ｕ字形弾塑性ダンパーの断面直交方向の変形が考慮されていない。   Here, in the building vibration control structure disclosed in Patent Document 1, the U shape of the U-shaped elasto-plastic damper is only in the construction surface of the panel frame in which the upper frame, the lower frame and the left and right side frames are assembled in a square shape. The position of the curved portion is moved. For this reason, the building vibration control structure disclosed in Patent Document 1 considers the deformation of the U-shaped elastic-plastic damper only in the U-shaped cross-sectional direction of the U-shaped elastic-plastic damper, and Orthogonal deformation is not taken into account.

特許文献１に開示された建物制震構造は、Ｕ字形弾塑性ダンパーの断面直交方向の変形が考慮されていないため、地震時に断面直交方向に作用する力に抵抗するものとなっていない。そして、特許文献１に開示された建物制震構造は、特に、Ｕ字形弾塑性ダンパーの断面直交方向の幅寸法が、断面方向の板厚寸法との関係で十分に確保されないおそれがあり、断面直交方向に作用する力に十分に抵抗できないという問題点があった。   Since the deformation of the U-shaped elasto-plastic damper in the cross-section orthogonal direction is not considered in the building vibration control structure disclosed in Patent Document 1, it does not resist the force acting in the cross-section orthogonal direction during an earthquake. And in the building vibration control structure disclosed in Patent Document 1, there is a risk that the width dimension in the direction orthogonal to the cross section of the U-shaped elastic-plastic damper is not sufficiently secured in relation to the plate thickness size in the cross direction. There is a problem that the force acting in the orthogonal direction can not be sufficiently resisted.

また、特許文献１に開示された建物制震構造は、Ｕ字形弾塑性ダンパーが、左右の対向辺部の全長に亘って、左右の拘束部の両拘束面により左右方向への変形が拘束されるため、弾塑性変形によりＵ字形弾塑性ダンパーの耐力上昇が増大する傾向にある。このとき、特許文献１に開示された建物制震構造は、Ｕ字形弾塑性ダンパーの耐力上昇が想定以上に過大となることで、拘束部からパネルフレームに至るまでの損傷発生も懸念される。   Further, in the building vibration control structure disclosed in Patent Document 1, the U-shaped elasto-plastic damper is restrained from being deformed in the left-right direction by both restraining surfaces of the left and right restraining portions over the entire length of the left and right opposing side portions. Therefore, the increase in the resistance of the U-shaped elasto-plastic damper tends to increase due to elasto-plastic deformation. At this time, in the case of the building vibration control structure disclosed in Patent Document 1, there is a concern that the damage from the restraint portion to the panel frame may be generated because the increase in resistance of the U-shaped elasto-plastic damper becomes excessive.

そこで、本発明は、上述した問題点に鑑みて案出されたものであって、その目的とするところは、断面直交方向に作用する力に抵抗するＵ形部材とすることで、地震時にＵ形部材の構面内変形によるエネルギー吸収性能を安定して確保できる耐震壁構造を提供することにある。   Therefore, the present invention has been made in view of the above-mentioned problems, and the purpose of the present invention is to use a U-shaped member that resists a force acting in a direction orthogonal to the cross section. It is an object of the present invention to provide a seismic wall structure capable of stably securing energy absorption performance due to in-plane deformation of a formed member.

第１発明に係る耐震壁構造は、耐震デバイスが構面内に設けられる耐震壁構造であって、横枠及び縦枠を組み合わせた枠体と、前記枠体の内部に設けられて耐震デバイスとなるＵ形部材と、前記Ｕ形部材が前記枠体の内部で支持される支持材とを備え、前記Ｕ形部材は、断面方向で略Ｕ形状に形成されて、湾曲部と、前記湾曲部の両端部から連続して延びる一対の中間部と、一対の前記中間部の端部から連続して延びる一対の固定部とを有して、断面直交方向に作用する力に抵抗するものとして、前記支持材に取り付けられ、前記Ｕ形部材は、前記湾曲部の両端部から高さ方向に離間した位置で、前記固定部のみが前記支持材に固定されることを特徴とする。 The seismic wall structure according to the first aspect of the present invention is a seismic wall structure in which a seismic device is provided in a construction surface, and a frame body in which a horizontal frame and a vertical frame are combined, and the seismic device provided in the inside of the frame A U-shaped member, and a support member on which the U-shaped member is supported inside the frame, the U-shaped member being formed in a substantially U-shape in a cross-sectional direction, a curved portion, and the curved portion A pair of middle portions continuously extending from both ends of the pair and a pair of fixing portions continuously extending from ends of the pair of middle portions to resist forces acting in a direction orthogonal to the cross section wherein attached to the support member, said U-shaped member, at a position spaced apart in the height direction from both ends of the curved portion, only the fixing portion, characterized in Rukoto is fixed to the support member.

第２発明に係る耐震壁構造は、第１発明において、前記Ｕ形部材は、断面直交方向に作用する力に抵抗するものとして、断面直交方向に延びるように形成されて、前記Ｕ形部材の断面直交方向の幅寸法が、前記Ｕ形部材の断面方向の板厚寸法の３倍以上となることを特徴とする。   In the seismic wall structure according to a second aspect of the present invention, in the first aspect, the U-shaped member is formed so as to extend in a cross-sectional orthogonal direction so as to resist a force acting in the cross-sectional orthogonal direction. A width dimension in a direction orthogonal to the cross section is three or more times as large as a thickness dimension in a cross direction of the U-shaped member.

第３発明に係る耐震壁構造は、第１発明又は第２発明において、前記Ｕ形部材は、前記横枠及び前記縦枠で形成される前記枠体の面内方向と、略Ｕ形状に形成された断面方向とを略平行にするものとして、一対の前記固定部が互いに略同一の向きに延びた状態で、前記支持材に取り付けられることを特徴とする。   In the earthquake resistant wall structure according to the third invention, in the first invention or the second invention, the U-shaped member is formed in a substantially U shape with the in-plane direction of the frame formed by the horizontal frame and the vertical frame. A pair of the fixing portions may be attached to the support member in a state in which the fixing portions extend in substantially the same direction, in order to make the cross-sectional direction substantially parallel.

第４発明に係る耐震壁構造は、第１発明又は第２発明において、前記Ｕ形部材は、前記横枠及び前記縦枠で形成される前記枠体の面内方向と、略Ｕ形状に形成された断面方向とを略直交させるものとして、断面直交方向において一対の前記固定部が互いに異なる向きに傾斜した状態で、前記支持材に取り付けられることを特徴とする。   In the earthquake-proof wall structure according to the fourth invention, in the first invention or the second invention, the U-shaped member is formed in a substantially U shape with the in-plane direction of the frame formed by the horizontal frame and the vertical frame. The cross-sectional direction is substantially orthogonal to the cross-sectional direction, and the pair of fixing portions are attached to the support in a state in which they are inclined in different directions in the cross-sectional orthogonal direction.

第１発明〜第４発明によれば、断面直交方向に作用する力に抵抗するＵ形部材とすることで、Ｕ形部材の断面直交方向の変形が抑制されて、地震時に安定したエネルギー吸収性能を発揮させることが可能となる。 According to the first to fourth inventions, the U-shaped member resists a force acting in the cross-sectional orthogonal direction, whereby deformation of the U-shaped member in the cross-sectional orthogonal direction is suppressed, and energy absorption performance stabilized at the time of earthquake It is possible to make

特に、第２発明によれば、Ｕ形部材の断面直交方向の幅寸法が、板厚寸法の３倍以上となることで、Ｕ形部材の断面直交方向の変形抵抗を確保して、特段の面外方向の補剛を必要とすることなく、地震時において耐震壁構造の構面に設けた耐震デバイスの構面内方向の変形によるエネルギー吸収性能を、安定して確保することが可能となる。   In particular, according to the second aspect of the invention, the width dimension of the U-shaped member in the direction orthogonal to the cross section is at least three times the plate thickness, thereby securing deformation resistance in the direction orthogonal to the cross section of the U-shaped member. It is possible to stably secure the energy absorption performance by the in-plane direction deformation of the aseismatic device provided on the structural surface of the seismic wall structure at the time of an earthquake without requiring the out-of-plane stiffening. .

第１発明〜第４発明によれば、中間部が支持材に固定されることなく、固定部のみが支持材に固定されて、Ｕ形部材の中間部が拘束を受けないものとすることで、Ｕ形部材の降伏後の過大な耐力上昇が抑制されて、Ｕ形部材の周囲の部材での損傷発生を回避することが可能となる。 According to the first invention to the fourth invention, only the fixing portion is fixed to the support without fixing the middle portion to the support, and the middle portion of the U-shaped member is not restrained. It is possible to prevent the occurrence of damage in the members around the U-shaped member by suppressing an excessive increase in load resistance after yielding of the U-shaped member.

本発明を適用した耐震壁構造を示す斜視図である。It is a perspective view showing the earthquake-resistant wall structure to which the present invention is applied. （ａ）は、本発明を適用した耐震壁構造の第１実施形態を示す正面図であり、（ｂ）は、そのＡ−Ａ線断面図であり、（ｃ）は、その地震時に水平力が作用した後の枠体を示す正面図である。(A) is a front view which shows 1st Embodiment of the earthquake-resistant wall structure to which this invention is applied, (b) is the AA sectional drawing, (c) is horizontal force at the time of the earthquake. It is a front view which shows the frame after acting. （ａ）は、本発明を適用した耐震壁構造で補剛材が設けられた支持材を示す正面図であり、（ｂ）は、そのＡ−Ａ線断面図であり、（ｃ）は、その地震時に水平力が作用した後の枠体を示す正面図である。(A) is a front view which shows the supporting material in which the stiffener was provided by the earthquake-resistant wall structure to which this invention is applied, (b) is the AA sectional drawing, (c), It is a front view which shows the frame after horizontal force acts at the time of the earthquake. （ａ）は、本発明を適用した耐震壁構造でＫ型ブレースの配置とした補剛材が設けられた支持材を示す正面図であり、（ｂ）は、そのＡ−Ａ線断面図であり、（ｃ）は、その地震時に水平力が作用した後の枠体を示す正面図である。(A) is a front view which shows the supporting material provided with the stiffener which made the arrangement | positioning of K type brace by the earthquake-resistant wall structure to which this invention is applied, (b) is the AA sectional drawing. (C) is a front view which shows the frame after horizontal force acts at the time of the earthquake. 本発明を適用した耐震壁構造でラーメン形式の躯体から構成される耐力壁とした枠体を示す正面図である。It is a front view which shows the frame used as the bearing wall comprised from the frame of a rigid frame type | mold by the earthquake-resistant wall structure to which this invention is applied. （ａ）は、図２に示す本発明を適用した耐震壁構造のＡ−Ａ線拡大断面図であり、（ｂ）は、耐震壁構造の構面に対して面外方向に変形したＵ形部材を示す拡大断面図である。(A) is AA expanded sectional view of the earthquake-resistant wall structure to which this invention shown in FIG. 2 is applied, (b) is a U-shape deformed in the out-of-plane direction with respect to the construction surface of an earthquake-resistant wall structure. It is an expanded sectional view showing a member. （ａ）は、本発明を適用した耐震壁構造の第１実施形態のＵ形部材を示す断面の拡大図であり、（ｂ）は、その断面に直交する面の拡大図である。(A) is an enlarged view of the cross section which shows U-shaped member of 1st Embodiment of the earthquake-resistant wall structure to which this invention is applied, (b) is an enlarged view of the surface orthogonal to the cross section. （ａ）は、本発明を適用した耐震壁構造の支持材による拘束を受けないＵ形部材及び周囲との接合を示す拡大正面図であり、（ｂ）は、そのＵ形部材の変形状態を示す拡大正面図である。(A) is an enlarged front view which shows joining with the U-shaped member which is not restrained by the support material of the earthquake-resistant wall structure to which this invention is applied, and circumference | surroundings, (b) shows the deformation state of the U-shaped member It is an enlarged front view which shows. （ａ）は、本発明を適用した耐震壁構造で面取をほどこしたデバイス締結材を用いた場合のＵ形部材及び周囲との接合を示す拡大正面図であり、（ｂ）は、そのＵ形部材の変形状態を示す拡大正面図である。(A) is an enlarged front view showing a U-shaped member and a joint with the periphery in the case of using a device fastening material which is chamfered with a seismic wall structure to which the present invention is applied, (b) is the U It is an enlarged front view which shows the deformation | transformation state of a forming member. （ａ）は、本発明を適用した耐震壁構造の第２実施形態を示す正面図であり、（ｂ）は、そのＢ−Ｂ線断面図である。(A) is a front view which shows 2nd Embodiment of the earthquake-resistant wall structure to which this invention is applied, (b) is the BB sectional drawing. （ａ）は、本発明を適用した耐震壁構造で断面略矩形状の鋼管が用いられた支持材を示す正面図であり、（ｂ）は、そのＢ−Ｂ線断面図である。(A) is a front view which shows the supporting material in which the steel pipe of the cross-sectional substantially rectangular shape was used by the seismic wall structure to which this invention is applied, (b) is the BB sectional drawing. （ａ）は、本発明を適用した耐震壁構造の第２実施形態のＵ形部材を示す断面の拡大図であり、（ｂ）は、その断面に直交する面の拡大図である。(A) is an enlarged view of the cross section which shows U-shaped member of 2nd Embodiment of the earthquake-resistant wall structure to which this invention is applied, (b) is an enlarged view of the surface orthogonal to the cross section. （ａ）は、図１０に示す本発明を適用した耐震壁構造で変形前のＵ形部材を示す拡大正面図であり、（ｂ）は、耐震壁構造の構面内方向に変形したＵ形部材を示す拡大正面図である。(A) is an enlarged front view showing a U-shaped member before deformation in a seismic wall structure to which the present invention shown in FIG. 10 is applied, and (b) is a U-shape deformed in the in-plane direction of the seismic wall structure It is an enlarged front view showing a member. （ａ）は、本発明を適用した耐震壁構造の有限要素解析でＮｏ．１〜Ｎｏ．６、Ｎｏ．９、Ｎｏ．１０の解析モデルを示す断面の拡大図、（ｂ）は、その断面に直交する面の拡大図である。(A) is the finite element analysis of the shear wall structure to which the present invention is applied. 1 to No. 6, No. 9, No. 10 is an enlarged view of a cross section showing an analysis model of 10, and (b) is an enlarged view of a plane orthogonal to the cross section. （ａ）は、本発明を適用した耐震壁構造の有限要素解析でＮｏ．７の解析モデルを示す断面の拡大図、（ｂ）は、その断面に直交する面の拡大図である。(A) is the finite element analysis of the shear wall structure to which the present invention is applied. FIG. 7B is an enlarged view of a plane orthogonal to the cross section of FIG. （ａ）は、本発明を適用した耐震壁構造の有限要素解析でＮｏ．８の解析モデルを示す断面の拡大図、（ｂ）は、その断面に直交する面の拡大図である。(A) is the finite element analysis of the shear wall structure to which the present invention is applied. FIG. 8B is an enlarged view of a plane orthogonal to the cross section, and FIG. （ａ）は、本発明を適用した耐震壁構造におけるＵ形部材単体について、Ｎｏ．１の解析モデルの荷重Ｐ−変位δ関係を示すグラフである。（ｂ）は、Ｕ形部材単体の荷重Ｐ−変位δ関係を、耐震壁構造の水平力Ｆ−水平変位Δ関係に換算したグラフである。(A) is No. 1 about the U-shaped member single-piece | unit in the earthquake-resistant wall structure to which this invention is applied. It is a graph which shows the load P-displacement delta relation of an analytical model of 1. (B) is a graph which converted load P-displacement delta relation of a U-shaped member single-piece into horizontal force F-horizontal displacement delta relation of a seismic wall structure. 本発明を適用した耐震壁構造でＮｏ．１〜Ｎｏ．６の解析モデルの剛性比とＵ形部材の寸法比との関係を示すグラフである。No. 1 is a seismic wall structure to which the present invention is applied. 1 to No. It is a graph which shows the relationship between the rigidity ratio of the analytical model of 6, and the dimensional ratio of a U-shaped member. 本発明を適用した耐震壁構造でＮｏ．１〜Ｎｏ．６の解析モデルの耐力比とＵ形部材の寸法比との関係を示すグラフである。No. 1 is a seismic wall structure to which the present invention is applied. 1 to No. It is a graph which shows the relationship between the proof stress ratio of an analytical model of 6, and the size ratio of a U-shaped member. 本発明を適用した耐震壁構造におけるＵ形部材単体について、Ｎｏ．１及びＮｏ．７の解析モデルの荷重Ｐ−変位δ関係の比較を示すグラフである。Regarding U-shaped members alone in the seismic wall structure to which the present invention is applied, no. 1 and No. 1 It is a graph which shows the comparison of the load P-displacement delta relation of an analytical model of A.7. 本発明を適用した耐震壁構造におけるＵ形部材単体について、Ｎｏ．１及びＮｏ．８の解析モデルの荷重Ｐ−変位δ関係の比較を示すグラフである。Regarding U-shaped members alone in the seismic wall structure to which the present invention is applied, no. 1 and No. 1 It is a graph which shows the comparison of the load P-displacement delta relation of an analysis model of eight. 本発明を適用した耐震壁構造におけるＵ形部材単体について、Ｎｏ．１及びＮｏ．９〜１１の解析モデルの荷重Ｐ−変位δ関係の比較を示すグラフである。Regarding U-shaped members alone in the seismic wall structure to which the present invention is applied, no. 1 and No. 1 It is a graph which shows the comparison of the load P-displacement delta relation of an analytical model of 9-11. （ａ）は、図７（ａ）に示すものと同等のＵ形部材の断面の拡大図であり、（ｂ）〜（ｅ）は、Ｕ形部材の変形形態の断面の拡大図である。(A) is an enlarged view of the cross section of the U-shaped member equivalent to what is shown to Fig.7 (a), (b)-(e) is an enlarged view of the cross section of the deformation | transformation form of U shaped member. （ａ）は、図７（ａ）に示すものと同等のＵ形部材の断面の拡大図であり、（ｂ）〜（ｅ）は、Ｕ形部材の変形形態の断面の拡大図である。(A) is an enlarged view of the cross section of the U-shaped member equivalent to what is shown to Fig.7 (a), (b)-(e) is an enlarged view of the cross section of the deformation | transformation form of U shaped member.

以下、本発明を適用した耐震壁構造１を実施するための形態について、図面を参照しながら詳細に説明する。   Hereinafter, a form for carrying out the earthquake-resistant wall structure 1 to which the present invention is applied will be described in detail with reference to the drawings.

本発明を適用した耐震壁構造１は、図１に示すように、住宅、学校、事務所、病院施設等の小規模建築物の壁体に導入される。本発明を適用した耐震壁構造１は、特に、枠体８により形成される構面内に耐震デバイスが設けられて耐力壁等として用いられる。   The earthquake-resistant wall structure 1 to which this invention is applied is introduce | transduced in the wall of small-scale buildings, such as a house, a school, an office, a hospital facility, as shown in FIG. The earthquake resistant wall structure 1 to which the present invention is applied is particularly provided with an earthquake resistant device in a construction surface formed by the frame 8 and used as a bearing wall or the like.

本発明を適用した耐震壁構造１は、図２に示すように、一対の横枠８１及び一対の縦枠８２を略矩形状に組み合わせた枠体８と、枠体８の内部８０に設けられて耐震デバイスとなるＵ形部材２と、Ｕ形部材２が枠体８の内部８０で支持される支持材３とを備える。   As shown in FIG. 2, the anti-seismic wall structure 1 to which the present invention is applied is provided in a frame 8 in which a pair of horizontal frames 81 and a pair of vertical frames 82 are combined in a substantially rectangular shape and the inside 80 of the frame 8. And a support member 3 supported by the interior 80 of the frame 8.

本発明を適用した耐震壁構造１は、第１実施形態において、特に、一対の横枠８１及び一対の縦枠８２で形成される枠体８の面内方向αと、略Ｕ形状に形成されたＵ形部材２の断面方向（図７のＸ方向に対応）とを略平行にして、Ｕ形部材２の断面方向が耐震壁構造１の構面内に配置される。   In the first embodiment, the anti-seismic wall structure 1 to which the present invention is applied is formed substantially in the in-plane direction α of the frame 8 formed of the pair of horizontal frames 81 and the pair of vertical frames 82 The cross-sectional direction of the U-shaped member 2 is disposed in the construction surface of the seismic wall structure 1 with the cross-sectional direction of the U-shaped member 2 (corresponding to the X direction in FIG. 7) substantially parallel.

枠体８は、横枠８１及び縦枠８２の各々に、断面略Ｃ形状の溝形鋼、リップ付溝形鋼等、又は、断面略矩形状の角鋼、角形鋼管等が用いられる。なお、枠体８は、無垢断面等の木材であってもよい。枠体８は、横方向に延びる一対の横枠８１が互いに略平行に離間して、また、縦方向に延びる一対の縦枠８２が互いに略平行に離間して配置されることで、枠体８の内部８０が構面内で略矩形状に形成される。ここで、枠体８の高さをＨ、枠体８の幅をＤで表す（横枠８１及び縦枠８２の中心線を基準）。   As the frame 8, for each of the horizontal frame 81 and the vertical frame 82, a grooved steel having a substantially C-shaped cross section, a grooved steel with a lip or the like, a square steel having a substantially rectangular cross section, a square steel pipe or the like is used. The frame 8 may be a wood such as a solid cross section. The frame 8 is arranged such that a pair of horizontal frames 81 extending in the lateral direction are separated substantially in parallel with each other, and a pair of vertical frames 82 extending in the vertical direction are separated in substantially parallel with each other. The eight interiors 80 are formed in a substantially rectangular shape in the construction plane. Here, the height of the frame 8 is H, and the width of the frame 8 is D (based on the center lines of the horizontal frame 81 and the vertical frame 82).

枠体８は、地震時に横方向の水平力Ｆが作用する前の状態で、横枠８１及び縦枠８２が互いに略直交するように配置されて、図２（ａ）に示すように、一対の縦枠８２を縦方向に略直立させた状態となる。また、枠体８は、図２（ｃ）に示すように、地震時に横方向の水平力Ｆが作用した後の状態で、一対の縦枠８２を横方向に傾倒させた状態となる。このとき、Ｕ形部材２には縦方向のせん断力として荷重Ｐが作用し、変形δが生じることで、Ｕ形部材２は弾塑性変形して地震に対するエネルギー吸収性能を発揮する。   As shown in FIG. 2A, the frame 8 is disposed so that the horizontal frame 81 and the vertical frame 82 are substantially orthogonal to each other before the horizontal force F acts in the horizontal direction at the time of an earthquake. The vertical frame 82 is substantially upright in the vertical direction. Further, as shown in FIG. 2C, the frame 8 is in a state in which the pair of vertical frames 82 is tilted in the lateral direction after the horizontal force F in the lateral direction is applied at the time of earthquake. At this time, the load P acts on the U-shaped member 2 as a shear force in the longitudinal direction, and the deformation δ is generated, whereby the U-shaped member 2 is elastically plastically deformed to exhibit energy absorption performance against earthquakes.

支持材３は、例えば、鋼板等のパネルが用いられる。ここで、支持材３は、一対の縦枠８２の各々からＵ形部材２まで連続して設けられて、枠体８の内部８０の縦方向の２箇所程度で、横方向の略中央となる位置に一対のＵ形部材２を配置して支持するものとなる。なお、Ｕ形部材２を配置する位置は、枠体８の内部８０の縦方向の１箇所、又は、２以上の複数箇所であってもよい。また、図２では、１箇所あたりのＵ形部材２の設置数は２としているが、単数や２以上の複数であってもよい。   For example, a panel such as a steel plate is used as the support material 3. Here, the support members 3 are continuously provided from each of the pair of vertical frames 82 to the U-shaped member 2 and become approximately the center in the horizontal direction at about two places in the longitudinal direction of the inside 80 of the frame 8. It arranges and supports a pair of U-shaped members 2 in a position. The U-shaped member 2 may be disposed at one place in the longitudinal direction of the inside 80 of the frame 8 or at two or more places. Moreover, in FIG. 2, although the installation number of the U-shaped member 2 per one location is set to 2, one or more than one may be sufficient.

支持材３は、鋼板等のパネルの一方の側端部に、略平板状に形成されたデバイス締結材３０が設けられて、また、パネルの他方の側端部に、略平板状に形成された枠締結材３１が設けられる。支持材３は、ドリルねじ、ボルト、ビス、鋲、リベット、接着、スポット溶接又は連続溶接等を用いた接合方法で、デバイス締結材３０が一対のＵ形部材２に架設するように接合（Ｊ１）されて、また、枠締結材３１が縦枠８２に沿って接合（Ｊ２）される。ここで、枠体８の縦枠８２の中心線に対する支持材３の突出幅をＳで表す。   The support member 3 is provided with a device fastening member 30 formed in a substantially flat plate shape at one side end portion of a panel such as a steel plate, and is formed in a substantially flat plate shape at the other side end portion of the panel. A frame fastening member 31 is provided. The supporting member 3 is a joining method using a drill screw, a bolt, a screw, a rivet, a rivet, bonding, spot welding, continuous welding or the like so that the device fastening member 30 is bridged over the pair of U-shaped members 2 (J1 And the frame fastening member 31 is joined (J2) along the vertical frame 82. Here, the protrusion width of the support member 3 with respect to the center line of the vertical frame 82 of the frame 8 is represented by S.

支持材３は、枠締結材３１が縦枠８２に接合されることで、一対の縦枠８２にＵ形部材２を接続させるものとなる。支持材３は、これに限らず、枠締結材３１が横枠８１に接合されることで、一対の横枠８１にＵ形部材２を接続させるものでもよい。また、支持材３は、図３〜図５に示すように、鋼板等の板状片が用いられてもよい。さらに、支持材３をデバイス締結材３０のみで構成し、デバイス締結材３０を介してＵ形部材２と枠体８とを接合させることもできる。   The support member 3 connects the U-shaped member 2 to the pair of vertical frames 82 by the frame fastening member 31 being joined to the vertical frame 82. The supporting member 3 is not limited to this, and the U-shaped member 2 may be connected to the pair of lateral frames 81 by the frame fastening member 31 being joined to the lateral frame 81. Further, as shown in FIGS. 3 to 5, a plate-like piece such as a steel plate may be used as the support material 3. Furthermore, the support member 3 can be configured only with the device fastening material 30 and the U-shaped member 2 and the frame 8 can be joined via the device fastening material 30.

支持材３は、図３に示すように、鋼板等の板状片が用いられる場合に、一対のＵ形部材２に接合されるデバイス締結材３０が設けられて、また、縦枠８２から板状片まで延びる山形鋼、溝形鋼、Ｈ形鋼又は鋼管等の補剛材３２が設けられる。支持材３は、縦枠８２から板状片まで傾斜してブレース状に補剛材３２が設けられるが、これに限らず、略水平方向に延びる補剛材３２が設けられて、必要に応じて、ブレース状の補剛材３２と組み合わされてもよい。また、Ｕ形部材２は、図４に示すように、Ｋ型ブレースの配置とした補剛材３２と縦枠８２に接続するように設けることもできる。   As shown in FIG. 3, when a plate-like piece such as a steel plate is used as shown in FIG. 3, a device fastening material 30 to be joined to the pair of U-shaped members 2 is provided. A stiffener 32 is provided, such as angle steel, channel steel, H-shaped steel or steel pipe extending up to the strip. The support member 3 is provided with a brace-like stiffener 32 inclined from the vertical frame 82 to the plate-like piece, but the present invention is not limited to this, a stiffener 32 extending in a substantially horizontal direction is provided. And may be combined with brace-like stiffeners 32. Further, as shown in FIG. 4, the U-shaped member 2 can be provided so as to be connected to the stiffener 32 and the vertical frame 82 in which the K-shaped brace is disposed.

支持材３は、図５に示すように、枠体８をラーメン形式の躯体から構成されるフレーム構造としたうえで、Ｕ形部材２に接合されるデバイス締結材３０が設けられて、また、横枠８１から板状片まで延びる山形鋼、溝形鋼、Ｈ形鋼又は鋼管等の補剛材３２が設けられてもよい。支持材３は、横枠８１から延びる補剛材３２が設けられる場合に、例えば、略鉛直方向に延びる補剛材３２と、横枠８１から傾斜して延びる補剛材３２とを組み合わせることもできる。   In the supporting member 3, as shown in FIG. 5, a device fastening member 30 to be joined to the U-shaped member 2 is provided after the frame 8 is formed into a frame structure configured of a rigid frame type housing. A stiffener 32 such as angle steel, channel steel, H-shaped steel or steel pipe extending from the horizontal frame 81 to the plate-like piece may be provided. In the case where the stiffener 32 extending from the lateral frame 81 is provided, the support member 3 may combine, for example, the stiffener 32 extending substantially in the vertical direction with the stiffener 32 extending obliquely from the lateral frame 81. it can.

支持材３は、図２（ｃ）に示すように、枠体８に横方向の水平力Ｆが作用して、例えば、一対の縦枠８２を右方向に傾倒させた状態となることで、Ｕ形部材２の左側及び右側の支持材３が縦方向に相対移動する。このとき、支持材３は、横枠８１及び縦枠８２で形成される面内方向αで、左側の支持材３が下方に移動するとともに、右側の支持材３が上方に移動して、Ｕ形部材２を断面方向に変形させるものとなる。   In the support member 3, as shown in FIG. 2C, the horizontal force F in the lateral direction acts on the frame body 8, and for example, the pair of vertical frames 82 is in the state of being tilted rightward, The left and right supports 3 of the U-shaped member 2 move relative to each other in the longitudinal direction. At this time, in the in-plane direction α formed by the horizontal frame 81 and the vertical frame 82, the support material 3 on the left side moves downward and the support material 3 on the right side moves upward. The formed member 2 is deformed in the cross-sectional direction.

枠体８に横方向の水平力Ｆが作用することで、左側及び右側の支持材３が面内方向αに相対移動するとともに、図６に示すように、面内方向αと直交する面外方向βにおいても、左側及び右側の支持材３が相対移動しようとする。左側及び右側の支持材３が面外方向βに相対移動することで、Ｕ形部材２に断面直交方向の力Ｇが作用する。   While the horizontal force F in the lateral direction acts on the frame body 8, the left and right support members 3 relatively move in the in-plane direction α, and as shown in FIG. 6, the out-of-plane orthogonal to the in-plane direction α. Also in the direction β, the left and right supports 3 try to move relative to each other. By the relative movement of the left and right support members 3 in the out-of-plane direction β, a force G in the cross-sectional orthogonal direction acts on the U-shaped member 2.

支持材３は、枠体８に横方向の水平力Ｆが作用する前の状態で、図６（ａ）に示すように、左側及び右側の支持材３が面外方向βで略同一の位置に配置される。また、支持材３は、図６（ｂ）に示すように、枠体８に横方向の水平力Ｆが作用した後の状態で、左側の支持材３が面外方向βで正面側に移動するとともに、右側の支持材３が面外方向βで背面側に移動して、Ｕ形部材２を断面直交方向に変形させるものとなる。ここで、左右の支持材３の正面側及び背面側への移動の向きは、それぞれ逆の向きとなる場合もある。   As shown in FIG. 6A, in the state before the horizontal force F in the lateral direction acts on the frame 8, the support 3 has substantially the same position in the out-of-plane direction β of the left and right supports 3 as shown in FIG. Will be placed. Further, as shown in FIG. 6 (b), the support material 3 on the left side is moved to the front side in the out-of-plane direction β in a state after the horizontal force F in the lateral direction is applied to the frame 8. At the same time, the right-side support member 3 is moved to the back side in the out-of-plane direction β to deform the U-shaped member 2 in the cross-sectional orthogonal direction. Here, the directions of movement of the left and right support members 3 to the front side and the back side may be opposite to each other.

Ｕ形部材２は、図７（ａ）に示すように、断面方向で略Ｕ形状に形成される。Ｕ形部材２は、略湾曲状に延びる湾曲部２１と、湾曲部２１の両端部２１ａから連続して略直線状に延びる一対の中間部２２とを有して、さらに、一対の中間部２２の端部２２ａから連続して略直線状に延びる一対の固定部２３を有する。   The U-shaped member 2 is formed in a substantially U-shape in the cross-sectional direction as shown in FIG. 7 (a). The U-shaped member 2 has a curved portion 21 extending in a substantially curved shape, and a pair of intermediate portions 22 continuously extending in a substantially linear shape from both end portions 21 a of the curved portion 21. And a pair of fixing portions 23 extending in a substantially straight line continuously from the end 22a of

Ｕ形部材２は、例えば、湾曲部２１が所定の外法半径Ｒで略半円弧状に形成されることで、奥行方向Ｘに所定の奥行寸法２Ｒとなる。ここで、外法半径Ｒは、板厚寸法ｔの２．０倍以上（Ｒ≧２．０×ｔ）とすることで、Ｕ形部材２に発生するひずみを抑制し、繰返し作用する地震力に対して、耐震デバイスの性能（変形性能や繰返し力に対する疲労特性等）を安定して確保することができる。Ｕ形部材２は、高さ方向Ｚで中間部２２が所定の高さ寸法Ｌｓとなり、固定部２３が所定の高さ寸法Ｌｆとなるとともに、断面方向で所定の板厚寸法ｔとなるように形成される。   The U-shaped member 2 has a predetermined depth dimension 2R in the depth direction X, for example, by forming the curved portion 21 in a substantially semicircular arc shape with a predetermined external radius R. Here, by setting the radius of curvature R to be 2.0 times or more of the plate thickness dimension t (R ≧ 2.0 × t), the strain generated in the U-shaped member 2 is suppressed, and the seismic force acting repeatedly On the other hand, it is possible to stably secure the performance of the aseismic device (such as the deformation performance and the fatigue characteristics against cyclic force). In the U-shaped member 2, the intermediate portion 22 has a predetermined height dimension Ls in the height direction Z, and the fixed portion 23 has a predetermined height dimension Lf and a predetermined plate thickness dimension t in the cross sectional direction. It is formed.

Ｕ形部材２は、略Ｕ形状に形成された断面方向と直交する断面直交方向に延びるように形成されて、図７に示すように、一対の固定部２３が中間部２２から連続して互いに略同一の向きに延びた状態となる。Ｕ形部材２は、断面直交方向となる幅方向Ｙで所定の幅寸法Ｗとなって、断面直交方向の幅寸法Ｗが、断面方向の板厚寸法ｔの３倍以上となる。なお、Ｕ形部材２は、断面直交方向の幅寸法Ｗを、断面方向の板厚寸法ｔの３倍以上、４０倍以下、又は、５倍以上、３０倍以下とすることもできる。   The U-shaped member 2 is formed to extend in a cross-sectional orthogonal direction orthogonal to the cross-sectional direction formed in a substantially U-shape, and as shown in FIG. It extends in substantially the same direction. The U-shaped member 2 has a predetermined width dimension W in the width direction Y which is the cross section orthogonal direction, and the width dimension W in the cross section orthogonal direction is at least three times the plate thickness dimension t in the cross section direction. In addition, the U-shaped member 2 can also set the width dimension W in the cross-sectional orthogonal direction to three times or more, 40 times or less, or 5 times or more and 30 times or less of the plate thickness dimension t in the cross-sectional direction.

Ｕ形部材２は、図８に示すように、支持材３のデバイス締結材３０が接合されることで、支持材３に取り付けられるものとなる。Ｕ形部材２は、湾曲部２１の両端部２１ａから高さ方向Ｚに離間した位置で、中間部２２がデバイス締結材３０に接合されることなく、固定部２３のみがデバイス締結材３０に接合されて支持材３に固定される。ここで、図８（ａ）及び図８（ｂ）は、ボルトＪ１ａ及びナットＪ１ｂを用いてＵ形部材２をデバイス締結材３０に接合（Ｊ１）した例である。また、図９（ａ）及び図９（ｂ）は、ボルトＪ１ａ及びデバイス接合材４０を用いてＵ形部材２をデバイス締結材３０に接合（Ｊ１）した例である。   As shown in FIG. 8, the U-shaped member 2 is attached to the support 3 by joining the device fastening members 30 of the support 3. The U-shaped member 2 is joined to the device fastening member 30 only at the fixing portion 23 without being joined to the device fastening member 30 at a position separated in the height direction Z from both end portions 21 a of the curved portion 21 And fixed to the support 3. Here, FIGS. 8A and 8B show an example in which the U-shaped member 2 is joined (J1) to the device fastening material 30 using the bolt J1a and the nut J1b. 9A and 9B show an example in which the U-shaped member 2 is joined (J1) to the device fastening member 30 using the bolt J1a and the device joining member 40.

Ｕ形部材２は、図８（ａ）に示すように、固定部２３が支持材３のデバイス締結材３０に当接されて拘束を受けるものとなるが、中間部２２が支持材３のデバイス締結材３０に当接されず拘束を受けないものとなる。このとき、Ｕ形部材２は、図８（ｂ）に示すように、Ｕ形部材２が断面方向に変形するときに、支持材３による拘束を受けない中間部２２及び湾曲部２１が、支持材３による拘束を受ける固定部２３よりも外側にはらみ出すように変形する。ここで、図８（ｂ）では、Ｕ形部材２が断面方向に大きく変形した場合に、Ｕ形部材２がデバイス締結材３０の角３０ｅに接触する位置において、Ｕ形部材２のひずみが局所的に進展する傾向にある。これに対し、図９（ｂ）では、Ｕ形部材２が接触する可能性があるデバイス締結材３０の角の位置に面取３０ｒを設け、さらにナットＪ１ｂの代わりとしたデバイス接合材４０の角の位置に面取４０ｒを設けることで、デバイス締結材３０やデバイス接合材４０の角に接触する位置においてＵ形部材２のひずみが局所的に進展することを抑えることができ、低サイクル疲労に対する性能を一段と向上することができる。   As shown in FIG. 8A, in the U-shaped member 2, the fixing portion 23 is abutted against the device fastening member 30 of the support member 3 to be restrained, but the middle portion 22 is a device of the support member 3. It does not abut on the fastening member 30 and is not restrained. At this time, as shown in FIG. 8B, when the U-shaped member 2 is deformed in the cross-sectional direction, the U-shaped member 2 supports the intermediate portion 22 and the curved portion 21 which are not constrained by the supporting member 3 It deforms so as to protrude outside the fixing portion 23 which is constrained by the material 3. Here, in FIG. 8B, when the U-shaped member 2 is largely deformed in the cross-sectional direction, the strain of the U-shaped member 2 is localized at the position where the U-shaped member 2 contacts the corner 30e of the device fastening member 30. Tend to progress. On the other hand, in FIG. 9 (b), the chamfer 30r is provided at the corner of the device fastening member 30 to which the U-shaped member 2 may come in contact, and the corner of the device bonding member 40 instead of the nut J1b. By providing the chamfer 40r at the position of the U-shaped member 2, it is possible to suppress the local development of the strain of the U-shaped member 2 at the position contacting the device fastening material 30 and the corners of the device bonding material 40. Performance can be further improved.

本発明を適用した耐震壁構造１は、図２（ｃ）、図３（ｃ）に示すように、Ｕ形部材２を断面方向に変形させることで、地震時のエネルギー吸収を実現する。本発明を適用した耐震壁構造１は、図７に示すように、Ｕ形部材２の断面直交方向の幅寸法Ｗを、断面方向の板厚寸法ｔとの関係で十分に確保することで、図６に示すように、断面直交方向に作用する力Ｇに抵抗するものとして、Ｕ形部材２が支持材３に取り付けられるものとなる。   The earthquake-proof wall structure 1 to which this invention is applied implement | achieves the energy absorption at the time of an earthquake by deform | transforming the U-shaped member 2 in a cross-sectional direction, as shown to FIG.2 (c) and FIG.3 (c). The earthquake resistant wall structure 1 to which the present invention is applied is, as shown in FIG. 7, sufficiently securing the width dimension W in the direction orthogonal to the cross section of the U-shaped member 2 in relation to the plate thickness dimension t in the cross direction. As shown in FIG. 6, the U-shaped member 2 is attached to the support member 3 as one that resists the force G acting in the cross-sectional orthogonal direction.

本発明を適用した耐震壁構造１は、支持材３を介して枠体８にＵ形部材２が接続されることで、Ｕ形部材２の断面方向の変形が増幅されて、地震時のエネルギー吸収効率を向上させる効果がある。本発明を適用した耐震壁構造１は、図３〜図５に示すように、枠体８から延びる補剛材３２が設けられることで、Ｕ形部材２が枠体８に剛性の高い溝形鋼又は鋼管等で接続されて、支持材３及び補剛材３２を合理的に設計するとともに、枠体８の内部８０における開口をより大きく確保することができる。   In the seismic wall structure 1 to which the present invention is applied, the U-shaped member 2 is connected to the frame 8 through the support member 3, so that the deformation in the cross-sectional direction of the U-shaped member 2 is amplified. It has the effect of improving the absorption efficiency. As shown in FIG. 3 to FIG. 5, the earthquake-resistant wall structure 1 to which the present invention is applied is provided with a stiffener 32 extending from the frame 8 so that the U-shaped member 2 has a groove shape with high rigidity in the frame 8. It is possible to rationally design the support member 3 and the stiffener 32 by connecting with steel or steel pipe or the like, and to secure a larger opening in the inside 80 of the frame 8.

次に、本発明を適用した耐震壁構造１の第２実施形態について説明する。上述した構成要素と同一の構成要素については、同一の符号を付して以下での説明を省略する。   Next, a second embodiment of the earthquake-resistant wall structure 1 to which the present invention is applied will be described. About the component same as the component mentioned above, the same code | symbol is attached | subjected and the description in the following is abbreviate | omitted.

本発明を適用した耐震壁構造１は、第２実施形態において、特に、一対の横枠８１及び一対の縦枠８２で形成される枠体８の面内方向αと、略Ｕ形状に形成されたＵ形部材２の断面方向（図１２のＸ方向に対応）とを略直交させて、Ｕ形部材２の断面直交方向が構面内に配置される。   In the second embodiment, the anti-seismic wall structure 1 to which the present invention is applied is formed substantially in the in-plane direction α of the frame 8 formed by the pair of horizontal frames 81 and the pair of vertical frames 82, in particular. The cross-sectional orthogonal direction of the U-shaped member 2 is disposed in the construction plane so that the cross-sectional direction of the U-shaped member 2 (corresponding to the X direction in FIG. 12) is substantially orthogonal.

支持材３は、図１０に示すように、例えば、鋼板等のパネルが用いられて、縦枠８２からＵ形部材２まで連続して設けられる。支持材３は、図１０（ａ）に示すように、Ｕ形部材２の断面直交方向と略平行に支持材３のデバイス締結材３０が設けられることで、Ｕ形部材２に支持材３のデバイス締結材３０をより簡易に接合することができる。   As shown in FIG. 10, for example, a panel such as a steel plate is used as the support member 3 and provided continuously from the vertical frame 82 to the U-shaped member 2. As shown in FIG. 10A, the device fastening member 30 of the support member 3 is provided substantially parallel to the cross-sectional orthogonal direction of the U-shaped member 2 so that the support member 3 The device fastening material 30 can be joined more easily.

支持材３は、図１０（ｂ）に示すように、特に、鋼板等のパネルの表裏両面で一対のＵ形部材２の各々が取り付けられる。このとき、支持材３には、Ｕ形部材２との接合箇所が面外方向βに偏心して配置されるものの、一対のＵ形部材２の接合箇所がパネルの表裏両面に配置されることで、接合箇所とパネルの偏心によりパネルに負荷されるねじりモーメントを打ち消す効果が得られる。なお、支持材３に十分な剛性がある場合は、支持材３を構成する鋼板等のパネルの表又は裏の何れか同一面に一対のＵ形部材２を取り付けることもできる。   As shown in FIG. 10 (b), in particular, each of the pair of U-shaped members 2 is attached to the front and back surfaces of a panel such as a steel plate. At this time, although the junction with the U-shaped member 2 is disposed eccentrically in the out-of-plane direction β in the support member 3, the junctions of the pair of U-shaped members 2 are disposed on both the front and back sides of the panel. The effect of canceling the torsional moment applied to the panel by the eccentricity of the joint and the panel is obtained. When the supporting member 3 has sufficient rigidity, the pair of U-shaped members 2 can be attached to the same surface of the front or back of the panel such as a steel plate constituting the supporting member 3.

支持材３は、図１１に示すように、例えば、断面略矩形状等の鋼管等が用いられて、縦枠８２からＵ形部材２まで連続して設けられてもよい。このとき、支持材３は、ねじり剛性に優れた閉鎖断面を有する鋼管等が用いられることで、Ｕ形部材２との接合箇所の面外方向βの偏心により負荷されるねじりモーメントに起因した変形を効率的に抑制する効果が得られる。   As shown in FIG. 11, for example, a steel pipe having a substantially rectangular cross section or the like may be used as the support member 3, and the support member 3 may be continuously provided from the vertical frame 82 to the U-shaped member 2. At this time, the support member 3 is a steel pipe or the like having a closed cross section excellent in torsional rigidity, so that the deformation due to the torsional moment applied by the eccentricity in the out-of-plane direction β of the joint portion with the U-shaped member 2 Can be effectively suppressed.

Ｕ形部材２は、図１２（ａ）に示すように、断面方向で略Ｕ形状に形成されて、図１２（ｂ）に示すように、略Ｕ形状に形成された断面方向と直交する断面直交方向（図１２のＹ方向に対応）において一対の固定部２３が中間部２２から連続して互いに異なる向きに傾斜した状態となる。Ｕ形部材２は、断面直交方向となる幅方向Ｙで所定の幅寸法Ｗとなって、断面直交方向の幅寸法Ｗが、断面方向の板厚寸法ｔの３倍以上となる。なお、Ｕ形部材２は、断面直交方向の幅寸法Ｗを、断面方向の板厚寸法ｔの３倍以上、４０倍以下、又は、５倍以上、３０倍以下とすることもできる。   The U-shaped member 2 is formed in a substantially U-shape in the cross-sectional direction as shown in FIG. 12A, and is a cross-section orthogonal to the cross-sectional direction formed in the substantially U-shape as shown in FIG. In the orthogonal direction (corresponding to the Y direction in FIG. 12), the pair of fixing portions 23 is continuously inclined from the middle portion 22 in directions different from each other. The U-shaped member 2 has a predetermined width dimension W in the width direction Y which is the cross section orthogonal direction, and the width dimension W in the cross section orthogonal direction is at least three times the plate thickness dimension t in the cross section direction. In addition, the U-shaped member 2 can also set the width dimension W in the cross-sectional orthogonal direction to three times or more, 40 times or less, or 5 times or more and 30 times or less of the plate thickness dimension t in the cross-sectional direction.

Ｕ形部材２は、断面直交方向において一対の固定部２３が互いに異なる向きに傾斜した状態となることで、各々の固定部２３が幅方向Ｙに所定の傾斜角度φで傾斜する。Ｕ形部材２は、例えば、固定部２３の傾斜角度φを１５°〜７５°程度とする。なお、Ｕ形部材２は、固定部２３の傾斜角度φを０°としたときに、図７（ｂ）に示すように、断面直交方向で一対の固定部２３が互いに略同一の向きに延びた状態となる。   The U-shaped member 2 is inclined in the width direction Y at a predetermined inclination angle φ because the pair of fixing portions 23 are inclined in different directions in the cross-sectional orthogonal direction. For example, the U-shaped member 2 sets the inclination angle φ of the fixed portion 23 to about 15 ° to 75 °. In the U-shaped member 2, when the inclination angle φ of the fixing portion 23 is 0 °, as shown in FIG. 7B, the pair of fixing portions 23 extend in substantially the same direction in the direction orthogonal to the cross section It will be

図１０、図１１に示すＵ形部材２は、Ｕ形部材２の左側及び右側の支持材３が面内方向αに相対移動することで、左側の支持材３が下方に移動するとともに、右側の支持材３が上方に移動して、図１３に示すように、面内方向αで断面方向に変形する。このとき、Ｕ形部材２には、断面直交方向の力Ｇも作用する。   In the U-shaped member 2 shown in FIGS. 10 and 11, the left-side support 3 is moved downward by the relative movement of the left-side and right-side supports 3 of the U-shaped member 2 in the in-plane direction α. The support member 3 moves upward and is deformed in the in-plane direction α in the cross-sectional direction as shown in FIG. At this time, a force G also acts on the U-shaped member 2 in the cross-sectional orthogonal direction.

本発明を適用した図１０、図１１に示す耐震壁構造１は、Ｕ形部材２を断面方向に変形させることで、地震時のエネルギー吸収を実現する。本発明を適用した耐震壁構造１は、Ｕ形部材２が支持材３に取り付けられて、図１２に示すように、Ｕ形部材２の断面直交方向の幅寸法Ｗを、断面方向の板厚寸法ｔとの関係で十分に確保して、図１３に示すように、断面直交方向に作用する力Ｇにも抵抗することで、地震時において耐震壁構造１の構面に設けた耐震デバイスの構面内方向の変形によるエネルギー吸収性能を、安定して確保することが可能となる。   The earthquake-proof wall structure 1 shown to FIG. 10, FIG. 11 to which this invention is applied implement | achieves the energy absorption at the time of an earthquake by deforming the U-shaped member 2 in the cross-sectional direction. The U-shaped member 2 is attached to the support member 3 and the width dimension W of the U-shaped member 2 in the cross-sectional orthogonal direction is the plate thickness in the cross-sectional direction, as shown in FIG. The earthquake-resistant device provided on the construction surface of the earthquake-resistant wall structure 1 at the time of an earthquake by sufficiently securing the relationship with the dimension t and also resisting the force G acting in the cross-sectional orthogonal direction as shown in FIG. It is possible to stably secure energy absorption performance due to deformation in the in-plane direction.

本発明を適用した耐震壁構造１は、第１実施形態及び第２実施形態の何れにおいても、Ｕ形部材２が断面直交方向に作用する力Ｇに抵抗するものとなる。ここでは、本発明を適用した耐震壁構造１の効果を検証するために、表１に示す形状、境界条件及び荷重条件としたＮｏ．１〜Ｎｏ．１１の解析モデルを設定して、有限要素解析を実施した。なお、Ｕ形部材２の素材特性としては、降伏応力σｙが２００ＭＰａの特性を有する鋼材の応力ひずみ関係を用いている。   The earthquake-resistant wall structure 1 to which the present invention is applied resists the force G in which the U-shaped member 2 acts in the cross-sectional orthogonal direction also in any of the first embodiment and the second embodiment. Here, in order to verify the effect of the shear wall structure 1 to which the present invention is applied, the No. 1 as the shape, the boundary condition and the load condition shown in Table 1 are used. 1 to No. Eleven analysis models were set up and finite element analysis was performed. In addition, as a raw material characteristic of the U-shaped member 2, the stress strain relationship of the steel materials which have the characteristic whose yield stress (sigma) y is 200 Mpa is used.

Ｎｏ．１〜Ｎｏ．６は、図１４に示すように、Ｕ形部材２の幅寸法Ｗを、板厚寸法ｔの２．０倍〜１０．０倍の範囲で変化させて、Ｕ形部材２に作用する力となる荷重Ｐの作用方向θを０°〜９０°に変化させることで、断面直交方向に作用する力Ｇの影響と、幅寸法Ｗと板厚寸法ｔとの寸法比（Ｗ／ｔ）の関係を確認するための解析モデルである。   No. 1 to No. 6, the force acting on the U-shaped member 2 by changing the width dimension W of the U-shaped member 2 in the range of 2.0 times to 10.0 times the plate thickness dimension t, as shown in FIG. By changing the acting direction θ of the load P to 0 ° to 90 °, the relationship between the influence of the force G acting in the cross section orthogonal direction and the dimensional ratio (W / t) between the width dimension W and the plate thickness dimension t Is an analytical model for confirming

Ｎｏ．７は、図１５に示すように、Ｕ形部材２の中間部２２が変形拘束（Ｋ）を受ける場合（変形拘束あり）と、Ｕ形部材２の中間部２２が図８に示す変形拘束を受けない場合（変形拘束なし）とを比較して、変形拘束の有無の影響を確認するための解析モデルである。また、Ｎｏ．８は、図１６に示すように、固定部２３の傾斜角度φを４５°として、固定部２３の傾斜角度φの影響を確認するための解析モデルである。さらに、Ｎｏ．９〜Ｎｏ．１１は、図１４に示すＵ形部材２の幅寸法Ｗを、板厚寸法ｔの２０．０倍、３０．０倍、４０．０倍に変化させた解析モデルである。なお、図１４〜図１６の解析モデルでは、支持点を不動点とするとともに、載荷点に荷重Ｐを負荷してその変形δを抽出した。   No. As shown in FIG. 15, when the middle portion 22 of the U-shaped member 2 is subjected to the deformation constraint (K) (with deformation constraint) as shown in FIG. 15, the middle portion 22 of the U-shaped member 2 is deformed as shown in FIG. It is an analysis model for confirming the influence of the presence or absence of a deformation | transformation constraint, comparing with the case where it does not receive (it is deformation | transformation restraintless). Also, no. Reference numeral 8 denotes an analysis model for confirming the influence of the inclination angle φ of the fixed portion 23 by setting the inclination angle φ of the fixed portion 23 to 45 ° as shown in FIG. Furthermore, no. 9 to No. 11 is an analysis model in which the width W of the U-shaped member 2 shown in FIG. 14 is changed to 20.0 times, 30.0 times, and 40.0 times the plate thickness size t. In addition, in the analysis model of FIGS. 14-16, while making a supporting point into a fixed point, the load P was loaded to a loading point and the deformation (delta) was extracted.

本発明を適用した耐震壁構造１は、Ｎｏ．１の有限要素解析の結果を代表図として示すと、図１７（ａ）に示すように、Ｕ形部材２が安定した荷重Ｐ−変位δ関係を描くことが分かる。ここで、本発明を適用した耐震壁構造１は、Ｐ−δ関係で囲まれた領域が広く、地震時に優れたエネルギー吸収性能を発揮することが分かる。なお、図示は省略するが、Ｕ形部材２は繰返し荷重に対して、紡錘形のＰ−δ関係を描き、安定した繰返し履歴性能を発揮するため、耐震壁構造１は繰返して作用する地震力に対して優れたエネルギー吸収性能を発揮することができる。   The seismic wall structure 1 to which the present invention is applied is No. 1 When the result of the finite element analysis of 1 is shown as a representative view, it can be seen that the U-shaped member 2 draws a stable load P-displacement δ relationship as shown in FIG. Here, it is understood that the seismic wall structure 1 to which the present invention is applied has a wide region surrounded by the P-δ relationship, and exhibits excellent energy absorption performance at the time of earthquake. Although not shown, the U-shaped member 2 draws a spindle-shaped P-δ relationship with respect to cyclic load, and in order to exert stable cyclic hysteresis performance, the earthquake-resistant wall structure 1 is subjected to seismic force acting repeatedly. In contrast, it can exhibit excellent energy absorption performance.

図１７（ａ）のＵ形部材２単体の荷重Ｐ−変位δ関係を、図２及び図３に示す耐震壁構造１の各部の寸法（枠体８の高さＨ、枠体８の幅Ｄ、支持材３の突出幅Ｓ）に基づき定まる換算式（Ｆ＝ｎ×Ｐ×Ｄ／Ｈ、Δ＝δ×Ｈ／２Ｓ、ここでｎはＵ形部材２の数量）を用いて、水平力Ｆ−水平変位Δ関係に換算（ここで、Ｈ＝２７３０ｍｍ、Ｄ＝９１０ｍｍ、Ｓ＝４４０ｍｍ、２Ｒ＝３０ｍｍ、ｎ＝４又は６）したグラフを、図１７（ｂ）に示す。ここで、耐震壁構造１の水平変位ΔとＵ形部材２の変形δの関係式においては、支持材３によるＵ形部材２の変形の増幅が考慮されている。   The load P-displacement δ relationship of the U-shaped member 2 alone shown in FIG. 17 (a) is shown in FIG. 2 and FIG. 3 in the dimensions of each part of the seismic wall structure 1 (height H of frame 8; width D of frame 8) Horizontal force using a conversion formula (F = n × P × D / H, Δ = δ × H / 2S, where n is the number of U-shaped members 2) determined based on the protrusion width S of the support member 3 FIG. 17 (b) shows a graph converted into F-horizontal displacement Δ relationship (here, H = 2730 mm, D = 910 mm, S = 440 mm, 2R = 30 mm, n = 4 or 6). Here, the amplification of the deformation of the U-shaped member 2 due to the support member 3 is considered in the relational expression of the horizontal displacement Δ of the aseismatic wall structure 1 and the deformation δ of the U-shaped member 2.

図１７（ｂ）において、曲線Ｕ４は耐震デバイスとなるＵ形部材２を４個用いた場合（図２及び図３に対応）、曲線Ｕ６は耐震デバイスとなるＵ形部材２を６個用いた場合（図示は省略）の水平力Ｆ−水平変位Δ関係である。図１７（ｂ）は、枠体８の抵抗は無視して、図１７（ａ）に示すＵ形部材２の性能に基づき図示したものであるが、Ｆ−Δ関係で囲まれた領域が広く、耐震壁構造１として、地震時に優れたエネルギー吸収性能を発揮することが分かる。また、Ｕ形部材２の数量を変更（ここでは４個から６個に変更）することで、耐震壁構造１の性能が制御できることが分かる。ここでは、枠体８の抵抗は無視しているが、耐震壁構造１の性能に枠体８の抵抗を累加することで、より高剛性の耐震壁構造１とすることもできる。   In FIG.17 (b), when four U-shaped members 2 used as a seismic device are used (corresponding to FIG.2 and FIG.3), the curve U4 used six U-shaped members 2 used as an earthquake resistant device. Horizontal force F-horizontal displacement Δ relationship in the case (not shown). FIG. 17 (b) is illustrated based on the performance of the U-shaped member 2 shown in FIG. 17 (a), disregarding the resistance of the frame 8, but the region surrounded by the F-.DELTA. It can be seen that the seismic wall structure 1 exhibits excellent energy absorption performance at the time of an earthquake. Moreover, it turns out that the performance of the shear wall structure 1 can be controlled by changing the number of U-shaped members 2 (here, from 4 to 6). Although the resistance of the frame 8 is neglected here, the resistance of the frame 8 can be added to the performance of the seismic wall structure 1 to make the seismic wall structure 1 of higher rigidity.

また、本発明を適用した耐震壁構造１は、図１８に示すように、荷重Ｐの作用方向θ＝０°に対するθ＝９０°のときのＵ形部材２の剛性（載荷初期のＰ／δの値）の剛性比を縦軸、Ｕ形部材２の寸法比Ｗ／ｔを横軸に表して、Ｎｏ．１〜Ｎｏ．６の有限要素解析の結果を比較すると、Ｗ／ｔが３．０未満の領域では、剛性比が著しく低くなるのに対して、Ｗ／ｔが３．０以上の領域では、剛性比が高くなることが分かる。   In addition, as shown in FIG. 18, the shear wall structure 1 to which the present invention is applied is the rigidity of the U-shaped member 2 when θ = 90 ° with respect to the acting direction θ = 0 ° of the load P (P / δ in the initial stage of loading Of the U-shaped member 2 on the horizontal axis, and the rigidity ratio of the U.S. 1 to No. Comparing the results of the finite element analysis of 6, the rigidity ratio is extremely low in the region where W / t is less than 3.0, while the rigidity ratio is high in the region where W / t is 3.0 or more It turns out that it becomes.

さらに、本発明を適用した耐震壁構造１は、図１９に示すように、荷重Ｐの作用方向θ＝０°に対するθ＝１０°、２０°、３０°のときのＵ形部材２の耐力比（δ＝１５ｍｍ）を縦軸、Ｕ形部材２の寸法比Ｗ／ｔを横軸に表すと、Ｗ／ｔが３．０未満の領域では、荷重Ｐの作用方向θが１０°〜３０°と大きくなるにしたがって、Ｕ形部材２の耐力低下が顕著になるのに対して、Ｗ／ｔが３．０以上の領域では、Ｕ形部材２の耐力低下が僅かとなることが分かる。   Furthermore, as shown in FIG. 19, the earthquake-resistant wall structure 1 to which the present invention is applied is the load resistance ratio of the U-shaped member 2 at θ = 10 °, 20 °, and 30 ° with respect to the acting direction θ = 0 ° of the load P. In the region where W / t is less than 3.0, the acting direction θ of the load P is 10 ° to 30 °, where (δ = 15 mm) is the vertical axis and the dimensional ratio W / t of the U-shaped member 2 is the horizontal axis. It can be seen that the decrease in proof stress of the U-shaped member 2 becomes remarkable as the value becomes larger, while the decrease in proof stress of the U-shaped member 2 becomes slight in the region where W / t is 3.0 or more.

さらに望ましくは、Ｗ／ｔを５．０以上の領域とすることで、図１８における剛性比をより高く、図１９における耐力比についても耐力低下をより一層抑えることができる。   More desirably, by setting W / t to a region of 5.0 or more, the rigidity ratio in FIG. 18 can be further increased, and the reduction in resistance can be further suppressed for the resistance ratio in FIG.

このように、本発明を適用した耐震壁構造１は、断面直交方向に作用する力Ｇに抵抗するＵ形部材２とすることで、Ｕ形部材２の断面直交方向の変形が抑制されて、安定したエネルギー吸収性能を発揮させることが可能となる。特に、本発明を適用した耐震壁構造１は、Ｕ形部材２の寸法比Ｗ／ｔを３．０以上とした場合に、Ｕ形部材２の断面直交方向の幅寸法Ｗが板厚寸法ｔの３倍以上となることで、Ｕ形部材２の断面直交方向の変形抵抗を確保して、特段の面外方向βの補剛を必要とすることなく、地震時の面内方向αの変形によるエネルギー吸収性能を安定して確保することが可能となる。   Thus, the deformation of the U-shaped member 2 in the cross-sectional orthogonal direction is suppressed by forming the U-shaped member 2 that resists the force G acting in the cross-sectional orthogonal direction in the seismic wall structure 1 to which the present invention is applied. It becomes possible to exhibit stable energy absorption performance. In particular, in the seismic wall structure 1 to which the present invention is applied, when the dimensional ratio W / t of the U-shaped member 2 is 3.0 or more, the width dimension W of the U-shaped member 2 in the cross-section orthogonal direction is the plate thickness dimension t The deformation resistance in the direction orthogonal to the cross section of the U-shaped member 2 is secured by being three times or more, and the deformation in the in-plane direction α at the time of an earthquake is required without requiring special stiffening in the out-of-plane direction β. It is possible to stably secure the energy absorption performance by the

また、有限要素解析の結果では、図１５に示すように、変形拘束の影響を確認した場合に、Ｕ形部材２の中間部２２が拘束を受けることで、中間部２２のはらみ出すような変形が抑制されて、図２０に示すように、Ｕ形部材２が降伏後に耐力上昇する傾向がみられる。そして、Ｕ形部材２の耐力上昇が想定以上に過大となった場合には、Ｕ形部材２の周囲の部材での損傷発生が懸念されるものとなる。   Further, as shown in FIG. 15, in the result of the finite element analysis, when the influence of the deformation constraint is confirmed, the intermediate portion 22 of the U-shaped member 2 is subjected to a constraint, such that the deformation of the intermediate portion 22 is caused. As a result, as shown in FIG. 20, the U-shaped member 2 tends to increase its resistance after yielding. Then, when the increase in the resistance of the U-shaped member 2 becomes excessively large than expected, the occurrence of damage in the members around the U-shaped member 2 becomes a concern.

このとき、本発明を適用した耐震壁構造１は、図８に示すように、特に、中間部２２が支持材３に固定されることなく、固定部２３のみが支持材３に固定されて、Ｕ形部材２の中間部２２が拘束を受けないものとすることで、Ｕ形部材２の降伏後の過大な耐力上昇が抑制されて、Ｕ形部材２の周囲の部材での損傷発生を回避することが可能となる。   At this time, as shown in FIG. 8, in the seismic wall structure 1 to which the present invention is applied, in particular, only the fixing portion 23 is fixed to the support 3 without the intermediate portion 22 being fixed to the support 3 By setting the middle portion 22 of the U-shaped member 2 to be unrestrained, an excessive increase in the yield strength after yield of the U-shaped member 2 is suppressed, and the occurrence of damage at members around the U-shaped member 2 is avoided. It is possible to

また、有限要素解析の結果では、図１６に示すように、固定部２３の傾斜角度φを０°より大きくして、Ｕ形部材２の一対の固定部２３を互いに異なる向きに傾斜した状態としても、Ｕ形部材２の断面直交方向の幅寸法Ｗを、断面方向の板厚寸法ｔとの関係で十分に確保することで、図２１に示すように、Ｕ形部材２に作用する荷重Ｐに対して、Ｕ形部材２の安定したエネルギー吸収性能を確保することが可能となる。   In the result of finite element analysis, as shown in FIG. 16, the inclination angle φ of the fixed portion 23 is made larger than 0 °, and the pair of fixed portions 23 of the U-shaped member 2 are inclined in different directions. Also, as shown in FIG. 21, the load P acting on the U-shaped member 2 is sufficiently secured by sufficiently securing the width W in the direction orthogonal to the cross-section of the U-shaped member 2 in relation to the plate thickness t of the cross-sectional direction. On the other hand, stable energy absorption performance of the U-shaped member 2 can be secured.

また、Ｕ形部材２の幅寸法Ｗを、板厚寸法ｔの１０．０倍、２０．０倍、３０．０倍、４０．０倍に変化させた解析結果を示す図２２のように、幅寸法Ｗに応じてＵ形部材２の耐力を増減させることができる。なお、板厚寸法ｔに対する幅寸法Ｗが大きくなりすぎると、せん断遅れや板要素の座屈の影響によりデバイスの性能が低下する可能性があるため、Ｕ形部材２は、断面直交方向の幅寸法Ｗを、断面方向の板厚寸法ｔの４０倍以下とすることがよく、さらには３０倍以下とすることが望ましい。   Further, as shown in FIG. 22 showing an analysis result in which the width dimension W of the U-shaped member 2 is changed to 10.0 times, 20.0 times, 30.0 times, 40.0 times the plate thickness size t, The load resistance of the U-shaped member 2 can be increased or decreased according to the width dimension W. If the width W with respect to the plate thickness t is too large, there is a possibility that the performance of the device may be reduced due to the influence of shear delay and the buckling of the plate elements. The dimension W is preferably 40 times or less of the plate thickness dimension t in the cross-sectional direction, and more preferably 30 times or less.

以上、本発明の実施形態の例について詳細に説明したが、上述した実施形態は、何れも本発明を実施するにあたっての具体化の例を示したものに過ぎず、これらによって本発明の技術的範囲が限定的に解釈されてはならない。   As mentioned above, although the example of the embodiment of the present invention was explained in detail, any of the above-mentioned embodiments only shows the example of the embodiment in the case of carrying out the present invention. The scope should not be interpreted as limiting.

例えば、本発明を適用した耐震壁構造１は、Ｕ形部材２の湾曲部２１が上下方向に配置されることで、Ｕ形部材２が縦向きに設けられるが、これに限らず、Ｕ形部材２の湾曲部２１が左右方向に配置されることで、Ｕ形部材２が横向きに設けられてもよい。   For example, the earthquake resistant wall structure 1 to which the present invention is applied is provided with the U-shaped member 2 in the vertical direction by arranging the curved portions 21 of the U-shaped member 2 in the vertical direction, but the present invention is not limited thereto. The U-shaped member 2 may be provided sideways by arranging the curved portion 21 of the member 2 in the left-right direction.

Ｕ形部材２の寸法（幅寸法Ｗ、板厚寸法ｔ、湾曲部２１の外法半径Ｒ、中間部２２の高さ寸法Ｌｓ、固定部２３の高さ寸法Ｌｆ等）についても、任意に設定することができることは言うまでもない。   The dimensions (width dimension W, plate thickness dimension t, external radius R of curved portion 21, height dimension Ls of middle portion 22, height dimension Lf of fixed portion 23 etc.) of U-shaped member 2 are also set arbitrarily. It goes without saying that you can do it.

また、Ｕ形部材２の断面形状は、略湾曲状の湾曲部２１、略直線状に延びる中間部２２、略直線状に延びる固定部２３に限ったものではない。Ｕ形部材２の湾曲部２１は、図２３（ａ）に示す略半円弧状に限らず、図２３（ｂ）〜図２３（ｅ）に示すような略半多角形状（八角形、六角形、四角形、ひし形 など）であってもよく、略半多角形状の折れ曲り部ＢにはＵ形部材２の成形性（プレス加工、切断加工など）を考慮して任意の曲げ半径を有した折れ曲り部ＢＲを設けてもよい。略半円弧状から略半多角形状にすることにより、Ｕ形部材２の剛性と耐力の大きさを制御することができ、また、折れ曲り部を、任意の曲げ半径を有した折れ曲り部とすることにより、Ｕ形部材２が断面方向に変形した際のＵ形部材２に生じるひずみの大きさを制御することができる。   Further, the cross-sectional shape of the U-shaped member 2 is not limited to the substantially curved curved portion 21, the substantially linearly extending middle portion 22, and the substantially linearly fixed fixing portion 23. The curved portion 21 of the U-shaped member 2 is not limited to the substantially semicircular arc shape shown in FIG. 23 (a), but substantially semi-polygonal shapes (octagons, hexagons as shown in FIGS. 23 (b) to 23 (e)). (A quadrangle, a rhombus, etc.), and the bend part B having a substantially semi-polygonal shape has a bend having an arbitrary bending radius in consideration of the formability (pressing, cutting, etc.) of the U-shaped member 2 You may provide bending part BR. By changing from a substantially semicircular arc shape to a substantially semipolygonal shape, it is possible to control the magnitude of the rigidity and the proof stress of the U-shaped member 2 and also to form a bent portion with a bent portion having an arbitrary bending radius. By doing this, it is possible to control the magnitude of strain generated in the U-shaped member 2 when the U-shaped member 2 is deformed in the cross-sectional direction.

さらに、Ｕ形部材２の断面形状は、図２４（ａ）に示す略半円弧状とした略湾曲状の湾曲部２１、略直線状に延びる中間部２２の形状に限らず、図２４（ｂ）〜図２４（ｅ）に示すような変形形態とすることもできる。図２４（ｂ）は略半楕円状に湾曲した湾曲部２１の断面形状、図２４（ｃ）は断面方向において一対の中間部２２よりも外側に突出した湾曲部２１の断面形状、図２４（ｄ）は断面方向において一対の中間部２２よりも外側に突出した湾曲部２１の湾曲形状が中間部２２まで連続した断面形状、図２４（ｅ）は断面方向において一対の中間部２２よりも外側に突出した湾曲部２１の湾曲形状が中間部２２まで連続しながら中間部２２において反曲する断面形状であり、これらの断面形状のようにＵ形部材２は様々な断面形状の略Ｕ形状として形成することができる。湾曲形状を円弧状から楕円状する、湾曲形状の曲げ半径を変化させる、また、一対の中間部２２の外側の寸法と湾曲部２１の外径寸法の大小関係を変えることで、Ｕ形部材２の剛性や耐力、Ｕ形部材２が断面方向に変形した際のＵ形部材２に生じるひずみの大きさを制御することができる。   Furthermore, the cross-sectional shape of the U-shaped member 2 is not limited to the shape of the substantially curved arc-shaped curved portion 21 shown in FIG. 24 (a) and the intermediate portion 22 extending substantially linearly; ) To 24 (e). 24 (b) shows the cross-sectional shape of the curved portion 21 curved in a substantially semi-elliptical shape, FIG. 24 (c) shows the cross-sectional shape of the curved portion 21 protruding outside the pair of intermediate portions 22 in the cross sectional direction. d) is a cross-sectional shape in which the curved shape of the curved portion 21 projecting outward beyond the pair of middle portions 22 in the cross-sectional direction continues to the middle portion 22; FIG. 24 (e) is outside the pair of middle portions 22 in the cross-sectional direction The curved shape of the curved portion 21 that protrudes to the middle portion 22 is a cross-sectional shape that is bent at the middle portion 22 while continuing to the middle portion 22. Like these cross-sectional shapes, the U-shaped member 2 has a substantially U shape of various cross-sectional shapes. It can be formed. The U-shaped member 2 is formed by changing the radius of curvature of the pair of intermediate portions 22 and the size of the outer diameter of the curved portion 21 by changing the bending radius of the curved shape from arc shape to oval shape. It is possible to control the rigidity and load resistance of the U-shaped member 2 and the magnitude of the strain generated in the U-shaped member 2 when the U-shaped member 2 is deformed in the cross-sectional direction.

また、Ｕ形部材２を構成する素材の特性（降伏応力σｙ、ヤング係数、伸び等）も任意に設定することができ、素材の種類についても鋼材に限らずアルミニウムや鉛、これらを含む合金等を適用することができる。   In addition, the characteristics (yield stress σy, Young's modulus, elongation, etc.) of the material constituting the U-shaped member 2 can be set arbitrarily, and the type of material is not limited to steel, but aluminum, lead, alloys containing these, etc. Can be applied.

１ ：耐震壁構造
２ ：Ｕ形部材
２１ ：湾曲部
２１ａ ：両端部
２２ ：中間部
２２ａ ：端部
２３ ：固定部
３ ：支持材
３０ ：デバイス締結材
３０ｅ ：デバイス締結材の角
３０ｒ ：デバイス締結材の面取
４０ ：デバイス接合材
４０ｒ ：デバイス接合材の面取
Ｊ１ ：（デバイス締結材とＵ形部材の）接合
Ｊ１ａ ：ボルト
Ｊ１ｂ ：ナット
Ｊ２ ：（枠締結材と枠材の）接合
３１ ：枠締結材
３２ ：補剛材
８ ：枠体
８０ ：内部
８１ ：横枠
８２ ：縦枠
α ：面内方向
β ：面外方向
Ｘ ：奥行方向
Ｙ ：幅方向
Ｚ ：高さ方向
Ｆ ：水平力
Δ ：水平変位
Ｐ ：（Ｕ形部材の）荷重
δ ：（Ｕ形部材の）変形（変位）
Ｇ ：断面直交方向に作用する力
Ｋ ：変形拘束
Ｂ ：折れ曲り部
ＢＲ ：（任意の曲げ半径を有した）折れ曲り部 DESCRIPTION OF SYMBOLS 1: 1 Seismic wall structure 2: U-shaped member 21: Curved part 21a: Both ends 22: Intermediate part 22a: End part 23: Fixing part 3: Support material 30: Device fastening material 30e: Device fastening material corner 30r: Device fastening Material chamfer 40: Device bonding material 40r: Device bonding material chamfer J1: (for device fastening material and U-shaped member) bonding J1a: bolt J1b: nut J2: bonding (for frame fastening material and frame material) 31: Frame fastening member 32: Stiffener 8: Frame 80: Interior 81: Horizontal frame 82: Vertical frame α: In-plane direction β: Out-of-plane direction X: Depth direction Y: Width direction Z: Height direction F: Horizontal force Δ: Horizontal displacement P: Load (of U-shaped member) δ: Deformation (of U-shaped member)
G: Force acting in the direction orthogonal to the cross section K: Deformation constraint B: Bent part BR: Bent part (with an arbitrary bending radius)

Claims (4)

耐震デバイスが構面内に設けられる耐震壁構造であって、
横枠及び縦枠を組み合わせた枠体と、前記枠体の内部に設けられて耐震デバイスとなるＵ形部材と、前記Ｕ形部材が前記枠体の内部で支持される支持材とを備え、
前記Ｕ形部材は、断面方向で略Ｕ形状に形成されて、湾曲部と、前記湾曲部の両端部から連続して延びる一対の中間部と、一対の前記中間部の端部から連続して延びる一対の固定部とを有して、断面直交方向に作用する力に抵抗するものとして、前記支持材に取り付けられ、
前記Ｕ形部材は、前記湾曲部の両端部から高さ方向に離間した位置で、前記固定部のみが前記支持材に固定されること
を特徴とする耐震壁構造。 It is a seismic wall structure in which seismic devices are provided in the construction surface, and
A frame formed by combining a horizontal frame and a vertical frame, a U-shaped member provided inside the frame to be a seismic device, and a support member supported by the U-shaped member inside the frame;
The U-shaped member is formed in a substantially U-shape in a cross-sectional direction, and is continuous from a curved portion, a pair of intermediate portions continuously extending from both ends of the curved portion, and an end portion of the pair of intermediate portions A pair of extending fixing parts, which are attached to the support as resistance to a force acting in a direction orthogonal to the cross section ,
Shear wall structure wherein the U-shaped member, at a position spaced apart in the height direction from both ends of the curved portion, in which only the fixing portion is characterized Rukoto is fixed to the support member. 前記Ｕ形部材は、断面直交方向に作用する力に抵抗するものとして、断面直交方向に延びるように形成されて、前記Ｕ形部材の断面直交方向の幅寸法が、前記Ｕ形部材の断面方向の板厚寸法の３倍以上となること
を特徴とする請求項１記載の耐震壁構造。 The U-shaped member is formed to extend in the cross-sectional orthogonal direction as resisting a force acting in the cross-sectional orthogonal direction, and the width dimension of the U-shaped member in the cross-sectional orthogonal direction is the cross-sectional direction of the U-shaped member The seismic wall structure according to claim 1, wherein the wall thickness is at least three times the plate thickness dimension of 前記Ｕ形部材は、前記横枠及び前記縦枠で形成される前記枠体の面内方向と、略Ｕ形状に形成された断面方向とを略平行にするものとして、一対の前記固定部が互いに略同一の向きに延びた状態で、前記支持材に取り付けられること
を特徴とする請求項１又は２記載の耐震壁構造。 In the U-shaped member, a pair of the fixing portions is provided such that the in-plane direction of the frame formed by the horizontal frame and the vertical frame is substantially parallel to the cross-sectional direction formed in a substantially U-shape. The shear wall structure according to claim 1 or 2, which is attached to the support member in a state of extending in substantially the same direction. 前記Ｕ形部材は、前記横枠及び前記縦枠で形成される前記枠体の面内方向と、略Ｕ形状に形成された断面方向とを略直交させるものとして、断面直交方向において一対の前記固定部が互いに異なる向きに傾斜した状態で、前記支持材に取り付けられること
を特徴とする請求項１又は２記載の耐震壁構造。 The U-shaped member has a pair of in-plane directions orthogonal to each other, in which the in-plane direction of the frame formed by the horizontal frame and the vertical frame is substantially orthogonal to the cross-sectional direction formed in a substantially U shape. The earthquake resistant wall structure according to claim 1 or 2, wherein the fixing portions are attached to the support member in a state where they are inclined in different directions.

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