JP6517052B2

JP6517052B2 - Shear damper

Info

Publication number: JP6517052B2
Application number: JP2015049276A
Authority: JP
Inventors: 峰雄馬場; 齋藤　啓一; 啓一齋藤; 智文野村
Original assignee: Daiwa House Industry Co Ltd
Current assignee: Daiwa House Industry Co Ltd
Priority date: 2015-03-12
Filing date: 2015-03-12
Publication date: 2019-05-22
Anticipated expiration: 2035-03-12
Also published as: JP2016169782A

Description

この発明は、住宅やその他各種の建物における地震等の外力により相対移動する二つの部材間に用いられるエネルギー吸収用の板状のせん断ダンパに関する。 The present invention relates to an energy absorbing plate-like shear damper used between two members relatively moved by an external force such as an earthquake in a house or other various buildings.

従来、せん断力に対して曲げで損傷させる板状のせん断ダンパでは、弱点となりうる溶接等による両端の接合部に損傷を発生させないように、接合部から離れた一部分に切欠きを設けることで損傷する箇所を接合部以外に限定させている。外力によりせん断ダンパに作用するモーメントの大きさは、両端の接合部間の中心を挟んでモーメントの正負が反転する逆対称曲げモーメントの勾配に対応して、前記中心からの距離で決定される。前記切欠きを設けたせん断ダンパの場合、外力によるモーメントに対して断面性能が下回った箇所で損傷することになる。 Conventionally, in plate-like shear dampers that are damaged by bending due to shear force, damage is generated by providing a notch at a part away from the joint so as not to damage the joint at both ends due to welding or the like that can be a weak point. The locations to be used are limited to those other than the joint. The magnitude of the moment acting on the shear damper by the external force is determined by the distance from the center corresponding to the slope of the antisymmetrical bending moment in which the positive and negative of the moment are reversed across the center between the joints at both ends. In the case of the shear damper provided with the notches, damage occurs at a point where the cross-sectional performance is lower than the moment due to the external force.

また、せん断ダンパの一部に切欠きを設けることで、広い範囲で損傷が発生するようにした例もあるが、切欠きの位置や大きさは経験的に決められているにすぎない。 In addition, there is also an example in which damage is generated in a wide range by providing a notch in a part of the shear damper, but the position and size of the notch are only determined empirically.

特開２００６−２０７２９２号公報JP, 2006-20729, A 特開昭６４−３６８４０号公報Japanese Patent Application Laid-Open No. 64-36840

従来の曲げによって損傷させる形式のせん断ダンパの場合、モーメント勾配と断面係数によって決定された位置に損傷を発生させることができるが、決定された位置となる断面に損傷が集中するため、一箇所に曲げによる亀裂が入る。このため、変形能力が小さく、繰り返してかかる力に対して耐久力が乏しい。また、モーメント勾配に合わせた断面係数となるように切欠きの形状が決められていないため、最も効率良く損傷させることができない。 In the case of conventional shear dampers that are damaged by bending, although damage can be generated at a position determined by the moment gradient and section coefficient, the failure is concentrated at the cross section where the determined position is obtained. There is a crack due to bending. For this reason, the deformability is small, and the durability against repeated forces is poor. In addition, since the shape of the notch is not determined so as to have a section coefficient in accordance with the moment gradient, it can not be damaged most efficiently.

この発明の目的は、地震等の外力によるせん断力を受けた場合に、ある領域を持つ一部分を同じ荷重で損傷させることで、変形能力が大きくかつ耐久力に優れ、かつ製作が容易なせん断ダンパを提供することである。 An object of the present invention is a shear damper which has a large deformability, excellent durability, and easy manufacture by damaging a part having a certain area with the same load when receiving a shear force by an external force such as an earthquake. To provide.

この発明のせん断ダンパは、建物における外力により相対移動する二つの部材間に用いられるエネルギー吸収用の厚さが均一な板状のせん断ダンパであって、前記二つの部材間を結ぶ方向である部材間方向の両端に位置し前記二つの部材にそれぞれ固定される両側の固定部と、これら両側の固定部の間にそれぞれ前記固定部に隣り合って位置し外力による曲げによって損傷する両側の損傷部と、これら両側の損傷部の間に位置する連結部とを備え、前記固定部、損傷部、および連結部が互いに一体であり、前記建物における前記外力による前記二つの部材の相対移動によってせん断力がかかる方向と前記厚さの方向とが一致するように配置される。前記損傷部は、前記部材間方向と垂直な断面の形状が矩形であり、板厚をｔ、前記部材間方向の中心から距離ｙだけ離れた断面における前記厚さの方向と直交する方向の幅をｂ、材料の降伏強度をσｙ、建物ごとに決められるせん断力をＱとした場合、前記損傷部における前記部材間方向の中心から距離ｙだけ離れた断面の面積Ｓが、次式
Ｓ＝（６Ｑ／（σｙ・ｔ））・ｙ
により決定され、
かつ前記固定部および前記連結部の前記部材間方向と垂直な断面の面積は、前記式で決定される前記断面の面積Ｓよりも大きく、前記固定部は、前記損傷部の前記固定部に続く端部よりも幅広であることを特徴とする。 A shear damper according to the present invention is a plate-like shear damper having a uniform thickness for energy absorption used between two members relatively moved by an external force in a building, the members being a direction connecting the two members. Fixing portions on both sides located at both ends in the interdirection and fixed to the two members, and damaged portions located on both sides between the fixing portions on both sides adjacent to the fixing portion and damaged by bending due to external force And a connecting part located between the damaged parts on both sides, wherein the fixing part, the damaged part, and the connecting part are integrated with each other, and shear force is caused by the relative movement of the two members by the external force in the building. And the direction of the thickness are aligned with each other. The damaged portion has a rectangular shape in cross section perpendicular to the inter-member direction, and has a plate thickness t, and a width in a direction perpendicular to the thickness direction in a cross section separated from the center in the inter-member direction by a distance y Where b is the yield strength of the material σy, and the shear force determined for each building is Q, the area S of the cross section separated by the distance y from the center in the inter-member direction at the damaged portion is 6Q / (σy · t)) · y
Determined by
And the area of said member between a direction perpendicular to the cross section of the fixing portion and the connecting portion, the much larger than the area S of the cross section is determined by the formula, the fixed portion, the fixed portion of the damaged portion It is characterized in that it is wider than the following end .

式Ｓ＝（６Ｑ／（σ_ｙ・ｔ））・ｙは、せん断ダンパに厚さ方向のせん断力がかかった場合における、部材間方向の中心から距離ｙにある断面の耐力となる曲げモーメントと、せん断ダンパがせん断力を受けたときに部材間方向の中心から距離ｙの位置に発生する曲げモーメントとの関係から導かれる。このように損傷部における前記部材間方向の中心から距離ｙだけ離れた断面の面積Ｓを定めることで、損傷部の部材間方向の全領域において、部材間方向の中心から距離ｙにある断面の耐力となる曲げモーメントと、せん断ダンパがせん断力を受けたときに部材間方向の中心から距離ｙの位置に発生する曲げモーメントとが一致する。
板厚ｔは一定であるから、（６Ｑ／（σ_ｙ・ｔ））をα（定数）に置き換えれば、式Ｓ＝α・ｙとなる。つまり、損傷部における前記部材間方向の中心から距離ｙだけ離れた断面の面積Ｓは、前記距離ｙに比例する。なお、前記せん断力Ｑの値は、建物の設計上で成り立つ範囲であればよく、建物の設計等によって定数として任意に設定すればよい。 Formula _{S = (6Q / (σ y} · t)) · y is in the case where the shearing force in the thickness direction is applied to the shear damper, the bending moment becomes strength of the section from the center of the inter-member direction distance y When the shear damper receives a shear force, it is derived from the relationship with the bending moment generated at the distance y from the center in the direction between members. Thus, by defining the area S of the cross section separated by the distance y from the center in the inter-member direction in the damaged part, the cross-section at the distance y from the center in the inter-member direction in the entire region in the inter-member direction of the damaged part The bending moment as the proof load and the bending moment generated at the position y from the center in the direction between the members when the shear damper is subjected to the shear force coincide with each other.
Since the plate thickness t is constant, if (6Q / (σ _y · t)) is replaced with α (constant), the equation S = α · y is obtained. That is, the area S of the cross section which is separated by the distance y from the center in the inter-member direction in the damaged portion is proportional to the distance y. Note that the value of the shear force Q may be in a range that holds in design of a building, and may be arbitrarily set as a constant according to the design of the building and the like.

固定部および連結部の部材間方向と垂直な断面の面積は、前記式Ｓ＝（６Ｑ／（σ_ｙ・ｔ））・ｙで決定される断面の面積Ｓよりも大きいため、このせん断ダンパが設けられる二つの部材間に相対移動が発生すると、損傷部が変形することでエネルギーを吸収する。損傷部の断面の面積を式Ｓ＝（６Ｑ／（σ_ｙ・ｔ））・ｙの関係が成り立つ形状としたため、損傷部が全領域で同程度に損傷する。つまり、損傷部の一部が局所的に損傷するのではなく、全体が少しずつ損傷する。そのため、変形能力が大きくかつ耐久力に優れる。
この発明のせん断ダンパは、厚さが均一な板状であるため、板材をレーザー加工等により切り出すことで容易に製作することができる。 Since the area of the cross section perpendicular to the inter-member direction of the fixing portion and the connecting portion is larger than the area S of the cross section determined by the equation S = (6Q / (σ _y · t)) · y, this shear damper When relative movement occurs between the two provided members, the damaged part deforms to absorb energy. Since the area of the cross section of the lesion was the expression _{S = (6Q / (σ y} · t)) · y relationship holds shape, the damaged part is damaged to the same extent in all areas. That is, not a part of the injured part is locally damaged, but the whole is gradually damaged. Therefore, the deformability is large and the durability is excellent.
Since the shear damper of the present invention is in the form of a plate having a uniform thickness, it can be easily manufactured by cutting a plate material by laser processing or the like.

この発明において、前記連結部は、前記部材間方向の全長に亘って、前記部材間方向と垂直な断面における前記厚さの方向と直交する方向の幅が一定であってもよい。この場合、連結部の部材間方向および厚さの方向と直交する両側縁の形状が平行となり、加工がし易い。 In the present invention, the connecting portion may have a constant width in a direction perpendicular to the thickness direction in a cross section perpendicular to the inter-member direction over the entire length in the inter-member direction. In this case, the shapes of the inter-member direction of the connecting portion and the side edges orthogonal to the thickness direction become parallel, which facilitates processing.

この発明において、材料の許容せん断応力度をτとした場合、前記連結部の前記部材間方向と垂直な断面の面積が、次式
τ≧Ｑ／（ｂ・ｔ）
で与えられる条件を充足するとよい。
逆対称曲げモーメントに対する耐力だけであれば、式Ｓ＝（６Ｑ／（σ_ｙ・ｔ））・ｙで決定される断面の面積よりも大きくするだけでよいが、二つの部材間でせん断ダンパを介してせん断力を伝達させるために連結部の断面の面積を上記のように定める。 In the present invention, assuming that the allowable shear stress of the material is τ, the area of a cross section perpendicular to the inter-member direction of the connecting portion is expressed by the following equation: τ ≧ Q / (b · t)
It is good to satisfy the condition given by.
If it is only the proof stress against the antisymmetrical bending moment, it is only necessary to make it larger than the area of the cross section determined by the equation S = (6Q / (σ _y · t)) · y. The area of the cross section of the connection is determined as described above in order to transmit the shear force.

この発明のせん断ダンパは、建物における外力により相対移動する二つの部材間に用いられるエネルギー吸収用の板状のせん断ダンパであって、建物における外力により相対移動する二つの部材間に用いられるエネルギー吸収用の厚さが均一な板状のせん断ダンパであって、前記二つの部材間を結ぶ方向である部材間方向の両端に位置し前記二つの部材にそれぞれ固定される両側の固定部と、これら両側の固定部の間にそれぞれ前記固定部に隣り合って位置し外力による曲げによって損傷する両側の損傷部と、これら両側の損傷部の間に位置する連結部とを備え、前記固定部、損傷部、および連結部が互いに一体であり、前記建物における前記外力による前記二つの部材の相対移動によってせん断力がかかる方向と前記厚さの方向とが一致するように配置され、前記損傷部は、前記部材間方向と垂直な断面の形状が矩形であり、板厚をｔ、前記部材間方向の中心から距離ｙだけ離れた断面における前記厚さの方向と直交する方向の幅をｂ、材料の
降伏強度をσｙ、建物ごとに決められるせん断力をＱとした場合、前記損傷部における前記部材間方向の中心から距離ｙだけ離れた断面の面積Ｓが、次式
Ｓ＝（６Ｑ／（σｙ・ｔ））・ｙ
により決定され、かつ前記固定部および前記連結部の前記部材間方向と垂直な断面の面積は、前記式で決定される前記断面の面積Ｓよりも大きく、前記固定部は、前記損傷部の前記固定部に続く端部よりも幅広であるため、地震等の外力によるせん断力を受けた場合に、ある領域を持つ一部分を同じ荷重で損傷させることで、変形能力が大きくかつ耐久力に優れ、かつ製作が容易である。 The shear damper of the present invention is a plate-like shear damper for energy absorption used between two members relatively moved by external force in a building, and energy absorption used between two members relatively moved by external force in a building A plate-like shear damper having a uniform thickness, and fixed parts located on both ends in the inter-member direction which is a direction connecting the two members and fixed to the two members, and It comprises: a damaged part located adjacent to the fixed part between the fixed parts on both sides and damaged by bending due to external force; and a connecting part located between the damaged parts on both sides, the fixed part, the damage parts, and the connecting portion are integral with one another, the direction of the thickness to the direction in which the take shearing force by relative movement of the two members due to the external force in the building matches The damaged portion has a rectangular cross-sectional shape perpendicular to the inter-member direction, a thickness t and a direction of the thickness in a cross-section separated by a distance y from the center between the inter-members and Assuming that the width in the orthogonal direction is b, the yield strength of the material is σy, and the shear force determined for each building is Q, the area S of the cross section separated by the distance y from the center in the inter-member direction at the damaged portion is The following equation S = (6Q / (σy · t)) · y
Area of the member between a direction perpendicular to the cross section of the determined, and the fixed portion and the connecting portion by, the much larger than the area S of the cross section is determined by the formula, the fixing portion of the damaged portion Because it is wider than the end part following the fixed part, it has a large deformability and excellent durability by damaging a part having a certain area with the same load when receiving a shear force by an external force such as an earthquake. And easy to manufacture.

この発明の基本的な考え方の説明図である。It is explanatory drawing of the fundamental view of this invention. 逆対称曲げモーメントを示す図である。It is a figure which shows anti-symmetrical bending moment. （Ａ）はこの発明の第１の実施形態に係るせん断ダンパの正面図に部材間方向の中心から部材間方向に±ｙの距離にある断面の図を付加した図、（Ｂ）はその側面図である。(A) is a front view of the shear damper according to the first embodiment of the present invention, and a view of a cross section at a distance of ± y in the inter-member direction from the center in the inter-member direction is added; FIG. この発明のせん断ダンパの耐力試験結果を示すグラフである。It is a graph which shows the proof stress test result of the shear damper of this invention. （Ａ）はこの発明の第２の実施形態に係るせん断ダンパの正面図に部材間方向の中心から部材間方向に±ｙの距離にある断面の図を付加した図、（Ｂ）はその側面図である。(A) is a front view of a shear damper according to a second embodiment of the present invention added with a view of a cross section at a distance of ± y in the inter-member direction from the center in the inter-member direction; (B) is a side view thereof FIG. （Ａ）はこの発明の第３の実施形態に係るせん断ダンパの正面図に部材間方向の中心から部材間方向に±ｙの距離にある断面の図を付加した図、（Ｂ）はその側面図である。(A) is a front view of a shear damper according to a third embodiment of the present invention added with a view of a cross section at a distance of ± y in the inter-member direction from the center in the inter-member direction; (B) is a side view thereof FIG. （Ａ）はこの発明の第４の実施形態に係るせん断ダンパの正面図に部材間方向の中心から部材間方向に±ｙの距離にある断面の図を付加した図、（Ｂ）はその側面図である。(A) is a front view of a shear damper according to a fourth embodiment of the present invention added with a view of a cross section at a distance of ± y in the inter-member direction from the center in the inter-member direction; (B) is a side view thereof FIG. （Ａ）はこの発明の第５の実施形態に係るせん断ダンパの正面図に部材間方向の中心から部材間方向に±ｙの距離にある断面の図を付加した図、（Ｂ）はその側面図である。(A) is a front view of a shear damper according to a fifth embodiment of the present invention added with a view of a cross section at a distance of ± y in the inter-member direction from the center in the inter-member direction; (B) is a side view thereof FIG. （Ａ）は複合せん断ダンパの正面図、（Ｂ）はその側面図である。(A) is a front view of a compound shear damper, (B) is the side view. （Ａ）は異なる複合せん断ダンパの正面図、（Ｂ）はその側面図である。(A) is a front view of a different composite shear damper, (B) is its side view. （Ａ）は図１０の複合せん断ダンパを曲げ加工した複合せん断ダンパの正面図、（Ｂ）はその側面図、（Ｃ）はその平面図である。(A) is a front view of the compound shear damper which bent-processed the compound shear damper of FIG. 10, (B) is the side view, (C) is the top view. （Ａ）は図１０の複合せん断ダンパを図１１とは異なる曲げ加工した複合せん断ダンパの正面図、（Ｂ）はその側面図、（Ｃ）はその平面図である。(A) is a front view of the compound shear damper which bent-processed the compound shear damper of FIG. 10 different from FIG. 11, (B) is the side view, (C) is the top view. （Ａ），（Ｂ），（Ｃ）はせん断ダンパを用いた耐力壁の概略構成図である。(A), (B), (C) is a schematic block diagram of the bearing wall which used the shear damper.

この発明の実施形態を図面と共に説明する。この発明のせん断ダンパは、戸建て住宅、集合住宅等の住宅やその他各種の建物における地震等の外力により相対移動する二つの部材間に用いられる。例えば、図１３（Ａ），（Ｂ），（Ｃ）に示す各耐力壁において、パネルフレーム２１と斜材２５との接合部にせん断ダンパ１が用いられる。図１３（Ａ）の場合、パネルフレーム２１の縦フレーム材２２および斜材２５が相対移動する二つの部材であり、図１３（Ｂ）および図１３（Ｃ）の場合、パネルフレーム２１の横フレーム材２３および斜材２５が相対移動する二つの部材である。後述の「部材間方向」は、二つの部材におけるせん断ダンパ１が接合される部材間を結ぶ方向であり、図１３（Ａ），（Ｂ），（Ｃ）において矢印Ｙで示される。 Embodiments of the present invention will be described with reference to the drawings. The shear damper of the present invention is used between two members which move relative to each other due to an external force such as an earthquake in a house such as a single-family house or an apartment house or other various buildings. For example, in each of the bearing walls shown in FIGS. 13 (A), (B) and (C), the shear damper 1 is used at the joint between the panel frame 21 and the diagonal member 25. In the case of FIG. 13 (A), the vertical frame members 22 and the diagonal members 25 of the panel frame 21 are two members which move relative to each other, and in the case of FIG. 13 (B) and FIG. 13 (C), the horizontal frame of the panel frame 21 The member 23 and the diagonal member 25 are two members which move relative to each other. The “inter-member direction” described later is a direction connecting the members of the two members to which the shear damper 1 is joined, and is shown by the arrow Y in FIGS. 13 (A), (B) and (C).

実施形態の説明に先立ち、この発明の基本的な考え方について説明する。図１（Ａ）〜（Ｄ）は、外力により相対移動する二つの部材１０，１０間に板状のせん断ダンパ１を設けた状態を示す。上段は側面図、下段は正面図である。
図１（Ａ）に示すような幅が一定のせん断ダンパ１に厚さ方向のせん断力が作用すると、図１（Ｂ）のように、相対移動する二つの部材１０に固定された固定部１１に負担がかかり損傷する。溶接箇所である固定部１１は入熱の影響により他の部分よりも弱いため、固定部１１で損傷が発生する。固定部１１で損傷してしまうと、せん断ダンパ１が耐え得るせん断力の予測がたたない。 Prior to the description of the embodiments, the basic concept of the present invention will be described. FIGS. 1A to 1D show a state in which a plate-like shear damper 1 is provided between two members 10 and 10 which move relative to each other by an external force. The upper part is a side view, and the lower part is a front view.
When a shear force in the thickness direction acts on a shear damper 1 having a constant width as shown in FIG. 1 (A), as shown in FIG. 1 (B), a fixed portion 11 fixed to two members 10 moving relative to each other. Burden and damage. Since the fixed portion 11 which is a welding portion is weaker than the other portions due to the effect of heat input, damage occurs in the fixed portion 11. If the fixing portion 11 is damaged, the shear force that the shear damper 1 can withstand can not be predicted.

そこで、図１（Ｃ）のように、せん断ダンパ１の一部分に切欠き１２を設けることで、損傷する箇所を固定部１１以外に限定させることが行われている。しかし、単に切欠き１２を設けるだけでは、切欠き１２とそれ以外の箇所との境界部１３に損傷が集中するため、変形能力が小さくかつ耐久力に乏しいせん断ダンパとなる。前記境界部１３に損傷が集中するのは、次の理由による。せん断ダンパ１には、外力により中央でモーメントの正負が反転する逆対称曲げモーメントＭ（図２参照）が作用する。この逆対称曲げモーメントＭに対して断面係数が下回った箇所で損傷が発生する。このため、切欠き１２の範囲内で最も大きな曲げモーメントが作用する箇所である、長手方向の中心から最も離れた境界部１３に損傷が集中するのである。 Therefore, as shown in FIG. 1C, by providing the notch 12 in a part of the shear damper 1, it is performed to limit the damaged portion to other than the fixing portion 11. However, simply providing the notch 12 causes damage to be concentrated at the boundary portion 13 between the notch 12 and the other portion, so that the shear damper has a small deformability and a poor durability. The reason why the damage concentrates on the boundary 13 is as follows. An antisymmetrical bending moment M (see FIG. 2) is exerted on the shear damper 1 in which the positive and negative moments are reversed at the center by an external force. Damage occurs at a point where the cross section coefficient falls below the antisymmetrical bending moment M. For this reason, the damage concentrates on the boundary 13 which is farthest from the longitudinal center, which is the place where the largest bending moment acts in the range of the notch 12.

この発明の主旨は、図１（Ｄ）のように、逆対称曲げモーメントＭと断面係数が一致するようにせん断ダンパ１の形状を工夫することで、所定の範囲１４で損傷が同程度に発生させる。これにより、せん断ダンパ１の変形能力を大きくかつ耐久力を向上させることである。 The gist of the present invention is that, as shown in FIG. 1 (D), damage is generated to the same extent in a predetermined range 14 by devising the shape of the shear damper 1 so that the antisymmetrical bending moment M and the section coefficient coincide. Let This is to increase the deformation capacity of the shear damper 1 and improve the durability.

図３は、上記考え方に基づくせん断ダンパの第１の実施形態を示す。図３（Ａ）はせん断ダンパ１の正面図に部材間方向の中心から部材間方向に±ｙの距離にある断面の図を付加した図、（Ｂ）はその側面図である。図３の例は、図１３（Ｂ）のIII部に使用されているせん断ダンパ１を示す。図３に示すせん断ダンパ１が、それぞれの板面が互いに対向するように並列に複数個設けられる。図１３（Ｂ）において、複数枚のせん断ダンパ１は、紙面の左右方向に並ぶ。
このせん断ダンパ１は、厚さが均一な板状であって、長手方向の両端に位置し外力により相対移動する二つの部材１０，１０にそれぞれ固定される両側の固定部２，２と、これら両側の固定部２，２の内側にそれぞれ隣り合って位置し曲げにより損傷する両側の損傷部３，３と、これら両側の損傷部３，３の間に位置する連結部４とで構成される。このせん断ダンパ１は、建物における外力による二つの部材１０，１０の相対移動によってせん断力がかかる方向と厚さの方向とが一致するように配置され、固定部２，２が溶接により各部材１０，１０にそれぞれ固定される。 FIG. 3 shows a first embodiment of a shear damper based on the above concept. FIG. 3A is a front view of the shear damper 1 and a cross-sectional view at a distance of ± y in the inter-member direction from the center in the inter-member direction, and FIG. 3B is a side view thereof. The example of FIG. 3 shows the shear damper 1 used for the part III of FIG. 13 (B). A plurality of shear dampers 1 shown in FIG. 3 are provided in parallel so that the respective plate surfaces face each other. In FIG. 13B, the plurality of shear dampers 1 are arranged in the left-right direction of the paper surface.
The shear damper 1 is in the form of a plate having a uniform thickness, and both fixed portions 2 and 2 located at both ends in the longitudinal direction and fixed to two members 10 and 10 relatively moved by an external force, and these It consists of two damaged parts 3 and 3 located adjacent to the inside of the fixed parts 2 and 2 on both sides and damaged by bending, and a connecting part 4 located between the damaged parts 3 and 3 on both sides. . The shear damper 1 is disposed so that the direction in which the shear force is applied by the relative movement of the two members 10 and 10 in the building matches the direction of thickness, and the fixed portions 2 and 2 are welded to each member 10. , 10, respectively.

図３の例の場合、片方（図の上側）の部材１０は梁２３であり、もう片方（図の下側）の部材１０は一対の斜材２５が接合される接合部材２６である。前記長手方向は、前記二つの部材１０，１０間を結ぶ方向であり、以下「部材間方向Ｙ」と呼称する。また、板面に沿い前記部材間方向Ｙと直交する方向を「幅方向Ｘ」と呼称する。 In the case of the example of FIG. 3, the member 10 on one side (the upper side in the drawing) is a beam 23, and the member 10 on the other side (the lower side in the drawing) is a joining member 26 to which a pair of diagonal members 25 are joined. The longitudinal direction is a direction connecting the two members 10 and 10, and will be hereinafter referred to as "inter-member direction Y". In addition, a direction perpendicular to the inter-member direction Y along the plate surface is referred to as a “width direction X”.

図３（Ａ）に示すように、この実施形態のせん断ダンパ１は、前記部材間方向Ｙを上下方向かつ幅方向Ｘを左右方向に表した場合、正面形状すなわち板面と垂直な方向である面外方向から見た形状が、長方形の板材から、部材間方向Ｙの中央部における左右一方（例えば右側）を、部材間方向Ｙに対称な所定の形状に切除した形状である。つまり、固定部２，２、損傷部３，３、および連結部４の左右他方（例えば左側）の端縁は同一直線上にある。左右一方（例えば右側）の端縁は、互いに交差する複数本の直線で構成されている。よって、このせん断ダンパ１は、幅方向Ｘに非対称かつ部材間方向Ｙに対称の形状である。せん断ダンパ１の幅（幅方向Ｘの寸法）は、固定部２，２が最も広く、損傷部３に行くに従い狭くなり、連結部４で最も狭くなっている。固定部２，２の幅は、加工前の長方形の板材の幅のままとしてもよい。このせん断ダンパ１は、厚さが均一な板状であるため、板材をレーザー加工等により上記形状に切り出すことで容易に製作することができ、前記固定部２，２、損傷部３，３、および連結部４が互いに一体である。 As shown in FIG. 3A, in the shear damper 1 of this embodiment, when the inter-member direction Y is indicated in the vertical direction and the width direction X is indicated in the left-right direction, it has a front shape, ie, a direction perpendicular to the plate surface. The shape viewed from the out-of-plane direction is a shape obtained by cutting one of the left and right sides (for example, the right side) in the central portion in the inter-member direction Y into a predetermined shape symmetrical in the inter-member direction Y. That is, the fixed portions 2 and 2, the damaged portions 3 and 3, and the other left (for example, left) end of the connecting portion 4 are on the same straight line. The left and right (for example, right) end edges are composed of a plurality of straight lines intersecting each other. Therefore, the shear damper 1 has a shape that is asymmetric in the width direction X and symmetrical in the inter-member direction Y. The width (the dimension in the width direction X) of the shear damper 1 is the widest at the fixed portions 2 and 2 and becomes narrower as it goes to the damaged portion 3 and the narrowest at the connecting portion 4. The width of the fixing portions 2 and 2 may be the same as the width of the rectangular plate before processing. The shear damper 1, since the thickness is uniform plate, Ki de be easily manufactured by cutting the above shape by laser processing or the like a plate, the fixed portions 2, damaged portions 3,3 , And the connecting part 4 are integral with each other.

このせん断ダンパ１は、面外方向のせん断力を受ける箇所に用いられるものであり、部材間方向Ｙの中心から距離ｙだけ離れた断面における損傷部３の幅ｂが、
ｂ＝α・ｙ（式１）
α：定数
となるように定められている。以下、その理由を説明する。 The shear damper 1 is used at a location that receives shear force in the out-of-plane direction, and the width b of the damaged portion 3 in the cross section separated by the distance y from the center of the inter-member direction Y is
b = α · y (equation 1)
α: It is determined to be a constant. The reason will be described below.

損傷部３は、部材間方向Ｙと垂直な断面の形状が矩形である。板厚をｔ、部材間方向Ｙの中心から距離ｙだけ離れた損傷部３の幅をｂとした場合、断面係数Ｚ、およびその断面の耐力となる曲げモーメントＭ_ｙは、それぞれ式２、式３で表される。
Ｚ＝ｂ・ｔ^２／６（式２）
Ｍ_ｙ＝Ｚ・σ_ｙ＝σ_ｙ・ｂ・ｔ^２／６＝Ａ・ｂ・ｔ^２（式３）
但し、σ_ｙは降伏強度、Ａ（＝σ_ｙ／６）は定数である。 The damaged portion 3 has a rectangular cross section perpendicular to the inter-member direction Y. Assuming that the plate thickness is t and the width of the damaged portion 3 separated from the center of the inter-member direction Y by the distance y is b, the section coefficient Z and the bending moment M _{y serving as} the proof stress of the section are respectively Represented by 3.
^{Z = b · t 2/6} ( Equation 2)
_{_{M y = Z · σ y =}} σ y · b · t 2/6 = A · b · t 2 ( Equation 3)
However, σ _y is a yield strength, and A (= σ _y / 6) is a constant.

また、せん断ダンパ１の部材間方向Ｙの長さをｈとし、せん断ダンパ１の両端を固定した状態でせん断力Ｑが加わった場合に、部材間方向Ｙの中心から距離ｙの位置に発生する逆対称曲げモーメントＭは、
Ｍ＝Ｑ・（ｈ／２）・（ｙ／（ｈ／２））=Ｑ・ｙ（式４）
となり、部材間方向Ｙの中心からの距離ｙを変数とした一次関数で表される。ここで用いられるせん断力Ｑは、建物ごとに決められる設計せん断力である。 Further, assuming that the length of the inter-member direction Y of the shear damper 1 is h and the shear force Q is applied in a state where both ends of the shear damper 1 are fixed, a distance y occurs from the center of the inter-member direction Y The antisymmetrical bending moment M is
M = Q. (H / 2). (Y / (h / 2)) = Q.y (Equation 4)
And is represented by a linear function with the distance y from the center of the inter-member direction Y as a variable. The shear force Q used here is a design shear force determined for each building.

上記せん断力Ｑは、建物にかかる外力から算出される。せん断力Ｑの値は、建物の設計上で成り立つ範囲であればよく、建物の設計等によって定数として任意に設定すればよい。具体的には、外力は、想定する地震の規模に、建物の規模や仕様、建設地等の設計条件を考慮して決定され、その結果、建物の各階ごとの外力が算出される。算出された各階の外力に対して耐力壁位置を検討し、その配置に合わせて各耐力壁で負担すべきせん断力が決定される。１枚の耐力壁で負担すべきせん断力が決定され、かつ耐力壁内部に配置されるせん断ダンパ１の位置および向きが決定されれば、その耐力壁のダンパ部の設計せん断力が決定され、配置すべきせん断ダンパ１の個数が決定される、このように、各せん断ダンパ１に求められる設計せん断力が決定されることになる。 The shear force Q is calculated from the external force applied to the building. The value of the shear force Q may be a range that holds in the design of the building, and may be set arbitrarily as a constant depending on the design of the building and the like. Specifically, the external force is determined in consideration of the scale of the assumed earthquake, the scale and specifications of the building, and the design conditions such as the construction site, and as a result, the external force for each floor of the building is calculated. The bearing wall position is examined with respect to the calculated external force of each floor, and the shear force to be applied by each bearing wall is determined according to the arrangement. Once the shear force to be applied is determined by one bearing wall and the position and orientation of the shear damper 1 disposed inside the bearing wall are determined, the design shear force of the damper portion of the bearing wall is determined, The number of shear dampers 1 to be arranged is determined. Thus, the design shear force required for each shear damper 1 is determined.

断面の耐力となる曲げモーメントＭ_ｙと逆対称曲げモーメントＭとが等しいとすると、式３および式４から、
ｙ＝（Ａ／Ｑ）・ｂ・ｔ^２（式５）
但し、（Ａ／Ｑ）は定数
となる。 Assuming that the bending moment M _y which is the proof stress of the cross section and the antisymmetrical bending moment M are equal, from Equation 3 and Equation 4,
y = (A / Q) · b · t ² (Equation 5)
However, (A / Q) is a constant.

板厚ｔは定数であるから、定数をまとめてα＝１／（（Ａ／Ｑ）・ｔ^２）とすることで、上記式５から前記式１が導かれる。原点Ｏを中心としたＸＹ平面の座標軸を仮定した場合、損傷部３の左右一方（例えば右側）の端縁を決定する直線は、ｘ＝±α・ｙで表され、左右他方（例えば左側）の端縁を決定する直線は、ｘ＝０で表される。 Since the plate thickness t is a constant, the equation 1 can be derived from the equation 5 by putting the constants together into α = 1 / ((A / Q) · t ² ). Assuming that the coordinate axis of the XY plane centered on the origin O is assumed, the straight line that determines the left or right (for example, right) edge of the damaged portion 3 is represented by x = ± α · y, and the other is for right or left (for example, left) The straight line that determines the edge of is represented by x = 0.

また、式（５）およびＡ＝σ_ｙ／６の関係から、損傷部３における部材間方向Ｙの中心から距離ｙだけ離れた断面の面積Ｓ（＝ｂ・ｔ）は、
Ｓ＝（６Ｑ／（σ_ｙ・ｔ））・ｙ（式６）
となる。よって、損傷部３における部材間方向Ｙの中心から距離ｙだけ離れた断面の面積Ｓを式６から計算される広さに定めることで、損傷部３の部材間方向Ｙの全領域において、断面の耐力となる曲げモーメントＭ_ｙと、逆対称曲げモーメントＭとが一致する。 Further, from the relationship of the equation (5) and A = σ _y / 6, the area S (= b · t) of the cross section at the damaged portion 3 separated by the distance y from the center of the inter-member direction Y is
S = (6Q / (σ _y · t)) · y (Equation 6)
It becomes. Therefore, by defining the area S of the cross section separated by the distance y from the center of the inter-member direction Y in the damaged part 3 to have a width calculated from Equation 6, the cross section in the entire inter-member direction Y of the damaged part 3 The bending moment M _y, which is the proof stress of, and the antisymmetrical bending moment M coincide with each other.

固定部２および連結部４の部材間方向Ｙと垂直な断面の面積は、前記式６で決定される断面の面積Ｓよりも大きくしてある。この実施形態の場合、固定部２および連結部４の幅を式１で決定される幅ｂよりも広くしてある。これにより、せん断ダンパ１に外力によるせん断力が作用した場合、固定部２および連結部４は損傷せず、損傷部３が損傷するように限定される。 The area of the cross section perpendicular to the inter-member direction Y of the fixing portion 2 and the connecting portion 4 is larger than the area S of the cross section determined by the equation 6. In the case of this embodiment, the width of the fixing portion 2 and the connecting portion 4 is made wider than the width b determined by the equation 1. Thereby, when the shear force by external force acts on the shear damper 1, it is limited so that the fixing | fixed part 2 and the connection part 4 may not be damaged but the damage part 3 may be damaged.

この実施形態では、連結部４の幅が部材間方向Ｙの全領域に亘って同寸法とされ、その連結部４の幅ｂは、次に示す式７で与えられる条件を充足する寸法とされている。
τ≧Ｑ／（ｂ・ｔ）（式７）
但し、τ：材料の許容せん断応力度
逆対称曲げモーメントＭに対する耐力だけであれば、式６で決定される断面の面積よりも大きくするだけでよいが、二つの部材１０，１０間でせん断ダンパ１を介してせん断力を伝達させるために連結部４の断面の面積を上記のように定める。連結部４の幅が部材間方向Ｙの全領域に亘って同寸法であると、連結部４の両側縁の形状が平行となり、加工がし易い。なお、連結部４の幅は、部材間方向Ｙの全領域に亘って同寸法でなくてもよい。 In this embodiment, the width of the connecting portion 4 is the same over the entire region in the inter-member direction Y, and the width b of the connecting portion 4 is a size that satisfies the condition given by Equation 7 below. ing.
τ ≧ Q / (b · t) (Equation 7)
However, τ: Allowable shear stress of material If it is only the proof stress against the antisymmetrical bending moment M, it is only necessary to make it larger than the area of the cross section determined by the equation 6, but the shear damper between the two members 10 and 10 The area of the cross section of the connecting part 4 is determined as described above in order to transmit the shear force via 1. If the width of the connecting portion 4 is the same across the entire region in the inter-member direction Y, the shapes of both side edges of the connecting portion 4 become parallel and processing is easy. The width of the connecting portion 4 may not have the same dimension over the entire region in the inter-member direction Y.

また、連結部４と損傷部３との境界や、損傷部３と固定部２との境界では、断面が連続するように幅方向Ｘの端縁を成す線を緩やかな曲線としてもよい。この場合、境界での応力集中の発生を抑制することができる。 Further, at the boundary between the connecting portion 4 and the damaged portion 3 or at the boundary between the damaged portion 3 and the fixed portion 2, a line forming an edge in the width direction X may be a gentle curve so that the cross section is continuous. In this case, it is possible to suppress the occurrence of stress concentration at the boundary.

このせん断ダンパ１の構成によると、このせん断ダンパ１が設けられる二つの部材１０間に外力により相対移動が発生すると、損傷部３が変形することでエネルギーを吸収する。損傷部３の断面の面積Ｓを式６の関係が成り立つ形状としたため、損傷部３が全領域で同程度に損傷する。つまり、損傷部３の一部が局所的に損傷するのではなく、全体が少しずつ損傷する。そのため、変形能力が大きく、かつ耐久力に優れる。 According to the configuration of the shear damper 1, when a relative movement occurs due to an external force between the two members 10 provided with the shear damper 1, the damaged portion 3 is deformed to absorb energy. Since the area S of the cross section of the damaged portion 3 is a shape that satisfies the relationship of Equation 6, the damaged portion 3 is damaged to the same extent in the entire region. That is, part of the damaged part 3 is not locally damaged, but the whole is gradually damaged. Therefore, the deformability is large and the durability is excellent.

建物ごとに決められるせん断力Ｑは、建物にかかる外力から算出され、この外力は、想定する地震の規模、および建物の設計条件を考慮して決定されるため、建物の規模や仕様、建築地等の各種条件に合ったせん断ダンパ１を提供することができる。 The shear force Q determined for each building is calculated from the external force applied to the building, and this external force is determined in consideration of the size of the assumed earthquake and the design conditions of the building. It is possible to provide the shear damper 1 meeting various conditions such as.

上記効果を確かめるために耐力試験を行った。図４はこの発明のせん断ダンパの耐力試験結果を示すグラフである。この試験結果から、この発明のせん断ダンパは、多くの回数の荷重を繰り返し受けても耐えられることが分かる。 A proof test was conducted to confirm the above effect. FIG. 4 is a graph showing the result of the proof stress test of the shear damper of the present invention. From the test results, it can be seen that the shear damper of the present invention can withstand multiple repeated loads.

図５は、この発明の第２の実施形態を示す。図５（Ａ）はせん断ダンパ１の正面図に部材間方向の中心から部材間方向に±ｙの距離にある断面の図を付加した図、（Ｂ）はその側面図である。第１の実施形態のせん断ダンパ１は幅方向Ｘに非対称かつ部材間方向Ｙに対称（線対称）の形状であるが、損傷部３における部材間方向Ｙの中心から距離ｙだけ離れた断面の面積Ｓが式６を満足するのであれば、この第２の実施形態のせん断ダンパ１のように、せん断ダンパ１が幅方向Ｘに非対称かつ部材間方向Ｙに非対称の形状であってもよい。このせん断ダンパ１は、原点Ｏを中心とする回転対称の形状である。原点Ｏを中心としたＸＹ平面の座標軸を仮定した場合、紙面の上側の損傷部３の左右一方（例えば紙面の右側）の端縁を決定する直線、および下側の損傷部３の左右他方（例えば左側）の端縁を決定する直線は、ｘ＝α・ｙで表され、上側の損傷部３の左右他方（例えば左側）の端縁を決定する直線、および下側の損傷部３の左右一方（例えば右側）の端縁を決定する直線は、ｘ＝０で表される。
この実施形態を含め以下の各実施形態についても、前記同様に、固定部２および連結部４の部材方向と垂直な断面の面積は、前記式６で決定される断面の面積Ｓよりも大きくしてある。 FIG. 5 shows a second embodiment of the present invention. FIG. 5A is a front view of the shear damper 1 with a view of a cross section at a distance of ± y in the inter-member direction from the center in the inter-member direction, and FIG. 5B is a side view thereof. The shear damper 1 according to the first embodiment has a shape that is asymmetric in the width direction X and symmetrical (linearly symmetrical) in the inter-member direction Y, but has a cross section separated by a distance y from the center in the inter-member direction Y at the damaged portion 3 As long as the area S satisfies Expression 6, the shear damper 1 may be asymmetric in the width direction X and asymmetric in the inter-member direction Y as in the shear damper 1 of the second embodiment. The shear damper 1 has a rotationally symmetrical shape about the origin O. Assuming that the coordinate axis of the XY plane centering on the origin O is assumed, the straight line that determines the edge of one of the left and right (for example, the right side of the paper) of the damaged part 3 on the upper side of the paper For example, a straight line that determines the edge of the left side is represented by x = α · y, and a straight line that determines the edge of the other side (eg, the left side) of the upper wound 3 and the left and right of the lower wound 3 The straight line that determines the edge of one (eg, the right) is represented by x = 0.
Also in the following embodiments including this embodiment, the area of the cross section perpendicular to the member direction of the fixing portion 2 and the connecting portion 4 is larger than the area S of the cross section determined by the equation 6 as described above. It is

図６は、この発明の第３の実施形態を示す。図６（Ａ）はせん断ダンパ１の正面図に部材間方向の中心から部材間方向に±ｙの距離にある断面の図を付加した図、（Ｂ）はその側面図である。損傷部３における部材間方向Ｙの中心から距離ｙだけ離れた断面の面積Ｓが式６を満足するのであれば、このせん断ダンパ１のように、幅方向Ｘに対称かつ部材間方向Ｙに対称の形状であってもよい。原点Ｏを中心としたＸＹ平面の座標軸を仮定した場合、損傷部３の紙面の左右両方の端縁を決定する２本の直線は、ｘ＝±（１／２）・α・ｙで表される。 FIG. 6 shows a third embodiment of the present invention. FIG. 6A is a front view of the shear damper 1 with a view of a cross section at a distance of ± y in the inter-member direction from the center in the inter-member direction, and FIG. 6B is a side view thereof. If the area S of the cross section separated by the distance y from the center of the inter-member direction Y at the damaged portion 3 satisfies the equation 6, as in this shear damper 1, it is symmetrical in the width direction X and symmetrical in the inter-member direction Y It may be in the form of Assuming that the coordinate axis of the XY plane centering on the origin O is assumed, two straight lines which determine both the left and right edges of the surface of the damaged part 3 are expressed by x = ± (1/2) · α · y Ru.

図７は、この発明の第４の実施形態を示す。図７（Ａ）はせん断ダンパ１の正面図に部材間方向の中心から部材間方向に±ｙの距離にある断面の図を付加した図、（Ｂ）はその側面図である。損傷部３における部材間方向Ｙの中心から距離ｙだけ離れた断面の面積Ｓが式６を満足するのであれば、このせん断ダンパ１のように、幅方向Ｘに非対称、かつ部材間方向Ｙに非対称、かつ原点Ｏを中心として非回転対称の形状であってもよい。原点Ｏを中心としたＸＹ平面の座標軸を仮定した場合、紙面の上側の損傷部３の左右一方（例えば右側）の端縁を決定する直線は、ｘ＝α・ｙで表され、上側の損傷部３の左右他方（例えば左側）の端縁を決定する直線は、ｘ＝０で表される。また、下側の損傷部３の左右一方（例えば右側）の端縁を決定する直線は、ｘ＝−β・ｙで表され、損傷部３の左右一方（例えば右側）の端縁を決定する直線は、ｘ＝γ・ｙで表される。この例の場合、係数β，γは共に（１／２）αであるが、損傷部３における部材間方向Ｙの中心から距離ｙだけ離れた断面の幅ｂが式１を充足するのであれば、β，γの大きさが互いに異なっていてもよい。 FIG. 7 shows a fourth embodiment of the present invention. FIG. 7A is a front view of the shear damper 1 with a cross-sectional view at a distance of ± y in the inter-member direction from the center in the inter-member direction, and FIG. 7B is a side view thereof. If the area S of the cross section separated by the distance y from the center of the inter-member direction Y in the damaged portion 3 satisfies the equation 6, as in this shear damper 1, it is asymmetric in the width direction X and in the inter-member direction Y It may be asymmetric and non-rotationally symmetrical about the origin O. Assuming that the coordinate axis of the XY plane centering on the origin O is assumed, a straight line that determines the left or right (for example, right) edge of the damaged portion 3 on the upper side of the sheet is represented by x = α · y, and the upper side damage The straight line that determines the left and right (for example, left) edge of the part 3 is represented by x = 0. In addition, a straight line that determines the left or right (for example, right) edge of the lower damaged part 3 is expressed by x = −β · y, and determines the left or right (for example, right) edge of the damaged part 3 The straight line is represented by x = γ · y. In the case of this example, the coefficients β and γ are both (1/2) α, but if the width b of the cross section separated by the distance y from the center of the inter-member direction Y at the damaged portion 3 satisfies Equation 1 , And β, γ may be different from one another.

図８は、この発明の第５の実施形態を示す。図８（Ａ）はせん断ダンパ１の正面図に部材間方向の中心から部材間方向に±ｙの距離にある断面の図を付加した図、（Ｂ）はその側面図である。このせん断ダンパ１は、固定部２および損傷部３が、それぞれ互いに幅方向Ｘに分離した複数（例えば二つ）の部位２Ｌ，２Ｒ，３Ｌ，３Ｒからなっている。連結部４は一つであって、この一つの連結部４に損傷部３の紙面における左右の部位３Ｌ，３Ｒがそれぞれ連結されている。この例の場合、幅方向Ｘに対称かつ部材間方向Ｙに対称の形状であり、損傷部３の各部位３Ｌ，３Ｒにおける部材間方向Ｙの中心から等距離にある断面の面積（Ｓ／２）が互いに等しい。但し、損傷部３の各部位３Ｌ，３Ｒにおける部材間方向Ｙの中心から距離ｙだけ離れた断面の面積の和が式６を満足するのであれば、各部位３Ｌ，３Ｒの断面の面積が互いに異なっていてもよい。 FIG. 8 shows a fifth embodiment of the present invention. FIG. 8A is a front view of the shear damper 1 with a view of a cross section at a distance of ± y in the inter-member direction from the center in the inter-member direction, and FIG. 8B is a side view thereof. In the shear damper 1, the fixed portion 2 and the damaged portion 3 are each composed of a plurality of (for example, two) portions 2L, 2R, 3L, 3R separated in the width direction X from each other. The connecting portion 4 is one, and the left and right portions 3L and 3R in the paper surface of the damaged portion 3 are connected to the one connecting portion 4, respectively. In the case of this example, the area of the cross section which is symmetrical in the width direction X and symmetrical in the inter-member direction Y and is equidistant from the center of the inter-member direction Y in each portion 3L, 3R of the damaged portion 3 (S / 2 ) Are equal to each other. However, if the sum of the areas of the sections separated by the distance y from the center of the inter-member direction Y in the damaged parts 3 at the portions 3L and 3R satisfies Equation 6, then the areas of the sections of the sections 3L and 3R are mutually different. It may be different.

上記各実施形態のせん断ダンパ１は、複数個組み合わされた形状であってもよい。図９は、図３のせん断ダンパ１を２個使用し、中央に開口部１２ができるように、各せん断ダンパ１を左右対称の配置で組み合わせた複合せん断ダンパ１Ａとしたものである。二つのせん断ダンパ１は、それぞれの固定部２同士が結合されている。このように二つのせん断ダンパ１を繋ぎ合わせた複合せん断ダンパ１Ａとすると、長方形の板材から中央の開口部１２を穴あけ加工するだけで、同時に二つのせん断ダンパ１を製作することができ、より一層製作効率が良い。 The shear damper 1 according to each of the above embodiments may have a combined shape. FIG. 9 shows a composite shear damper 1A in which two shear dampers 1 of FIG. 3 are used and each shear damper 1 is combined in a symmetrical arrangement so as to have an opening 12 at the center. The fixed portions 2 of the two shear dampers 1 are connected to each other. As described above, in the case of the composite shear damper 1A in which two shear dampers 1 are joined together, the two shear dampers 1 can be simultaneously manufactured only by drilling the central opening 12 from a rectangular plate material. Production efficiency is good.

図１０は、図９の複合せん断ダンパ１Ａにおける各せん断ダンパ１の固定部２同士を細長形状の繋ぎ部１３で繋いだ複合せん断ダンパ１Ｂを示す。この複合せん断ダンパ１Ｂは、繋ぎ部１３を曲げ加工することで、図１１、図１２のように、二つのせん断ダンパ１が並列に並ぶ形状とすることができる。
図１１の複合せん断ダンパ１Ｃは、平面視で全体としてＵ字状になるように繋ぎ部１３で１８０°曲げ加工したもので、二つのせん断ダンパ１が同一方向を向く姿勢で平行に並んでいる。図１２の複合せん断ダンパ１Ｄは、平面視で全体としてＺ字状になるように繋ぎ部１３で曲げ加工したもので、二つのせん断ダンパ１が互いに逆向きの姿勢で平行に並んでいる。このように、二つのせん断ダンパ１が互いに逆向きの姿勢であると、複合せん断ダンパ１Ｃの全体に捩れが発生することをなくすことができる。 FIG. 10 shows a composite shear damper 1B in which the fixing portions 2 of the respective shear dampers 1 in the composite shear damper 1A of FIG. The composite shear damper 1 B can be formed into a shape in which two shear dampers 1 are arranged in parallel as shown in FIGS. 11 and 12 by bending the joint portion 13.
The composite shear damper 1C in FIG. 11 is bent at 180 ° by the joint portion 13 so as to be U-shaped as a whole in plan view, and the two shear dampers 1 are arranged in parallel in the same direction. . The composite shear damper 1D of FIG. 12 is bent at the joint portion 13 so as to be Z-shaped as a whole in a plan view, and the two shear dampers 1 are arranged in parallel in opposite postures. As described above, when the two shear dampers 1 are in the postures opposite to each other, occurrence of twisting in the entire composite shear damper 1C can be eliminated.

１…せん断ダンパ
２…固定部
３…損傷部
４…連結部
１０…外力により相対移動する部材 DESCRIPTION OF SYMBOLS 1 ... shear damper 2 ... fixed part 3 ... damaged part 4 ... connection part 10 ... member moved relatively by external force

Claims

Between the inner and outer rings,
A plate-like shear damper having a uniform thickness for energy absorption used between two members moved relative to each other by an external force in a building,
Fixing portions located on both ends in the inter-member direction, which is a direction connecting the two members, and fixed to the two members respectively, and positions adjacent to the fixing portions between the fixing portions on both sides The damage on both sides which are damaged by bending due to external force, and the connection located between the damage on both sides,
The fixing part, the damage part, and the connecting part are integral with one another;
The relative movement of the two members by the external force in the building is arranged so that the direction in which the shearing force is applied matches the direction of the thickness.
The damaged portion has a rectangular shape in cross section perpendicular to the inter-member direction, and has a plate thickness t, and a width in a direction perpendicular to the thickness direction in a cross section separated from the center in the inter-member direction by a distance y Where b is the yield strength of the material σy, and the shear force determined for each building is Q, the area S of the cross section separated by the distance y from the center in the inter-member direction at the damaged portion is 6Q / (σy · t)) · y
Determined by
And the area of said member between a direction perpendicular to the cross section of the fixing portion and the connecting portion, the much larger than the area S of the cross section is determined by the formula, the fixed portion, the fixed portion of the damaged portion Shear damper characterized in that it is wider than the following end .

The shear damper according to claim 1, wherein the connecting portion has a constant width in a direction perpendicular to the thickness direction in a cross section perpendicular to the inter-member direction over the entire length in the inter-member direction. damper.

The shear damper according to claim 1 or 2, wherein when an allowable shear stress degree of the material is τ, an area of a cross section perpendicular to the inter-member direction of the connection portion is expressed by the following equation: τ ≧ Q / (b T)
Shear damper that satisfies the conditions given in.