JP2008038464A - Vibration control wall structure for steel house - Google Patents

Vibration control wall structure for steel house Download PDF

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JP2008038464A
JP2008038464A JP2006214139A JP2006214139A JP2008038464A JP 2008038464 A JP2008038464 A JP 2008038464A JP 2006214139 A JP2006214139 A JP 2006214139A JP 2006214139 A JP2006214139 A JP 2006214139A JP 2008038464 A JP2008038464 A JP 2008038464A
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frame
damping
steel
wall structure
vibration control
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JP4829714B2 (en
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Masami Nakao
雅躬 中尾
Kazumine Maeda
一峯 前田
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ASIAN SILVERWOOD KK
SHI ANREI
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ASIAN SILVERWOOD KK
SHI ANREI
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a vibration control structure for a steel house, which can absorb swinging motion of a building. <P>SOLUTION: The vibration control structure 1 for the steel house is implemented by a wall substrate erected on a sill, a beam, etc. of the building and formed into a truss structure consisting of a pair of vertical frame members 2, 2, an upper frame member 3 connecting between upper edges of the vertical frame members 2, 2, a lower frame member 4 connecting between lower edges of the vertical frame members 2, 2, and a plurality of braces 5a, 5b, ... 5h connecting between mutually opposed side surfaces of the vertical frame members 2, 2. The braces 5a, 5d, 5e, 5h each have a vibration control member 6 formed of a low yield point steel at an intermediate portion thereof. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本発明は、スチールハウスの壁下地に制震機能を持たせた制震壁構造に関する。   The present invention relates to a seismic control wall structure in which a seismic control function is provided on a wall base of a steel house.

従来のスチールハウスの耐力壁構造としては、互いに間隔を隔てて立設された一対の竪枠材と、前記一対の竪枠材の互いに向かい合う側面間に連結された複数のブレース材と、によってトラス構造に構成されたものがある（例えば特許文献１参照）。
特開２００６−３７７０４号公報 The conventional steel house bearing wall structure includes a pair of truss frame members standing upright apart from each other, and a plurality of brace members connected between mutually facing side surfaces of the pair of truss frame members. Some have a structure (see, for example, Patent Document 1).
JP 2006-37704 A

しかし、このようなトラス構造をしたスチールハウスの耐力壁構造は、せん断変形に対して粘り強く抵抗するものの、建物の揺れを吸収することはできなかった。   However, the load-bearing wall structure of a steel house with such a truss structure persistently resisted shear deformation but could not absorb the shaking of the building.

本発明は、これらの問題点を解決するためになされたものであり、建物の揺れを吸収することができるスチールハウスの制震壁構造を提供することを課題とする。   This invention is made | formed in order to solve these problems, and makes it a subject to provide the damping wall structure of the steel house which can absorb the shaking of a building.

本発明は、互いに間隔を隔てて立設された一対の竪枠材と、前記一対の竪枠材の向かい合う側面間に連結された複数のブレース材と、によってトラス構造に構成されたスチールハウスの制震壁構造であって、前記複数のブレース材のうちの少なくとも一つは、低降伏点鋼からなる制震部材を有することを特徴とする。   The present invention relates to a steel house configured in a truss structure by a pair of eaves frame members standing upright apart from each other, and a plurality of brace members connected between opposing side surfaces of the pair of eaves frame members. A damping wall structure, wherein at least one of the plurality of brace members has a damping member made of low yield point steel.

かかる構成によれば、前記一対の竪枠材と前記複数のブレース材とはトラス構造に構成されていることから、ブレース材には軸方向の力（軸力）が作用する。そして、前記複数のブレース材のうちの少なくとも一つが低降伏点鋼からなる制震部材を有することから、建物の揺れによってブレース材に軸力が作用すると、低降伏点鋼からなる制震部材が塑性変形して、建物の揺れを吸収する。   According to such a configuration, since the pair of collar frame members and the plurality of brace members are configured in a truss structure, an axial force (axial force) acts on the brace members. And since at least one of the plurality of brace materials has a vibration control member made of low yield point steel, when an axial force acts on the brace material due to the shaking of the building, the vibration control member made of low yield point steel is Absorbs the shaking of the building by plastic deformation.

また、前記複数のブレース材の両端部は、前記一対の竪枠材にピン接合されていることを特徴とする。   Further, both end portions of the plurality of brace members are pin-bonded to the pair of collar frame members.

かかる構成によれば、前記複数のブレース材の両端部が前記一対の竪枠材にピン接合されているので、ブレース材に曲げモーメントが伝達されることがない。そのため、制震部材を曲げ変形させずに軸方向に変形させることができる。   According to such a configuration, since both end portions of the plurality of brace members are pin-joined to the pair of frame members, a bending moment is not transmitted to the brace members. Therefore, the vibration control member can be deformed in the axial direction without bending deformation.

また、前記複数のブレース材のうちの少なくとも一つは、前記制震部材と、前記制震部材の一方の側部と一方の前記竪枠材とを連結する第1連結部材と、前記制震部材の他方の側部と他方の前記竪枠材とを連結する第２連結部材と、からなることを特徴とする   Further, at least one of the plurality of brace members includes the vibration control member, a first connecting member that connects one side portion of the vibration control member and the one frame member, and the vibration control member. A second connecting member for connecting the other side of the member and the other frame member.

かかる構成によれば、ブレース部材に軸方向の圧縮力又は引張力が作用すると、第１連結部材と第２連結部材とによって制震部材の一方の側部と他方の側部に逆向きの力が作用する。これにより、制震部材がブレース部材の軸方向に塑性変形（せん断変形）し、建物の揺れが吸収される。   According to such a configuration, when an axial compressive force or tensile force is applied to the brace member, the first connecting member and the second connecting member cause reverse forces on one side and the other side of the damping member. Works. Thereby, the vibration control member is plastically deformed (sheared) in the axial direction of the brace member, and the shaking of the building is absorbed.

また、前記第1連結部材の制震部材側の端部と前記第２連結部材の制震部材側の端部とは、互いに離間していることを特徴とする。   The end of the first connecting member on the side of the damping member and the end of the second connecting member on the side of the damping member are separated from each other.

かかる構成によれば、前記第1連結部材の制震部材側の端部と前記第２連結部材の制震部材側の端部とは、互いに離間しているので、ブレース材に圧縮方向の軸力が作用した場合でも、第１連結部材と第２連結部材とが衝突することがない。そのため、ブレース材に圧縮方向の軸力が作用したときでも制震部材が塑性変形する。これにより、建物の揺れが制震部材によって確実に吸収されることとなる。   According to this configuration, since the end of the first connecting member on the side of the damping member and the end of the second connecting member on the side of the damping member are spaced apart from each other, the brace member has an axis in the compression direction. Even when a force acts, the first connecting member and the second connecting member do not collide. Therefore, even when an axial force in the compression direction acts on the brace material, the damping member is plastically deformed. Thereby, the shaking of a building will be absorbed reliably by the damping member.

また、前記第１連結部材及び前記第２連結部材は、溝部を有する溝形鋼又はＣ形鋼からなり、前記制震部材は、前記第１連結部材及び前記第２連結部材の溝部に跨って嵌合されていることを特徴とする。   In addition, the first connecting member and the second connecting member are made of grooved steel or C-shaped steel having a groove, and the vibration control member straddles the groove of the first connecting member and the second connecting member. It is fitted.

かかる構成によれば、前記第１連結部材及び前記第２連結部材は、溝部を有する溝形鋼又はＣ形鋼からなり、前記制震部材は、前記第１連結部材及び前記第２連結部材の溝部に跨って嵌合されているので、ブレース材の幅寸法が大きくなることがない。そのため、かかる制震壁構造に板材を貼り付けるときに、ブレース材と板材が衝突することがなく、板材の取付作業が容易になる。   According to such a configuration, the first connecting member and the second connecting member are made of grooved steel or C-shaped steel having a groove portion, and the vibration control member includes the first connecting member and the second connecting member. Since it fits over a groove part, the width dimension of a brace material does not become large. For this reason, when the plate material is affixed to the damping wall structure, the brace material and the plate material do not collide, and the plate material can be easily attached.

また、前記制震部材は、両側に一対のフランジを備える溝形鋼又はＣ形鋼からなることを特徴とする。   Moreover, the said damping member consists of channel steel or C-shaped steel provided with a pair of flanges on both sides.

かかる構成によれば、溝形鋼又はＣ形鋼の両側に備えられた一対のフランジが、それぞれ、第１連結部材と第２連結部材とによって引っ張られたり押されたりすることにより、その中間にある溝形鋼又はＣ形鋼（より詳しくはそのウェブ部分）がせん断変形することになる。これにより、建物の揺れが吸収されることとなる。   According to such a configuration, the pair of flanges provided on both sides of the grooved steel or the C-shaped steel are respectively pulled and pushed by the first connecting member and the second connecting member, so A certain channel steel or C-shape steel (more specifically, the web portion) will undergo shear deformation. As a result, the shaking of the building is absorbed.

本発明は、互いに間隔を隔てて立設された一対の竪枠材と、前記一対の竪枠材の上端同士を連結する上枠材と、前記一対の竪枠材の下端同士を連結する下枠材と、前記上枠材の下面と前記下枠材の上面とに連結された上下枠連結材と、を備えるスチールハウスの制震壁構造であって、前記一対の竪枠材の上端は、前記上枠材にピン接合されているとともに、前記一対の竪枠材の下端は、前記下枠材にピン接合されており、前記上下枠連結部材は、低降伏点鋼からなる制震部材を有することを特徴とする。   The present invention provides a pair of eaves frame members erected at an interval from each other, an upper frame material connecting upper ends of the pair of eaves frame materials, and a lower portion connecting lower ends of the pair of eaves frame materials A steel house damping wall structure comprising a frame member, and upper and lower frame connecting members connected to the lower surface of the upper frame member and the upper surface of the lower frame member, the upper ends of the pair of eaves frame members being The lower frame member is pin-bonded to the upper frame member, and the lower frame member is pin-bonded to the lower frame member, and the upper and lower frame connecting members are made of low-yield point steel. It is characterized by having.

かかる構成によれば、前記一対の竪枠材の上端は、前記上枠材にピン接合されているとともに、前記一対の竪枠材の下端は、前記下枠材にピン接合されていることから、建物に水平力が作用したときに竪枠材が傾動することによって、上枠材と下枠材とが相対変位する。そして、上枠材と下枠材とは、上下枠連結部材によって連結されており、上下枠連結部材は低降伏点鋼からなる制震部材を有していることから、上枠材と下枠材の相対変位に伴って制震部材が塑性変形する。これにより、建物の揺れが吸収されることとなる。   According to this configuration, the upper ends of the pair of eaves frame members are pin-joined to the upper frame member, and the lower ends of the pair of eaves frame members are pin-joined to the lower frame member. When the horizontal force acts on the building, the frame material is tilted, so that the upper frame material and the lower frame material are relatively displaced. The upper frame member and the lower frame member are connected by the upper and lower frame connecting members, and the upper and lower frame connecting members have a vibration control member made of low yield point steel. The damping member is plastically deformed with the relative displacement of the material. As a result, the shaking of the building is absorbed.

なお、かかる構成は、上枠材及び下枠材と一対の竪枠材とが回転拘束されておらず自立できないので、前記したトラス構造の制震壁と組み合わせて使用するのが好ましい。   Note that this configuration is preferably used in combination with the above-described truss structure damping wall because the upper frame member, the lower frame member, and the pair of eaves frame members are not rotationally restrained and cannot stand on their own.

また、前記上下枠連結部材は、前記制震部材と、前記制震部材の上端側と前記上枠材とを連結する上部連結部材と、前記制震部材の下端側と前記下枠材とを連結する下部連結部材と、からなることを特徴とする。   The upper and lower frame connecting members include the vibration control member, an upper connection member that connects the upper end side of the vibration control member and the upper frame member, a lower end side of the vibration control member, and the lower frame member. And a lower connecting member to be connected.

かかる構成によれば、上部連結部材と下部連結部材とによって制震部材がせん断変形させられる。すなわち、制震部材はせん断抵抗型の鋼材ダンパーとなる。これにより、建物の揺れが吸収される。   According to this configuration, the vibration control member is shear-deformed by the upper connecting member and the lower connecting member. That is, the damping member is a shear resistance type steel damper. Thereby, the shaking of a building is absorbed.

また、前記上部連結部材、前記下部連結部材及び前記制震部材は、それぞれ、リブを備える板状部材からなることを特徴とする。   In addition, the upper connecting member, the lower connecting member, and the vibration control member are each composed of a plate-like member having a rib.

かかる構成によれば、上部連結部材及び下部連結部材は、板状部材であるので、その面内方向の剛性が大きい。また、リブによってその面外方向の剛性も強化されている。そのため、上部連結部材自体及び下部連結部材自体の変形が少ないので、上枠材と下枠材の相対変位を制震部材の塑性変形に集中させることができる。そのため、制震部材の変形量が大きくなり、建物の揺れの吸収効率が向上する。
また、前記上部連結部材、前記下部連結部材及び前記制震部材の上端側及び下端側にリブを形成すれば、互いのリブ同士を容易に接合することができる。 According to such a configuration, since the upper connecting member and the lower connecting member are plate-like members, the rigidity in the in-plane direction is large. Further, the rigidity in the out-of-plane direction is enhanced by the ribs. Therefore, since there is little deformation | transformation of upper connection member itself and lower connection member itself, the relative displacement of an upper frame material and a lower frame material can be concentrated on the plastic deformation of a damping member. As a result, the amount of deformation of the damping member is increased, and the vibration absorption efficiency of the building is improved.
Moreover, if ribs are formed on the upper end side and the lower end side of the upper connecting member, the lower connecting member, and the vibration control member, the ribs can be easily joined to each other.

前記制震部材は、前記板状部材の上端側と下端側とを折り曲げて前記リブを形成してなることを特徴とする。   The damping member is formed by bending the upper end side and the lower end side of the plate-like member to form the rib.

かかる構成によれば、前記制震部材は、前記板状部材の上端側と下端側とを折り曲げて前記リブを形成してなることから、上部連結部材及び下部連結部材への連結が容易となる。また、折り曲げによってリブが形成されているので、リブと板状部材との一体性が確保される。そのため、上部連結部材及び下部連結部材から板状部材に建物の揺れが確実に伝達され、板状部材の変形により建物の揺れが吸収される。   According to this structure, since the said damping member forms the said rib by bending the upper end side and lower end side of the said plate-shaped member, the connection to an upper connection member and a lower connection member becomes easy. . Moreover, since the rib is formed by bending, the integrity of the rib and the plate-like member is ensured. Therefore, the shaking of the building is reliably transmitted from the upper connecting member and the lower connecting member to the plate member, and the shaking of the building is absorbed by the deformation of the plate member.

本発明によれば、建物の揺れを吸収することができるスチールハウスの制震壁構造を提供することができる。これにより、建物の制震性能等を向上させることができる。   ADVANTAGE OF THE INVENTION According to this invention, the damping wall structure of the steel house which can absorb the shaking of a building can be provided. Thereby, the vibration control performance etc. of a building can be improved.

本発明を実施するための第１実施形態について、図面を参照して詳細に説明する。参照する図面において、同一の要素には同一の番号を付し、重複する説明は省略する。図１は、第１実施形態にかかるスチールハウスの制震壁構造を示す正面図である。図２は、第１実施形態にかかるスチールハウスの制震壁構造の下部付近の拡大斜視図である。   A first embodiment for carrying out the present invention will be described in detail with reference to the drawings. In the drawings to be referred to, the same elements are denoted by the same reference numerals, and redundant description is omitted. FIG. 1 is a front view showing a damping wall structure of a steel house according to the first embodiment. FIG. 2 is an enlarged perspective view of the vicinity of the lower part of the damping wall structure of the steel house according to the first embodiment.

図１に示すように、スチールハウスの制震壁構造１（以下、単に「制震壁構造１」という）は、建物の土台や梁等の上に立設される壁下地であり、一対の竪枠材２，２と、この一対の竪枠材２，２の上端部同士を連結する上枠材３と、一対の竪枠材２，２の下端部同士を連結する下枠材４と、一対の竪枠材２，２の互いに向かい合う側面間に連結された複数のブレース材５ａ，５ｂ，…，５ｈ（以下、区別しない場合は単に「ブレース材５」という場合がある）と、によってトラス構造に構成されている。そして、ブレース材５ａ，５ｄ，５ｅ，５ｈは、その中間部に低降伏点鋼からなる制震部材６を有している。   As shown in FIG. 1, a steel house damping wall structure 1 (hereinafter simply referred to as a “damping wall structure 1”) is a wall foundation standing on a foundation or beam of a building. The frame material 2, 2, the upper frame material 3 that connects the upper ends of the pair of frame materials 2, 2, and the lower frame material 4 that connects the lower ends of the pair of frame materials 2, 2 A plurality of brace materials 5a, 5b,..., 5h (hereinafter, simply referred to as “brace material 5” unless otherwise distinguished) It is configured in a truss structure. And braces material 5a, 5d, 5e, 5h has the damping member 6 which consists of low yield point steel in the intermediate part.

図２に示すように、竪枠材２は、例えばウェブ背面同士を溶接接合した２本のＣ形鋼２１，２１から構成されており、Ｃ形鋼２１，２１の溝の開口部を面外方向に向けて境界梁等（図示省略）に取り付けられている。竪枠材２としては、例えば「Ｃ−１００×５０×２０×２．３」や「Ｃ−１００×５０×２０×３．２」等を用いる。竪枠材２，２の向かい合う側面には、ブレース材５を連結するためのガセット２２が千鳥状（図１参照）に溶接固定されている。Ｃ形鋼２１の溝の開口部には、プレート２３が溶接固定されている。なお、竪枠材２の上部付近もほぼ同様の構造であるため、詳細な説明は省略する。   As shown in FIG. 2, the eaves frame material 2 is composed of, for example, two C-shaped steels 21 and 21 in which the back surfaces of the webs are welded together, and the openings of the grooves of the C-shaped steels 21 and 21 are out of plane. It is attached to a boundary beam or the like (not shown) toward the direction. As the eaves frame material 2, for example, “C-100 × 50 × 20 × 2.3”, “C-100 × 50 × 20 × 3.2” or the like is used. Gussets 22 for connecting the brace material 5 are welded and fixed in a staggered manner (see FIG. 1) to the opposite side surfaces of the eaves frame materials 2 and 2. A plate 23 is fixed to the opening of the groove of the C-shaped steel 21 by welding. In addition, since the vicinity of the upper part of the eaves frame material 2 has substantially the same structure, detailed description is omitted.

図１、図２に示すように、上枠材３及び下枠材４は、例えば溝形鋼からなり、一対の竪枠材２，２の向かい合う側面間に溶接固定されている。上枠材３及び下枠材４としては、例えば「［−６５×７５×２．３」等を用いる。   As shown in FIGS. 1 and 2, the upper frame member 3 and the lower frame member 4 are made of, for example, channel steel, and are welded and fixed between the opposing side surfaces of the pair of frame members 2 and 2. As the upper frame material 3 and the lower frame material 4, for example, “[−65 × 75 × 2.3” or the like is used.

図１、図２に示すように、各ブレース材５は、例えば溝形鋼からなり、竪枠材２，２の向かい合う側面間に斜めに架け渡されている。ブレース材５としては、例えば「［−６０×３５×２．３」等を用いる。各ブレース材５の両端部は、千鳥に配置されたガセット２２にボルトによってピン接合されている。これにより、制震壁構造１は、トラス構造に構成される。また、上下に隣り合うブレース材５，５の近接する端部同士は同じガセット２２に連結されている。なお、最も上部のブレース材５ａの上側の端部は、上枠材３を介して一方の竪枠材２に連結されている。また、最も下方のブレース材５ｈの下側の端部は、下枠材４を介して他方の竪枠材２に連結されている。   As shown in FIGS. 1 and 2, each brace material 5 is made of, for example, channel steel, and is slanted between the opposing side surfaces of the eaves frame materials 2 and 2. As the brace material 5, for example, “[−60 × 35 × 2.3” or the like is used. Both ends of each brace material 5 are pin-joined by bolts to gussets 22 arranged in a staggered manner. Thereby, the damping wall structure 1 is comprised by the truss structure. Further, adjacent end portions of the brace members 5 and 5 adjacent to each other in the vertical direction are connected to the same gusset 22. The upper end portion of the uppermost brace material 5 a is connected to one of the collar frame materials 2 via the upper frame material 3. Further, the lower end portion of the lowermost brace material 5 h is connected to the other collar frame material 2 via the lower frame material 4.

図１に示すように、各ブレース材５のうち、ブレース材５ａ，５ｄ，５ｅ，５ｈは、その中間部に低降伏点鋼からなる制震部材６を有している。ブレース材５ａ，５ｄ，５ｅ，５ｈは同様の構造であるので、以下、これらを代表してブレース材５ｈの構造について説明する。   As shown in FIG. 1, among the brace members 5, the brace members 5 a, 5 d, 5 e, and 5 h have a vibration control member 6 made of low yield point steel at an intermediate portion thereof. Since the brace materials 5a, 5d, 5e, and 5h have the same structure, the structure of the brace material 5h will be described below as a representative example.

図３は、制震部材を有するブレース材の分解斜視図である。
図３に示すように、ブレース材５ｈは、制震部材６と、第１連結部材５１と、第２連結部材５２と、から構成されている。 FIG. 3 is an exploded perspective view of a brace material having a vibration control member.
As shown in FIG. 3, the brace material 5 h includes a vibration control member 6, a first connecting member 51, and a second connecting member 52.

制震部材６は、低降伏点鋼を加工して溝形に形成された部材であり、せん断変形による履歴減衰型の鋼材ダンパーである。制震部材６は、変形部６１と、変形部６１の一方の側部に立設された第１取付部６２と、変形部６１の他方の側部に立設された第２取付部６３とから構成されている。変形部６１は、ブレース材５ｈに軸力が作用したときに、せん断変形して揺れを吸収する部分である。第１取付部６２は、後記する第１連結部材５１に取り付けられる部分であり、第１連結部材５１側の端部６２ｂが変形部６１よりも延出している。同様に、第２連結部材５２は、後記する第２連結部材５２に取り付けられる部分であり、第２連結部材５２側の端部６３ｂが変形部６１よりも延出している。第１取付部６２及び第２取付部６３には、ボルトを挿通させるためのボルト孔６２ａ、６３ａが、それぞれ２箇所ずつ形成されている。   The damping member 6 is a member formed into a groove shape by processing low yield point steel, and is a hysteresis damping type steel damper by shear deformation. The damping member 6 includes a deforming portion 61, a first mounting portion 62 erected on one side of the deforming portion 61, and a second mounting portion 63 erected on the other side of the deforming portion 61. It is composed of The deformation portion 61 is a portion that absorbs shaking by shearing deformation when an axial force is applied to the brace material 5h. The first attachment portion 62 is a portion attached to a first connection member 51 described later, and an end portion 62 b on the first connection member 51 side extends from the deformation portion 61. Similarly, the second connecting member 52 is a part attached to the second connecting member 52 described later, and the end 63 b on the second connecting member 52 side extends from the deformed portion 61. The first mounting portion 62 and the second mounting portion 63 are respectively formed with two bolt holes 62a and 63a for inserting bolts.

制震部材６を構成する低降伏点鋼は、通常の圧延鋼板に比べて降伏点が低い鋼材である。制震部材６としては、例えば、降伏点が１００Ｎ／ｍｍ２以上１５０Ｎ／ｍｍ２以下、引張強さが２００Ｎ／ｍｍ２以上３００Ｎ／ｍｍ２以下、降伏比が６０％以下、伸びが５０％以上の低降伏点鋼を用いることができる。 The low yield point steel constituting the damping member 6 is a steel material having a lower yield point than a normal rolled steel plate. As the damping member 6, for example, the yield point is 100 N / mm 2 or more and 150 N / mm 2 or less, the tensile strength is 200 N / mm 2 or more and 300 N / mm 2 or less, the yield ratio is 60% or less, and the elongation is 50% or more. The low yield point steel can be used.

第１連結部材５１は、制震部材６の一方の側部と一方の竪枠材２（図２参照）とを連結する部材であり、通常の圧延鋼板からなる溝形鋼で構成されている。第１連結部材５１は、ウェブ部５１１と、このウェブ部５１１の一方の側部に立設された第１フランジ部５１２と、他方の側部に立設された第２フランジ部５１３と、を有している。第１フランジ部５１２の制震部材６側の端部５１２ｂは、制震部材６に向って延出している。この第１フランジ部５１２には、制震部材６の第１取付部６２に形成されたボルト孔６２ａ，６２ａに対応する位置に、ボルト孔５１２ａ，５１２ａが形成されている。第１フランジ部５１２は、制震部材６の第１取付部６２と重ね合わされて、ボルトＢとナットＮによって連結される。   The 1st connection member 51 is a member which connects one side part of the damping member 6, and one gutter frame material 2 (refer FIG. 2), and is comprised by the channel steel which consists of a normal rolled steel plate. . The first connecting member 51 includes a web portion 511, a first flange portion 512 erected on one side portion of the web portion 511, and a second flange portion 513 erected on the other side portion. Have. An end portion 512 b of the first flange portion 512 on the vibration damping member 6 side extends toward the vibration damping member 6. Bolt holes 512 a and 512 a are formed in the first flange portion 512 at positions corresponding to the bolt holes 62 a and 62 a formed in the first mounting portion 62 of the vibration damping member 6. The first flange portion 512 is overlapped with the first mounting portion 62 of the vibration control member 6 and is connected by a bolt B and a nut N.

第２連結部材５２は、制震部材６の他方の側部と他方の竪枠材２（図２参照）とを連結する部材であり、通常の圧延鋼板からなる溝形鋼で構成されている。第２連結部材５２は、ウェブ部５２１と、このウェブ部５２１の他方の側部に立設された第１フランジ部５２２と、ウェブ部５２１の一方の側部に立設された第２フランジ部５２３と、を有している。第１フランジ部５２２の制震部材６側の端部５２２ｂは、制震部材６に向って延出している。この第１フランジ部５２２には、制震部材６のボルト孔６３ａ，６３ａに対応する位置に、ボルト孔５２２ａ，５２２ａが形成されている。第１フランジ部５２２は、制震部材６の第２取付部６３と重ね合わされて、ボルトＢとナットＮによって連結される。   The 2nd connection member 52 is a member which connects the other side part of the damping member 6, and the other frame material 2 (refer FIG. 2), and is comprised by the channel steel which consists of a normal rolled steel plate. . The second connecting member 52 includes a web portion 521, a first flange portion 522 erected on the other side portion of the web portion 521, and a second flange portion erected on one side portion of the web portion 521. 523. An end portion 522 b of the first flange portion 522 on the vibration damping member 6 side extends toward the vibration damping member 6. Bolt holes 522 a and 522 a are formed in the first flange portion 522 at positions corresponding to the bolt holes 63 a and 63 a of the vibration damping member 6. The first flange portion 522 is overlapped with the second mounting portion 63 of the vibration control member 6 and is connected by the bolt B and the nut N.

なお、通常の圧延鋼板は、制震部材６を構成する低降伏点鋼よりも降伏点が大きい鋼材であればよく、例えば、降伏点が２３５Ｎ／ｍｍ２以上３５５Ｎ／ｍｍ２以下、引張強さが４００Ｎ／ｍｍ２以上５１０Ｎ／ｍｍ２以下、降伏比が８０％以下、伸びが１７％以上のものを用いることができる。 Incidentally, the conventional rolled steel sheet may be a steel yield point than the low yield steel is greater constituting a vibration control member 6, for example, yield point 235N / mm 2 or more 355N / mm 2 or less, the tensile strength There 400 N / mm 2 or more 510N / mm 2 or less, the yield ratio is 80% or less, elongation can be used for more than 17%.

ここで、第１連結部材５１と第２連結部材５２との間には、図２に示すように、隙間Ｓが設けられている。これにより、ブレース材５ｈにはじめに圧縮方向の軸力が作用したときでも、第１連結部材５１と第２連結部材５２とが衝突することがなく、建物の揺れを吸収することができる。隙間Ｓの間隔は、特に限定されるものではなく、許容変位量などから適宜設定すればよい。   Here, as shown in FIG. 2, a gap S is provided between the first connecting member 51 and the second connecting member 52. Thereby, even when the axial force of a compression direction acts on the brace material 5h first, the 1st connection member 51 and the 2nd connection member 52 do not collide, and can absorb the shaking of a building. The interval of the gap S is not particularly limited, and may be set as appropriate based on the allowable displacement amount.

次に、制震壁構造１の動作について図４を参照して説明する。
図４は、制震部材を有するブレース材を下方から見た状態を示した図であり、（ａ）は通常時、（ｂ）は引張時、（ｃ）は圧縮時、の状態をそれぞれ示している。 Next, the operation of the damping wall structure 1 will be described with reference to FIG.
FIG. 4 is a diagram showing a state in which a brace material having a damping member is viewed from below, where (a) shows a normal state, (b) shows a state during tension, and (c) shows a state during compression. ing.

図４（ａ）に示すように、ブレース材５ｈに軸力が作用していない状態では、制震部材６の変形部６１は、元の形状、すなわち直方体形状を呈している。また、第１連結部材５１と第２連結部材５２との間には、隙間Ｓが存在している。   As shown in FIG. 4A, in a state where no axial force is acting on the brace material 5h, the deformed portion 61 of the vibration control member 6 has an original shape, that is, a rectangular parallelepiped shape. A gap S exists between the first connecting member 51 and the second connecting member 52.

図４（ｂ）に示すように、ブレース材５ｈに引張方向の軸力が作用すると、第１連結部材５１によって制震部材６の第１取付部６２が一方に（図４の右側に）引っ張られるとともに、第２連結部材５２によって制震部材６の第２取付部６３が他方に（図４の左側に）引っ張られる。これにより、制震部材６の変形部６１がせん断変形することとなる。制震部材６は低降伏点鋼で構成されているので、塑性変形によってエネルギーが消費され、建物の揺れが吸収される。   As shown in FIG. 4B, when the axial force in the tensile direction acts on the brace material 5h, the first connecting member 51 pulls the first attachment portion 62 of the vibration control member 6 to one side (to the right side in FIG. 4). At the same time, the second attachment member 63 of the damping member 6 is pulled to the other side (to the left side in FIG. 4) by the second connecting member 52. Thereby, the deformation | transformation part 61 of the damping member 6 will carry out shear deformation. Since the damping member 6 is made of low yield point steel, energy is consumed by plastic deformation, and the shaking of the building is absorbed.

図４（ｃ）に示すように、ブレース材５ｈに圧縮方向の軸力が作用すると、第１連結部材５１によって制震部材６の第１取付部６２が他方に（図４の左側に）押されるとともに、第２連結部材５２によって制震部材６の第２取付部６３が一方に（図４の右側に）押される。このとき、隙間Ｓ（図４（ａ）参照）の存在により、第１連結部材５１と第２連結部材５２とが衝突することなく、互いに近接する方向に移動することができる。これにより、制震部材６の変形部６１がせん断変形することとなる。制震部材６は低降伏点鋼で構成されているので、塑性変形によってエネルギーが消費され、建物の揺れが吸収される。   As shown in FIG. 4C, when the axial force in the compression direction acts on the brace material 5h, the first attachment portion 62 of the vibration control member 6 is pushed to the other side (to the left side in FIG. 4) by the first connecting member 51. At the same time, the second connecting member 52 pushes the second attachment portion 63 of the vibration control member 6 to one side (to the right in FIG. 4). At this time, due to the presence of the gap S (see FIG. 4A), the first connecting member 51 and the second connecting member 52 can move in directions close to each other without colliding. Thereby, the deformation | transformation part 61 of the damping member 6 will carry out shear deformation. Since the damping member 6 is made of low yield point steel, energy is consumed by plastic deformation, and the shaking of the building is absorbed.

以上、説明したように、第１実施形態に係るスチールハウスの制震壁構造１によれば、建物に水平方向の荷重（例えば地震力）が作用したときに、ブレース材５ａ，５ｄ，５ｅ，５ｈに備えられた制震部材６によって、建物の揺れが吸収される。そのため、建物の耐震性能を向上させることができる。
また、第１実施形態に係るスチールハウスの制震壁構造１は、トラスに構成された耐力壁の構造を変更することなく、制震部材６を取り入れているので、トラス構造の耐力壁の特徴、すなわち、建物の変形に対して粘り強く抵抗するという特徴を備えつつ、建物の揺れを吸収できるという優れた効果を奏する。 As described above, according to the damping wall structure 1 of the steel house according to the first embodiment, when a horizontal load (for example, seismic force) is applied to the building, the brace members 5a, 5d, 5e, The vibration of the building is absorbed by the vibration control member 6 provided in 5h. Therefore, the earthquake resistance performance of the building can be improved.
Moreover, since the damping wall structure 1 of the steel house which concerns on 1st Embodiment incorporates the damping member 6 without changing the structure of the bearing wall comprised in the truss, the characteristic of the bearing wall of a truss structure That is, it has an excellent effect that it can absorb the shaking of the building while having the characteristic of persistently resisting the deformation of the building.

つづいて、本発明を実施するための第２実施形態について図面を参照して説明する。参照する図面において同一の要素には同一の符号を付し、重複する説明は省略する。図５は、第２実施形態に係るスチールハウスの制震壁構造を示す正面図である。図６は、第２実施形態に係るスチールハウスの制震壁構造の下部付近を示す部分拡大斜視図である。   Next, a second embodiment for carrying out the present invention will be described with reference to the drawings. In the drawings to be referred to, the same elements are denoted by the same reference numerals, and redundant description is omitted. FIG. 5 is a front view showing a damping wall structure of a steel house according to the second embodiment. FIG. 6 is a partially enlarged perspective view showing the vicinity of the lower part of the damping wall structure of the steel house according to the second embodiment.

図５に示すように、スチールハウスの制震壁構造１０（以下、単に「制震壁構造１０」という場合がある）は、建物の土台や梁等の上に立設される壁下地であり、一対の竪枠材１２，１２と、この一対の竪枠材１２，１２の上端部同士を連結する上枠材１３と、一対の竪枠材１２，１２の下端部同士を連結する下枠材１４と、上枠材１３と下枠材１４とを連結する上下枠連結部材１５と、によって構成されている。そして、上下枠連結部材１５は、その中間部に低降伏点鋼からなる制震部材１６を有している。   As shown in FIG. 5, the damping wall structure 10 of the steel house (hereinafter sometimes simply referred to as “damping wall structure 10”) is a wall foundation standing on the foundation or beam of the building. The pair of frame frames 12, 12; the upper frame material 13 that connects the upper ends of the pair of frame frames 12, 12; and the lower frame that connects the lower ends of the pair of frame frames 12, 12. It is comprised by the material 14, and the up-and-down frame connection member 15 which connects the upper frame material 13 and the lower frame material 14. As shown in FIG. And the up-and-down frame connection member 15 has the damping member 16 which consists of low yield point steel in the intermediate part.

図６に示すように、竪枠材１２は、例えば、ウェブ背面同士を溶接接合した２本の溝形鋼１２１，１２１から構成されており、溝形鋼１２１，１２１の溝の開口部を面外方向に向けて下枠材１４に取り付けられている。竪枠材１２の下端部には、下枠材１４とピン接合するためのピン接合片１２２，１２２が、互いに間隔を隔てて溶接固定されている。各ピン接合片１２２には、ピンとなるボルトＢを挿通するための軸孔１２２ａが形成されている。なお、竪枠材１２の上端部の構造は、下端部の構造と同様であるため、詳細な説明は省略する。   As shown in FIG. 6, the eaves frame member 12 is composed of, for example, two channel steels 121 and 121 in which the web back surfaces are welded to each other, and the groove openings of the channel steels 121 and 121 face the surface. It is attached to the lower frame member 14 outward. Pin joining pieces 122 and 122 for pin joining to the lower frame member 14 are welded and fixed to the lower end portion of the frame member 12 with a space therebetween. Each pin joining piece 122 is formed with a shaft hole 122a for inserting a bolt B serving as a pin. In addition, since the structure of the upper end part of the collar frame material 12 is the same as the structure of a lower end part, detailed description is abbreviate | omitted.

図５、図６に示すように、上枠材１３及び下枠材１４は、例えばＨ形鋼からなり、一対の竪枠材１２，１２の上端部及び下端部にそれぞれピン接合されている。なお、上枠材１３及び下枠材１４は、枠組壁工法の壁下地の枠体の一部であってもよいし、建物の土台又は梁であってもよい。   As shown in FIGS. 5 and 6, the upper frame member 13 and the lower frame member 14 are made of, for example, H-shaped steel, and are pin-connected to the upper end portion and the lower end portion of the pair of saddle frame members 12 and 12, respectively. Note that the upper frame member 13 and the lower frame member 14 may be a part of the frame body of the wall base of the frame wall construction method, or may be a base or a beam of a building.

図６に示すように、下枠材１４の上面には、一対の竪枠材１２，１２が接合される位置に対応して、ピン接合片１４１，１４１が溶接固定されている。ピン接合片１４１，１４１には、ピンとなるボルトＢを挿通するための軸孔１４１ａが形成されている。このピン接合片１４１が、竪枠材１２の下端部に設けられた２つのピン接合片１２２，１２２の間に配置されて、ボルトＢ及びナットＮによって係止されることで、ピン支承Ｐ（図５参照）が構成されることになる。また、下枠材１４には、一対の竪枠材１２，１２が接合される位置に対応して、上フランジと下フランジとの間に補強のためのリブ１４２，１４２，…が設けられている。
なお、上枠材１３は、下枠材１４と上下対称であること以外は同様の構成であるため、詳細な説明は省略する。 As shown in FIG. 6, pin joint pieces 141 and 141 are welded and fixed to the upper surface of the lower frame member 14 so as to correspond to positions where the pair of collar frame members 12 and 12 are joined. The pin joining pieces 141 and 141 are formed with shaft holes 141a for inserting the bolts B serving as pins. The pin joint piece 141 is disposed between the two pin joint pieces 122 and 122 provided at the lower end portion of the frame member 12 and is locked by the bolt B and the nut N, so that the pin support P ( (See FIG. 5). Further, the lower frame member 14 is provided with ribs 142, 142,... For reinforcement between the upper flange and the lower flange, corresponding to the positions where the pair of frame members 12, 12 are joined. Yes.
The upper frame member 13 has the same configuration except that it is vertically symmetric with the lower frame member 14, and a detailed description thereof will be omitted.

図５に示すように、上下枠連結部材１５は、上枠材１３と下枠材１４との間に架設されて建物の揺れを吸収するものであり、上部連結部材１５１と、下部連結部材１５２と、制震部材１６と、から構成されている。   As shown in FIG. 5, the upper and lower frame connecting members 15 are constructed between the upper frame member 13 and the lower frame member 14 to absorb the shaking of the building, and include an upper connecting member 151 and a lower connecting member 152. And the vibration control member 16.

図６に示すように、下部連結部材１５２は、通常の圧延鋼板からなる板状部材であり、正面視略台形状を呈している。下部連結部材１５２は、平板部１５２ａと、上端部に沿って設けられた上リブ１５２ｂと、下端部に沿って設けられた下リブ１５２ｃと、その中間に略等間隔で水平に設けられた３つの中間リブ１５２ｄ，１５２ｄ，１５２ｄと、両側部に沿って設けられた側部リブ１５２ｅ，１５２ｅと、を備えている。下部連結部材１５２は、例えば下枠材１４に下リブ１５２ｃを介してボルト接合されている（図８参照）。また、下部連結部材１５２は、平板部１５２ａの面内方向が一対の竪枠材１２，１２と上枠材１３と下枠材１４とで構成される枠体の面内方向と平行に配置されている。このように配置すれば、下部連結部材１５２が変形し難くなり、制震部材６に変形を集中させることができる。上リブ１５２ｂには、ボルトを挿通させるためのボルト孔１５２ｆが貫通形成されており、制震部材６とボルト接合できるようになっている。
なお、上部連結部材１５１は、下部連結部材１５２と上下対称であること以外は同様の構造であるので、詳細な説明は省略する。 As shown in FIG. 6, the lower connecting member 152 is a plate-like member made of a normal rolled steel plate, and has a substantially trapezoidal shape when viewed from the front. The lower connecting member 152 includes a flat plate portion 152a, an upper rib 152b provided along the upper end portion, a lower rib 152c provided along the lower end portion, and 3 provided horizontally at substantially equal intervals therebetween. There are two intermediate ribs 152d, 152d, 152d, and side ribs 152e, 152e provided along both sides. The lower connecting member 152 is, for example, bolted to the lower frame member 14 via a lower rib 152c (see FIG. 8). In addition, the lower connecting member 152 is disposed in parallel with the in-plane direction of the frame formed by the pair of eaves frame members 12, 12, the upper frame member 13, and the lower frame member 14 in the in-plane direction of the flat plate portion 152 a. ing. If it arrange | positions in this way, it will become difficult to deform | transform the lower connection member 152, and a deformation | transformation can be concentrated on the damping member 6. FIG. A bolt hole 152f for inserting a bolt is formed through the upper rib 152b so that the bolt can be joined to the vibration damping member 6.
Since the upper connecting member 151 has the same structure as that of the lower connecting member 152 except that it is vertically symmetrical, detailed description thereof is omitted.

図７は、制震部材の斜視図である。
図７に示すように、制震部材１６は、低降伏点鋼からなる板材を加工して形成された部材である。制震部材１６は、塑性変形して揺れを吸収する変形部１６１と、変形部１６１の上端部から変形部１６１と直交する方向に延出する上リブ１６２と、変形部１６１の下端部から変形部１６１と直交する方向に延出する下リブ１６３と、変形部１６１の両側部から変形部１６１と直交する方向に延出する横リブ１６４，１６４と、から構成されている。これら上リブ１６２、下リブ１６３、及び、横リブ１６４，１６４によって、変形部１６１の面外方向への変形が防止されている。上リブ１６２及び下リブ１６３には、ボルトＢを挿通させるためのボルト孔１６２ａ，１６３ａがそれぞれ形成されている。 FIG. 7 is a perspective view of the vibration control member.
As shown in FIG. 7, the damping member 16 is a member formed by processing a plate material made of low yield point steel. The damping member 16 is deformed from a deformed portion 161 that plastically deforms and absorbs vibration, an upper rib 162 that extends from the upper end portion of the deformed portion 161 in a direction orthogonal to the deformed portion 161, and a lower end portion of the deformed portion 161. The lower rib 163 extends in a direction orthogonal to the portion 161, and the lateral ribs 164 and 164 extend from both sides of the deformable portion 161 in the direction orthogonal to the deformable portion 161. The upper rib 162, the lower rib 163, and the lateral ribs 164, 164 prevent the deformation portion 161 from being deformed in the out-of-plane direction. Bolt holes 162a and 163a for inserting the bolts B are formed in the upper rib 162 and the lower rib 163, respectively.

図８は、第２実施形態に係るスチールハウスの制震壁構造の部分断面図である。
図８に示すように、制震部材１６は、上リブ１６２と下リブ１６３とを介して上部連結部材１５１及び下部連結部材１５２にボルトＢ及びナットＮによって連結されている。また、制震部材１６の変形部１６１は、上部連結部材１５１の平板部１５１ａと下部連結部材１５２の平板部１５２ａと、同一平面に配置されている。これにより、制震壁構造１が変形したときに、上下枠連結部材１５がねじれ難くなり、制震部材６を十分にせん断変形させることができる。 FIG. 8 is a partial cross-sectional view of the damping wall structure of the steel house according to the second embodiment.
As shown in FIG. 8, the vibration control member 16 is connected to the upper connecting member 151 and the lower connecting member 152 by bolts B and nuts N via an upper rib 162 and a lower rib 163. Further, the deforming portion 161 of the vibration control member 16 is arranged on the same plane as the flat plate portion 151 a of the upper connecting member 151 and the flat plate portion 152 a of the lower connecting member 152. Thereby, when the damping wall structure 1 is deformed, the upper and lower frame connecting members 15 are hardly twisted, and the damping member 6 can be sufficiently shear-deformed.

次に、スチールハウスの制震壁構造１０の動作について図９を参照して説明する。
図９は、第２実施形態に係るスチールハウスの制震壁構造の正面図であり、（ａ）は通常時、（ｂ）は変形時の状態をそれぞれ示している。 Next, operation | movement of the damping wall structure 10 of a steel house is demonstrated with reference to FIG.
FIG. 9 is a front view of the damping wall structure of the steel house according to the second embodiment, where (a) shows a normal state and (b) shows a state at the time of deformation.

図９（ａ）に示すように、制震壁構造１０に水平荷重が作用していない状態では、一対の竪枠材１２，１２と上枠材１３と下枠材１４とからなる枠体は、長方形形状を維持している。このとき、制震部材１６は変形していない。   As shown in FIG. 9A, in the state where no horizontal load is applied to the damping wall structure 10, the frame body composed of a pair of eaves frame members 12, 12, an upper frame member 13 and a lower frame member 14 is Maintain a rectangular shape. At this time, the vibration control member 16 is not deformed.

図９（ｂ）に示すように、制震壁構造１０に左向きの水平荷重が作用した場合、竪枠材１２，１２は、上枠材１３及び下枠材１４とピン接合されていることから、竪枠材１２，１２が左向きに傾斜して平行四辺形状になり、上枠材１３と下枠材１４とが水平方向に相対変位する。制震部材１６の上端部は上部連結部材１５１を介して上枠材１３に連結されており、制震部材１６の下端部は下部連結部材１５２を介して下枠材１４に連結されているため、上枠材１３と下枠材１４の相対変位に伴って制震部材１６にせん断変形が生じる。そして、制震部材１６は低降伏点鋼で構成されているため、このせん断変形は塑性変形となり、建物の揺れが吸収される。このとき、上部連結部材１５１と下部連結部材１５２は、面内方向の剛性が大きく変形量が小さいため、制震部材１６のせん断変形角及びせん断変形量が大きくなり、制震性能が向上する。   As shown in FIG. 9 (b), when a leftward horizontal load is applied to the damping wall structure 10, the eaves frame members 12 and 12 are pin-connected to the upper frame member 13 and the lower frame member 14. The frame members 12, 12 are inclined leftward to form a parallelogram, and the upper frame member 13 and the lower frame member 14 are relatively displaced in the horizontal direction. The upper end portion of the damping member 16 is connected to the upper frame member 13 via the upper connecting member 151, and the lower end portion of the damping member 16 is connected to the lower frame member 14 via the lower connecting member 152. As the upper frame member 13 and the lower frame member 14 are relatively displaced, the vibration damping member 16 undergoes shear deformation. And since the damping member 16 is comprised with the low yield point steel, this shear deformation turns into plastic deformation, and the vibration of a building is absorbed. At this time, since the upper connecting member 151 and the lower connecting member 152 have a large in-plane rigidity and a small deformation amount, the shear deformation angle and the shear deformation amount of the vibration control member 16 are increased, and the vibration control performance is improved.

以上、説明したように、第２実施形態に係るスチールハウスの制震壁構造１０によれば、建物に水平方向の荷重（例えば地震力）が作用したときに、上下枠連結部材１５に備えられた制震部材１６によって、建物の揺れが吸収される。そのため、建物の耐震性能を向上させることができる。   As described above, according to the damping wall structure 10 for a steel house according to the second embodiment, when a horizontal load (for example, seismic force) is applied to the building, the upper and lower frame connecting member 15 is provided. The vibration control member 16 absorbs the shaking of the building. Therefore, the earthquake resistance performance of the building can be improved.

ここまで、本発明を実施するための最良の形態について詳細に説明したが、本発明は、かかる実施形態に限定されるものではなく、本発明の趣旨を逸脱しない範囲で適宜設計変更が可能である。   So far, the best mode for carrying out the present invention has been described in detail. However, the present invention is not limited to such an embodiment, and the design can be changed as appropriate without departing from the spirit of the present invention. is there.

例えば、第２実施形態の制震部材１６は、図７に示すように、板状の低降伏点鋼の上下端部を同じ方向に折り曲げ加工して断面視略コ字形状に形成したが、これに限定されるものではなく、上下端部を逆方向に折り曲げて断面視略Ｚ字形状に形成してもよい。   For example, as shown in FIG. 7, the vibration damping member 16 of the second embodiment is formed in a substantially U-shaped cross-sectional view by bending the upper and lower ends of the plate-like low yield point steel in the same direction. However, the present invention is not limited to this, and the upper and lower end portions may be bent in the opposite direction to form a substantially Z shape in cross section.

第１実施形態にかかるスチールハウスの制震壁構造を示す正面図である。It is a front view which shows the damping wall structure of the steel house concerning 1st Embodiment. 第１実施形態にかかるスチールハウスの制震壁構造の下部付近の拡大斜視図である。It is an expansion perspective view of the lower part vicinity of the damping wall structure of the steel house concerning 1st Embodiment. 制震部材を有するブレース材の分解斜視図である。It is a disassembled perspective view of the brace material which has a damping member. 制震部材を有するブレース材を下方から見た状態を示した図であり、（ａ）は通常時、（ｂ）は引張時、（ｃ）は圧縮時、の状態を示している。It is the figure which showed the state which looked at the brace material which has a damping member from the downward direction, (a) has shown the state at the time of normal, (b) at the time of tension, (c) at the time of compression. 第２実施形態に係るスチールハウスの制震壁構造を示す正面図である。It is a front view which shows the damping wall structure of the steel house which concerns on 2nd Embodiment. 第２実施形態に係るスチールハウスの制震壁構造の下部付近を示す部分拡大斜視図である。It is a partial expansion perspective view which shows the lower part vicinity of the damping wall structure of the steel house which concerns on 2nd Embodiment. 制震部材の斜視図である。It is a perspective view of a damping member. 第２実施形態に係るスチールハウスの制震壁構造の部分断面図である。It is a fragmentary sectional view of the damping wall structure of the steel house which concerns on 2nd Embodiment. 第２実施形態に係るスチールハウスの制震壁構造の正面図であり、（ａ）は通常時、（ｂ）は変形時の状態をそれぞれ示している。It is a front view of the damping wall structure of the steel house which concerns on 2nd Embodiment, (a) is normal time, (b) has each shown the state at the time of a deformation | transformation.

符号の説明Explanation of symbols

１ スチールハウスの制震壁構造
２ 竪枠材
３ 上枠材
４ 下枠材
５ ブレース材
６ 制震部材 1 Steel house vibration control wall structure 2 Frame material 3 Upper frame material 4 Lower frame material 5 Brace material 6 Damping material

Claims (10)

互いに間隔を隔てて立設された一対の竪枠材と、前記一対の竪枠材の向かい合う側面間に連結された複数のブレース材と、によってトラス構造に構成されたスチールハウスの制震壁構造であって、
前記複数のブレース材のうちの少なくとも一つは、低降伏点鋼からなる制震部材を有することを特徴とするスチールハウスの制震壁構造。 Damping wall structure of steel house constructed in truss structure by a pair of eaves frame members standing upright apart from each other and a plurality of brace members connected between opposite side surfaces of the pair of eaves frame members Because
At least one of the plurality of brace members has a vibration control member made of low yield point steel. 前記複数のブレース材の両端部は、前記一対の竪枠材にピン接合されていることを特徴とする請求項１に記載のスチールハウスの制震壁構造。   2. The steel house damping wall structure according to claim 1, wherein both end portions of the plurality of brace members are pin-joined to the pair of frame members. 前記複数のブレース材のうちの少なくとも一つは、前記制震部材と、前記制震部材の一方の側部と一方の前記竪枠材とを連結する第1連結部材と、前記制震部材の他方の側部と他方の前記竪枠材とを連結する第２連結部材と、からなることを特徴とする請求項１又は請求項２に記載のスチールハウスの制震壁構造。   At least one of the plurality of brace members includes the vibration control member, a first connecting member that connects one side portion of the vibration control member and the one frame member, and the vibration control member. The damping wall structure for a steel house according to claim 1 or 2, comprising: a second connecting member that connects the other side portion and the other frame member. 前記第1連結部材の制震部材側の端部と前記第２連結部材の制震部材側の端部とは、互いに離間していることを特徴とする請求項３に記載のスチールハウスの制震壁構造。   4. The steel house control according to claim 3, wherein an end of the first connecting member on a vibration control member side and an end of the second connecting member on a vibration control member side are spaced apart from each other. Seismic wall structure. 前記第１連結部材及び前記第２連結部材は、溝部を有する溝形鋼又はＣ形鋼からなり、
前記制震部材は、前記第１連結部材及び前記第２連結部材の溝部に跨って嵌合されていることを特徴とする請求項３又は請求項４に記載のスチールハウスの制震壁構造。 The first connecting member and the second connecting member are made of grooved steel or C-shaped steel having a groove,
The said damping member is fitted over the groove part of the said 1st connection member and the said 2nd connection member, The damping wall structure of the steel house of Claim 3 or Claim 4 characterized by the above-mentioned. 前記制震部材は両側に一対のフランジを備える溝形鋼又はＣ形鋼からなることを特徴とする請求項５に記載のスチールハウスの制震壁構造。   The said damping member consists of channel steel or C-shaped steel provided with a pair of flange on both sides, The damping wall structure of the steel house of Claim 5 characterized by the above-mentioned. 互いに間隔を隔てて立設された一対の竪枠材と、
前記一対の竪枠材の上端同士を連結する上枠材と、
前記一対の竪枠材の下端同士を連結する下枠材と、
前記上枠材の下面と前記下枠材の上面とに連結された上下枠連結材と、を備えるスチールハウスの制震壁構造であって、
前記一対の竪枠材の上端は、前記上枠材にピン接合されているとともに、前記一対の竪枠材の下端は、前記下枠材にピン接合されており、
前記上下枠連結部材は、低降伏点鋼からなる制震部材を有することを特徴とするスチールハウスの制震壁構造。 A pair of eaves frame members erected at an interval from each other;
An upper frame member that connects upper ends of the pair of frame members;
A lower frame member that connects lower ends of the pair of frame members;
An upper and lower frame connecting material connected to the lower surface of the upper frame material and the upper surface of the lower frame material, a steel house damping wall structure comprising:
The upper ends of the pair of collar frame materials are pin-joined to the upper frame material, and the lower ends of the pair of collar frame materials are pin-joined to the lower frame material,
The upper and lower frame connecting member has a vibration control member made of low yield point steel. 前記上下枠連結部材は、前記制震部材と、前記制震部材の上端側と前記上枠材とを連結する上部連結部材と、前記制震部材の下端側と前記下枠材とを連結する下部連結部材と、からなることを特徴とする請求項７に記載のスチールハウスの制震壁構造。   The upper and lower frame connecting members connect the damping member, an upper connecting member that connects the upper end side of the damping member and the upper frame member, and a lower end side of the damping member and the lower frame member. The steel house damping wall structure according to claim 7, comprising a lower connecting member. 前記上部連結部材、前記下部連結部材及び前記制震部材は、それぞれ、リブを備える板状部材からなることを特徴とする請求項８に記載のスチールハウスの制震壁構造。   The said upper connection member, the said lower connection member, and the said damping member consist of a plate-shaped member provided with a rib, respectively, The damping wall structure of the steel house of Claim 8 characterized by the above-mentioned. 前記制震部材は、前記板状部材の上端側と下端側とを折り曲げて前記リブを形成してなることを特徴とする請求項９に記載のスチールハウスの制震壁構造。   10. The steel house damping wall structure according to claim 9, wherein the damping member is formed by bending the upper end side and the lower end side of the plate-like member to form the rib.
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