JP2006283375A

JP2006283375A - Seismic-response controlled structure of lightweight steel-framed house

Info

Publication number: JP2006283375A
Application number: JP2005104276A
Authority: JP
Inventors: Tomokazu Takada; 友和高田; Takashi Uchiyama; 高内山; Isao Natsubori; 功夏堀; Mamoru Sato; 守佐藤; Shigekazu Yokoyama; 重和横山; Hiroomi Tanaka; 弘臣田中; Seiji Tanigawa; 清次谷川
Original assignee: Sumitomo Riko Co Ltd; Sekisui House Ltd
Current assignee: Sumitomo Riko Co Ltd; Sekisui House Ltd
Priority date: 2005-03-31
Filing date: 2005-03-31
Publication date: 2006-10-19
Anticipated expiration: 2025-03-31
Also published as: JP4456515B2

Abstract

PROBLEM TO BE SOLVED: To provide a seismic-response controlled structure which can reduce the deformation of a building by efficiently converting vibrational energy, generated by earthquakes, into thermal energy. SOLUTION: In an area R1 on the upside of a middle rail 4 of a framework frame 1, first and second viscoelastic dampers 5a and 5b are each mounted in an inclined manner. In an area R2 on the downside of the middle rail 4, third and fourth viscoelastic dampers 5c and 5d are each mounted in an inclined manner. Additionally, in the framework frame 1, the mounting rigidity of each mounting part of the first-fourth viscoelastic dampers 5a-5d, the storage rigidity of each of the first-fourth viscoelastic dampers 5a-5d, and the loss coefficient of each of the first-fourth viscoelastic dampers 5a-5d are adjusted to satisfy predetermined conditions, when a story deformation angle is 1/200 rad in horizontal deformation. COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、地震により発生する振動の減衰を図るために軽量鉄骨住宅に採用される制震構造に関するものである。 The present invention relates to a vibration control structure employed in a lightweight steel house in order to attenuate vibrations generated by an earthquake.

軽量鉄骨住宅の制震構造として、柱材と横架材とから構成される枠組フレームを上下の梁の間に付設し、その枠組フレームの内外に粘弾性ダンパーやオイルダンパー等の制震装置を設けることにより、地震によるエネルギーを粘性減衰エネルギーとして吸収して制震効果を得るものが知られている。具体的には、枠組フレームと梁との間に粘弾性ダンパーを設置した制震構造（特許文献１）や、枠組フレームを上下に分けて構成し、それらの２つの枠組フレームの間に粘弾性ダンパーを設置した制震構造（特許文献２）、枠組フレームの内部を上下に二分割するように補強材を水平に架設し、その補強材の上下において、二つのオイルダンパーを互い違いの傾斜状に設置したＫブレース型の制震構造（特許文献３）が知られている。 As a light-damping structure for lightweight steel houses, a frame consisting of pillars and horizontal members is attached between the upper and lower beams, and viscoelastic dampers and oil dampers are installed on the inside and outside of the frame. It is known that a seismic effect can be obtained by providing energy by absorbing earthquake energy as viscous damping energy. Specifically, a seismic control structure in which a viscoelastic damper is installed between the frame and the beam (Patent Document 1), or the frame is divided into upper and lower frames, and viscoelasticity is formed between these two frame frames. Damping structure with dampers (Patent Document 2), reinforcing material is installed horizontally so that the inside of the frame is divided into two parts vertically, and the two oil dampers are staggered at the top and bottom of the reinforcing material. An installed K-brace type damping structure (Patent Document 3) is known.

特開２００１−９０３８１号公報JP 2001-90381 A 特開２００１−９０３７９号公報JP 2001-90379 A 特開２００４−２１８２０７号公報JP 2004-218207 A

しかしながら、上記従来の制震構造における枠組フレームでは、粘弾性ダンパーを除いた枠組フレームの取付剛性（枠組フレーム全体の取付剛性）と粘弾性ダンパーの貯蔵剛性（硬さ）とのバランスが悪いと、粘弾性ダンパーが変位する前に枠組フレーム自体や粘弾性ダンパーの取り付け部分が変形してしまい、十分な減衰性能が得られない、という事態が発生する。 However, in the frame frame in the conventional vibration control structure, if the balance between the frame frame mounting rigidity excluding the viscoelastic damper (the entire frame frame mounting rigidity) and the viscoelastic damper storage rigidity (hardness) is poor, Before the viscoelastic damper is displaced, the frame itself and the attachment portion of the viscoelastic damper are deformed, and a situation in which sufficient damping performance cannot be obtained occurs.

本発明の目的は、上記従来の軽量鉄骨住宅の制震構造が有する問題点を解消し、粘弾性ダンパーが十分な減衰特性を発揮し、地震による振動エネルギーを効率的に熱エネルギーに変換し、建物の変形を軽減することが可能な軽量鉄骨住宅の制震構造を提供することにある。 The object of the present invention is to eliminate the problems of the conventional light-damped steel housing vibration control structure, the viscoelastic damper exhibits sufficient damping characteristics, and efficiently converts vibration energy from the earthquake into thermal energy, The object of the present invention is to provide a damping structure for a light-weight steel house that can reduce the deformation of the building.

かかる本発明の内、請求項１に記載された発明の構成は、左右の柱材と上下の横架材とから構成される枠組フレームに粘弾性ダンパーを設置してなる軽量鉄骨住宅の制震構造であって、前記枠組フレームの内部が中桟によって上下に二分割されており、その中桟の上側においては、片側の柱材と上側の横架材との仕口と、中桟の中央とを結ぶように第一粘弾性ダンパーが傾斜状に設置されているとともに、反対側の柱材と上側の横架材との仕口と、中桟の中央とを結ぶように第二粘弾性ダンパーが傾斜状に設置されており、前記中桟の下側においては、片側の柱材と下側の横架材との仕口と、中桟の中央とを結ぶように第三粘弾性ダンパーが傾斜状に設置されているとともに、反対側の柱材と下側の横架材との仕口と、中桟の中央とを結ぶように第四粘弾性ダンパーが傾斜状に設置されており、層間変形角が１／２００ｒａｄである場合に、下の（１）〜（３）を満たすことにある。
（１）Ｋｂｓ１，Ｋｂｓ２，Ｋｂｓ３，Ｋｂｓ４がいずれも２０ｋＮ／ｃｍ以上１００ｋＮ／ｃｍ以下である
（２）Ｋｂｓ１／Ｋ’ｄｓ１，Ｋｂｓ２／Ｋ’ｄｓ２，Ｋｂｓ３／Ｋ’ｄｓ３，Ｋｂｓ４／Ｋ’ｄｓ４がいずれも１．５以上１０以下である
（３）ｔａｎδ１，ｔａｎδ２，ｔａｎδ３，ｔａｎδ４がいずれも０．６以上である
（但し、Ｋｂｓ１，Ｋｂｓ２，Ｋｂｓ３，Ｋｂｓ４は、それぞれ、第一粘弾性ダンパー〜第四粘弾性ダンパーの各取付部分の取付剛性であり、Ｋ’ｄｓ１，Ｋ’ｄｓ２，Ｋ’ｄｓ３，Ｋ’ｄｓ４は、それぞれ、第一粘弾性ダンパー〜第四粘弾性ダンパーの各貯蔵剛性であり、ｔａｎδ１，ｔａｎδ２，ｔａｎδ３，ｔａｎδ４は、それぞれ、第一粘弾性ダンパー〜第四粘弾性ダンパーの各損失係数である） Among the present inventions, the structure of the invention described in claim 1 is a vibration control of a lightweight steel frame housing in which a viscoelastic damper is installed on a frame frame composed of left and right column members and upper and lower horizontal members. It is a structure, and the inside of the framework frame is vertically divided into two by a middle rail, and on the upper side of the middle rail, there is a joint between a column material on one side and a horizontal member on the upper side, and the center of the middle rail The first viscoelastic damper is installed in a slanted manner so that the second viscoelasticity is connected so that the joint between the opposite column member and the upper horizontal member is connected to the center of the middle rail. A damper is installed in an inclined shape, and on the lower side of the middle rail, a third viscoelastic damper is formed so as to connect the joint between the column member on one side and the horizontal member on the lower side and the center of the middle rail. Is installed in a slanted shape, and connects the joint between the opposite pillar material and the lower horizontal member to the center of the middle rail. Fourth viscoelastic damper is installed to the inclined shape, when story drift is 1/200 rad, is to satisfy (1) to (3) below.
(1) Kbs1, Kbs2, Kbs3, and Kbs4 are all 20 kN / cm or more and 100 kN / cm or less (2) Kbs1 / K′ds1, Kbs2 / K′ds2, Kbs3 / K′ds3, Kbs4 / K′ds4 All are 1.5 or more and 10 or less. (3) tan δ1, tan δ2, tan δ3, tan δ4 are all 0.6 or more (However, Kbs1, Kbs2, Kbs3, Kbs4 are respectively the first viscoelastic damper to the second. It is the attachment rigidity of each attachment part of a four viscoelastic damper, and K'ds1, K'ds2, K'ds3, K'ds4 is each storage rigidity of a 1st viscoelastic damper-a 4th viscoelastic damper, respectively. , Tan δ1, tan δ2, tan δ3, and tan δ4 are the loss coefficients of the first viscoelastic damper to the fourth viscoelastic damper, respectively)

本発明の如く、内部が上下二つの領域に分割されて上側の領域に第一粘弾性ダンパー、第二粘弾性ダンパーが取り付けられ、下側の領域に第三粘弾性ダンパー、第四粘弾性ダンパーが取り付けられた枠組フレームにおいては、水平方向のみを考慮すると、枠組フレーム全体の特性を、図１の如き２直列２並列換算バネとしてモデル化することができる。なお、図１において、Ｍ１のバネは、枠組フレームの第一粘弾性ダンパーの取付部分を弾性要素として示したものであり、Ｍ２のバネおよびダッシュポットは、第一粘弾性ダンパーを粘弾性要素として示したものであり、Ｍ３のバネは、枠組フレームの第二粘弾性ダンパーの取付部分を弾性要素として示したものであり、Ｍ４のバネおよびダッシュポットは、第二粘弾性ダンパーを粘弾性要素として示したものであり、Ｍ５のバネは、枠組フレームの第三粘弾性ダンパーの取付部分を弾性要素として示したものであり、Ｍ６のバネおよびダッシュポットは、第三粘弾性ダンパーを粘弾性要素として示したものであり、Ｍ７のバネは、枠組フレームの第四粘弾性ダンパーの取付部分を弾性要素として示したものであり、Ｍ８のバネおよびダッシュポットは、第四粘弾性ダンパーを粘弾性要素として示したものである。 As in the present invention, the interior is divided into two upper and lower regions, and the first viscoelastic damper and the second viscoelastic damper are attached to the upper region, and the third viscoelastic damper and the fourth viscoelastic damper are attached to the lower region. In the frame with the frame attached, the characteristics of the entire frame can be modeled as a two-series, two-parallel conversion spring as shown in FIG. 1, considering only the horizontal direction. In FIG. 1, the spring of M1 shows the attachment part of the first viscoelastic damper of the frame frame as an elastic element, and the spring and dashpot of M2 have the first viscoelastic damper as a viscoelastic element. The spring of M3 shows the attachment part of the 2nd viscoelastic damper of a frame frame as an elastic element, and the spring and dashpot of M4 use the 2nd viscoelastic damper as a viscoelastic element. The spring of M5 shows the attachment part of the 3rd viscoelastic damper of a frame frame as an elastic element, and the spring and dashpot of M6 use the 3rd viscoelastic damper as a viscoelastic element. The spring of M7 shows the attachment part of the fourth viscoelastic damper of the frame as an elastic element, and the spring of M8 and the dash Pot shows a fourth Viscoelastic Damper as viscoelastic element.

したがって、枠組フレームに粘弾性ダンパーの代わりに剛体（きわめて剛性の高い鋼材等）を取り付けて測定した場合の取付強度を、枠組フレーム全体の取付剛性Ｋｂｓ（ｓは水平成分を示す）の近似値とすることができ、その取付剛性Ｋｂｓから下式２〜４を利用して、第一粘弾性ダンパーの取付部分の取付剛性Ｋｂｓ１、第二粘弾性ダンパーの取付部分の取付剛性Ｋｂｓ２、第三粘弾性ダンパーの取付部分の取付剛性Ｋｂｓ３、第四粘弾性ダンパーの取付部分の取付剛性Ｋｂｓ４を求めることができる。
１／２Ｋｂｓ＝１／Ｋｂｓ１＋１／Ｋｂｓ２・・２
１／２Ｋｂｓ＝１／Ｋｂｓ３＋１／Ｋｂｓ４・・３
Ｋｂｓ１＝Ｋｂｓ２＝Ｋｂｓ３＝Ｋｂｓ４・・４ Therefore, the attachment strength when measured by attaching a rigid body (such as an extremely rigid steel material) to the frame frame instead of the viscoelastic damper is the approximate value of the frame frame attachment rigidity Kbs (s indicates the horizontal component). From the mounting rigidity Kbs, using the following equations 2 to 4, the mounting rigidity Kbs1 of the mounting portion of the first viscoelastic damper, the mounting rigidity Kbs2 of the mounting portion of the second viscoelastic damper, and the third viscoelasticity The attachment rigidity Kbs3 of the attachment part of the damper and the attachment rigidity Kbs4 of the attachment part of the fourth viscoelastic damper can be obtained.
1/2 Kbs = 1 / Kbs1 + 1 / Kbs2 ..2
1/2 Kbs = 1 / Kbs3 + 1 / Kbs4 ..3
Kbs1 = Kbs2 = Kbs3 = Kbs4 ..4

本発明の制震構造においては、層間変形量が１／２００ｒａｄ以上である場合に、上記の如く枠組フレームに剛体を取り付けて求められる取付剛性Ｋｂｓ１、取付剛性Ｋｂｓ２取付剛性Ｋｂｓ３、取付剛性Ｋｂｓ４が、いずれも、２０ｋＮ／ｃｍ以上１００ｋＮ／ｃｍ以下となるように調整されることが必要である。なお、層間変形角とは、各層の層間変位をその階の高さで除した値のことである。Ｋｂｓ１〜Ｋｂｓ４が、２０ｋＮ／ｃｍ未満となると、地震によって振動した場合に、枠組フレーム自体が変形してしまい、第一粘弾性ダンパー〜第四粘弾性ダンパーが十分な減衰特性を発揮できなくなる。なお、Ｋｂｓ１〜Ｋｂｓ４を増加させる方法としては、柱材や横架材の断面剛性を高める方法等を挙げることができる、反対に、Ｋｂｓ１〜Ｋｂｓ４が１００ｋＮ／ｃｍを上回るような設計では、枠組フレームを構成する鋼材の重量が大きくなりすぎて、軽量鉄骨住宅の施工に適用することが難しくなる。 In the vibration control structure of the present invention, when the amount of inter-layer deformation is 1/200 rad or more, the mounting rigidity Kbs1, the mounting rigidity Kbs2, the mounting rigidity Kbs3, and the mounting rigidity Kbs4 that are obtained by mounting a rigid body on the frame frame as described above are as follows: In any case, it is necessary to adjust so as to be 20 kN / cm or more and 100 kN / cm or less. The interlayer deformation angle is a value obtained by dividing the interlayer displacement of each layer by the height of the floor. When Kbs1 to Kbs4 are less than 20 kN / cm, when the frame is vibrated by an earthquake, the frame frame itself is deformed, and the first to fourth viscoelastic dampers cannot exhibit sufficient damping characteristics. In addition, as a method of increasing Kbs1 to Kbs4, a method of increasing the cross-sectional rigidity of the column member or the horizontal member can be exemplified. On the contrary, in a design in which Kbs1 to Kbs4 exceeds 100 kN / cm, a frame frame is used. It becomes difficult to apply the construction of a lightweight steel house because the weight of the steel material constituting the steel becomes too large.

また、本発明の制震構造においては、上記の如く求められる取付剛性Ｋｂｓ１と第一粘弾性ダンパーの貯蔵剛性Ｋ’ｄｓ１との比の値、上記の如く求められる取付剛性Ｋｂｓ２と第二粘弾性ダンパーの貯蔵剛性Ｋ’ｄｓ２との比の値、上記の如く求められる取付剛性Ｋｂｓ３と第三粘弾性ダンパーの貯蔵剛性Ｋ’ｄｓ３との比の値、および、上記の如く求められる取付剛性Ｋｂｓ４と第四粘弾性ダンパーの貯蔵剛性Ｋ’ｄｓ４との比の値が、いずれも、１．５以上１０以下であることが必要である。Ｋｂｓ１／Ｋ’ｄｓ１〜Ｋｂｓ４／Ｋ’ｄｓ４が１．５未満であると、ある程度の耐力は発揮されるものの、減衰性能が損なわれてしまう。反対に、Ｋｂｓ１／Ｋ’ｄｓ１〜Ｋｂｓ４／Ｋ’ｄｓ４が１０を上回ると、地震によって振動した場合に、第一粘弾性ダンパー、第二粘弾性ダンパーが十分に変形して減衰特性を発揮するものの、耐力が損なわれてしまう。 Further, in the damping structure of the present invention, the value of the ratio between the mounting rigidity Kbs1 obtained as described above and the storage rigidity K'ds1 of the first viscoelastic damper, the mounting rigidity Kbs2 obtained as described above and the second viscoelasticity. The value of the ratio between the storage rigidity K'ds2 of the damper, the value of the ratio between the mounting rigidity Kbs3 determined as described above and the storage rigidity K'ds3 of the third viscoelastic damper, and the mounting rigidity Kbs4 determined as described above The value of the ratio of the fourth viscoelastic damper to the storage rigidity K′ds4 needs to be 1.5 or more and 10 or less. When Kbs1 / K′ds1 to Kbs4 / K′ds4 is less than 1.5, a certain level of yield strength is exhibited, but the damping performance is impaired. On the other hand, when Kbs1 / K'ds1 to Kbs4 / K'ds4 exceeds 10, the first viscoelastic damper and the second viscoelastic damper are sufficiently deformed to exhibit damping characteristics when vibrated by an earthquake. The yield strength will be impaired.

さらに、本発明の制震構造においては、第一粘弾性ダンパーの損失係数ｔａｎδ１、第二粘弾性ダンパーの損失係数ｔａｎδ２、第三粘弾性ダンパーの損失係数ｔａｎδ３、第四粘弾性ダンパーの損失係数ｔａｎδ４の値が、いずれも０．６以上であることが必要である。ｔａｎδ１〜ｔａｎδ４が０．６未満となると、十分な減衰特性が得られなくなる。なお、本発明における第一粘弾性ダンパーの貯蔵剛性Ｋ’ｄｓ１、損失係数ｔａｎδ１、第二粘弾性ダンパーの貯蔵剛性Ｋ’ｄｓ２、損失係数ｔａｎδ２、第三粘弾性ダンパーの貯蔵剛性Ｋ’ｄｓ３、損失係数ｔａｎδ３、第四粘弾性ダンパーの貯蔵剛性Ｋ’ｄｓ４、損失係数ｔａｎδ４は、一般的な住宅の固有振動数（約１〜７Ｈｚ）の領域において常温下で測定されるものである。 Furthermore, in the damping structure of the present invention, the loss coefficient tan δ1 of the first viscoelastic damper, the loss coefficient tan δ2 of the second viscoelastic damper, the loss coefficient tan δ3 of the third viscoelastic damper, and the loss coefficient tan δ4 of the fourth viscoelastic damper It is necessary that all of the values are 0.6 or more. When tan δ1 to tan δ4 is less than 0.6, sufficient attenuation characteristics cannot be obtained. In the present invention, the storage stiffness K'ds1 of the first viscoelastic damper, the loss coefficient tan δ1, the storage stiffness K'ds2 of the second viscoelastic damper, the loss coefficient tan δ2, the storage stiffness K'ds3 of the third viscoelastic damper, and the loss The coefficient tan δ3, the storage rigidity K′ds4 of the fourth viscoelastic damper, and the loss coefficient tan δ4 are measured at room temperature in a range of natural frequencies (about 1 to 7 Hz) of a general house.

請求項２に記載された発明の構成は、請求項１に記載の発明において、層間変形角が１／１００ｒａｄである場合に、下式１を満たすことにある。
Ｆｄｓｍａｘ＜Ｆｓ・・１
（但し、Ｆｄｓｍａｘは、枠組フレームに発生する最大水平耐力であり、Ｆｓは、枠組フレームの許容水平耐力である） The structure of the invention described in claim 2 is that, in the invention described in claim 1, when the interlayer deformation angle is 1/100 rad, the following expression 1 is satisfied.
Fdsmax <Fs 1
(Where Fdsmax is the maximum horizontal strength generated in the frame, and Fs is the allowable horizontal strength of the frame)

なお、Ｆｄｓｍａｘは、各粘弾性ダンパー単体の軸方向に作用する反力（粘弾性ダンパー単体の引張圧縮試験によって測定されるもの）をＦｄｊとした場合に、下式５によって与えられるものであり、許容水平耐力Ｆｓとは、構造物を弾性体と仮定して部材に応じる応力度の最大値が許容応力度（すなわち、構造物の外力に対する安全性を確保するために定められる部材に許容できる応力度の限界）に達するときに作用し得る荷重のことである。
Ｆｄｓｍａｘ＝２Ｆｄｊ×ａ／√（ａ^２＋ｂ^２）・・５
（但し、図２の模式図に示すように、ａは、枠組フレームの幅であり、ｂは、枠組フレームの高さである） In addition, Fdsmax is given by the following equation 5 when the reaction force acting in the axial direction of each viscoelastic damper unit (measured by a tensile compression test of the viscoelastic damper unit) is Fdj. The allowable horizontal proof stress Fs means that the maximum stress degree corresponding to a member is assumed to be an elastic body and the allowable stress degree (that is, a stress that can be allowed for a member that is determined to ensure safety against external force of the structure). It is the load that can act when the limit of the degree is reached.
Fdsmax = 2Fdj × a / √ (a ² + b ² ) 5
(However, as shown in the schematic diagram of FIG. 2, a is the width of the frame and b is the height of the frame)

また、請求項２の如く構成する場合には、層間変形角が１／１００ｒａｄである場合にも、上記要件（１）〜（３）を満たすように構成するのが好ましい。 Further, when configured as in claim 2, it is preferable to configure so as to satisfy the above requirements (1) to (3) even when the interlayer deformation angle is 1/100 rad.

請求項３に記載された発明の構成は、請求項１、または請求項２に記載された発明において、前記第一粘弾性ダンパー〜第四粘弾性ダンパーが、外筒部材の内部に内芯部材を挿入し、その内芯部材と外筒部材との隙間に粘弾性体を介在させたものであることにある。 According to a third aspect of the present invention, in the first or second aspect of the present invention, the first viscoelastic damper to the fourth viscoelastic damper are disposed inside the outer cylindrical member. And a viscoelastic body is interposed in the gap between the inner core member and the outer cylinder member.

本発明に係る軽量鉄骨住宅の制震構造は、第一粘弾性ダンパー〜第四粘弾性ダンパーが適度な粘弾性を有しており、かつ、第一粘弾性ダンパー〜第四粘弾性ダンパーを除いた枠組フレーム全体が適度な剛性を有しているため、地震によって外力が加わった場合に、各粘弾性ダンパーが適度に変形して、十分な減衰性能が発揮される。したがって、地震による振動エネルギーが効率的に熱エネルギーに変換されるため、建物の変形を大きく軽減することができる。また、請求項２の如く、枠組フレームに発生する最大水平耐力が枠組フレームの許容水平耐力を下回るように調整することにより、許容耐力内で大きな減衰を発生させることができる。また、過度な荷重の発生による躯体構造の損傷を防止することができる。すなわち、枠組フレームに発生する最大水平耐力が許容水平耐力を超えてしまうと、アンカーボルトが脱落したり、基礎が破壊されたり、躯体が損傷したりするが、請求項２の如く構成することにより、そのような事態の発生が防止される。さらに、請求項３の如き第一粘弾性ダンパー〜第四粘弾性ダンパーを採用した場合には、枠組フレームの大きさや形状に合わせて、粘弾性特性を容易に調整することが可能となる。 The damping structure of the lightweight steel frame housing according to the present invention includes the first viscoelastic damper to the fourth viscoelastic damper having moderate viscoelasticity, and excluding the first viscoelastic damper to the fourth viscoelastic damper. Since the entire framework frame has an appropriate rigidity, when an external force is applied due to an earthquake, each viscoelastic damper is appropriately deformed to exhibit a sufficient damping performance. Therefore, the vibration energy due to the earthquake is efficiently converted into thermal energy, so that the deformation of the building can be greatly reduced. Further, as described in claim 2, by adjusting the maximum horizontal proof stress generated in the frame frame to be lower than the allowable horizontal proof strength of the frame frame, a large attenuation can be generated within the allowable proof stress. Moreover, damage to the housing structure due to the generation of an excessive load can be prevented. That is, if the maximum horizontal strength generated in the frame exceeds the allowable horizontal strength, the anchor bolt may drop off, the foundation may be destroyed, or the housing may be damaged. The occurrence of such a situation is prevented. Further, when the first to fourth viscoelastic dampers according to the third aspect are employed, the viscoelastic characteristics can be easily adjusted according to the size and shape of the frame.

以下、本発明にかかる軽量鉄骨住宅の制震構造の一実施形態を図面に基づいて詳細に説明する。 Hereinafter, an embodiment of a vibration control structure for a lightweight steel house according to the present invention will be described in detail with reference to the drawings.

図３は、実施例１の枠組フレームを示す正面図である。枠組フレーム１は、軽量の形鋼を用いた鉄骨系プレハブ構造に採用されるものであり、所定の間隔をおいて配設される一対の柱材２，２と、それらの柱材２，２の上下の端同士をそれぞれ接続する横架材（上桟、下桟）３，３とによって、高さが約２７００ｍｍで幅が約１０００ｍｍの縦長の長方形状に組み付けられている。なお、各横架材３，３は、Ｃ型鋼によって形成されたものであり、各柱材２，２は、横架材３と同じＣ形鋼を幅方向に接合することによって形成されたものである。また、各横架材３，３と各柱材２，２とは、溶接によって接合されている。加えて、各横架材３，３は、溶接によって梁９と接合されている。なお、枠組フレーム１は、設計上、許容水平耐力Ｆｓが３０ｋＮとなっている。 FIG. 3 is a front view illustrating the frame frame according to the first embodiment. The frame 1 is employed in a steel-based prefabricated structure using light-weight steel, and includes a pair of pillar members 2 and 2 disposed at a predetermined interval, and the pillar members 2 and 2. These are assembled into a vertically long rectangular shape having a height of about 2700 mm and a width of about 1000 mm by horizontal members (upper and lower bars) 3 and 3 that connect the upper and lower ends of each. The horizontal members 3 and 3 are made of C-shaped steel, and the column members 2 and 2 are formed by joining the same C-shaped steel as the horizontal material 3 in the width direction. It is. The horizontal members 3 and 3 and the column members 2 and 2 are joined by welding. In addition, the horizontal members 3 and 3 are joined to the beam 9 by welding. The frame 1 has an allowable horizontal proof stress Fs of 30 kN by design.

また、柱材２，２の間には、それらの柱材２，２を中間部位同士で接続する中桟４が架設されており、その中桟４によって上下二つの領域Ｒ１，Ｒ２に分割されている。なお、中桟４も、各横架材３，３等と同様なＣ型鋼によって形成されたものであり、溶接によって柱材２，２に接合されている。そして、上側の領域Ｒ１には、第一粘弾性ダンパー５ａと第二粘弾性ダンパー５ｂとが取り付けられており、下側の領域Ｒ２には、第三粘弾性ダンパー５ｃと第四粘弾性ダンパー５ｄとが取り付けられている。すなわち、中桟４の上側の領域Ｒ１においては、第一粘弾性ダンパー５ａが、左側の柱材２と上側の横架材３との仕口部分と、中桟４の中央部分とを結ぶように、傾斜状に取り付けられており、第二粘弾性ダンパー５ｂが、右側の柱材２と上側の横架材３との仕口部分と、中桟４の中央部分とを結ぶように、傾斜状に取り付けられている。一方、中桟４の下側の領域Ｒ２においては、第三粘弾性ダンパー５ｃが、左側の柱材２と下側の横架材３との仕口部分と、中桟４の中央部分とを結ぶように、傾斜状に取り付けられており、第四粘弾性ダンパー５ｄが、右側の柱材２と下側の横架材３との仕口部分と、中桟４の中央部分とを結ぶように、傾斜状に取り付けられている。そして、第一粘弾性ダンパー５ａおよび第二粘弾性ダンパー５ｂと、第三粘弾性ダンパー５ｃおよび第四粘弾性ダンパー５ｄとが、中桟４を軸にして上下対称に配置された状態になっている。また、第一粘弾性ダンパー５ａと第二粘弾性ダンパー５ｂとが、中桟４の中央を通る鉛直線を軸にして左右対称に配置された状態になっており、第三粘弾性ダンパー５ｃと第四粘弾性ダンパー５ｄとが、中桟４の中央を通る鉛直線を軸にして左右対称に配置された状態になっている。なお、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄとは、規格上同一のものであり、後述するように粘弾性特性が調整されている。 Further, between the pillars 2 and 2, an intermediate rail 4 connecting the pillars 2 and 2 at intermediate portions is installed, and the intermediate rail 4 is divided into two upper and lower regions R1 and R2. ing. The middle rail 4 is also formed of C-shaped steel similar to the horizontal members 3, 3, etc., and is joined to the column members 2, 2 by welding. A first viscoelastic damper 5a and a second viscoelastic damper 5b are attached to the upper region R1, and a third viscoelastic damper 5c and a fourth viscoelastic damper 5d are attached to the lower region R2. And are attached. That is, in the upper region R 1 of the middle rail 4, the first viscoelastic damper 5 a connects the joint portion between the left column member 2 and the upper horizontal member 3 and the central portion of the middle rail 4. The second viscoelastic damper 5b is inclined so as to connect the joint portion between the right column member 2 and the upper horizontal member 3 and the central portion of the middle rail 4. It is attached to the shape. On the other hand, in the lower region R 2 of the middle rail 4, the third viscoelastic damper 5 c includes a joint portion between the left column member 2 and the lower horizontal member 3, and a central portion of the middle rail 4. The fourth viscoelastic damper 5d is connected so as to be connected so that the joint portion between the right column member 2 and the lower horizontal member 3 and the central portion of the middle rail 4 are connected. Are attached in an inclined manner. Then, the first viscoelastic damper 5a and the second viscoelastic damper 5b, and the third viscoelastic damper 5c and the fourth viscoelastic damper 5d are arranged in a vertically symmetrical manner with the middle rail 4 as an axis. Yes. The first viscoelastic damper 5a and the second viscoelastic damper 5b are arranged symmetrically about a vertical line passing through the center of the middle rail 4, and the third viscoelastic damper 5c The fourth viscoelastic damper 5d is in a state of being symmetrically disposed about a vertical line passing through the center of the middle rail 4 as an axis. The first viscoelastic damper 5a to the fourth viscoelastic damper 5d are identical in terms of standards, and have viscoelastic characteristics adjusted as described later.

図４は、第一粘弾性ダンパー５ａ（第二粘弾性ダンパー５ｂ〜第四粘弾性ダンパー５ｄ）を示したものである。第一粘弾性ダンパー５ａは、断面長方形状の筒状の外筒部材６の内部に、その外筒部材６よりも小径の円筒状の内芯部材７を挿入したものであり、外筒部材６と内芯部材７との隙間に粘弾性体８が介在した状態になっている（外筒部材６の内面と内芯部材７の外面との間に粘弾性体８が挟み込まれている）。そして、外筒部材６の外側の端縁には、ネジ溝を螺刻したボルト挿通孔１９が穿設されており、内芯部材７の外側の端縁には、ネジ溝を螺刻したボルト挿通孔１０が穿設されている。 FIG. 4 shows the first viscoelastic damper 5a (second viscoelastic damper 5b to fourth viscoelastic damper 5d). The first viscoelastic damper 5 a is obtained by inserting a cylindrical inner core member 7 having a smaller diameter than the outer cylinder member 6 into the cylindrical outer cylinder member 6 having a rectangular cross section. The viscoelastic body 8 is interposed between the inner core member 7 and the inner core member 7 (the viscoelastic body 8 is sandwiched between the inner surface of the outer cylinder member 6 and the outer surface of the inner core member 7). A bolt insertion hole 19 in which a screw groove is screwed is formed in the outer edge of the outer cylinder member 6, and a bolt in which a screw groove is screwed in the outer edge of the inner core member 7. An insertion hole 10 is formed.

一方、枠組フレーム１の左右の柱材２，２と上下の横架材３，３との４箇所の仕口部分には、それぞれ、金属板からなる剛接合片１１，１１・・が設けられている。そして、各剛接合片１１，１１・・の内側には、ボルト挿通孔を穿設した固定板が折返し状に設けられており、その固定板のボルト挿通孔を利用して、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの内芯部材７の外端（ボルト挿通孔１０の穿設部分）を螺合（すなわち、剛接合）することができるようになっている。 On the other hand, rigid joint pieces 11, 11... Made of metal plates are respectively provided at four joint portions of the left and right column members 2, 2 and the upper and lower horizontal members 3, 3 of the frame 1. ing. And the fixed board which pierced the bolt insertion hole is provided in the inside of each rigid joining piece 11,11 .., and the 1st viscoelasticity is utilized using the bolt insertion hole of the fixed board. The outer end of the inner core member 7 of the damper 5a to the fourth viscoelastic damper 5d (the drilled portion of the bolt insertion hole 10) can be screwed (that is, rigidly joined).

また、中桟４の中央部分の上下には、それぞれ、金属板からなる剛接合片１２，１２が、２つずつ、左右に隣り合うように設けられている。各剛接合片１２，１２・・の内側には、ボルト挿通孔を穿設した固定板が折返し状に設けられており、その固定板のボルト挿通孔を利用して、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの外筒部材６の外端（ボルト挿通孔１９の穿設部分）を螺合（すなわち、剛接合）することができるようになっている。 In addition, two rigid joint pieces 12 and 12 made of metal plates are provided on the upper and lower sides of the central portion of the middle rail 4 so as to be adjacent to each other on the left and right. A fixed plate having a bolt insertion hole is provided inside each of the rigid joint pieces 12, 12,... In a folded shape, and the first viscoelastic damper 5a is used by using the bolt insertion hole of the fixed plate. The outer end of the outer cylinder member 6 of the fourth viscoelastic damper 5d (the drilled portion of the bolt insertion hole 19) can be screwed (that is, rigidly joined).

枠組フレーム１の上側の領域Ｒ１においては、左側の剛接合片１１と左側の剛接合片１２を利用して、第一粘弾性ダンパー５ａが取り付けられており、右側の剛接合片１１と右側の剛接合片１２を利用して、第二粘弾性ダンパー５ｂが取り付けられており、枠組フレーム１の下側の領域Ｒ２においては、左側の剛接合片１１と左側の剛接合片１２を利用して、第三粘弾性ダンパー５ｃが取り付けられており、右側の剛接合片１１と右側の剛接合片１２を利用して、第四粘弾性ダンパー５ｄが取り付けられている。 In the upper region R 1 of the frame 1, the first viscoelastic damper 5 a is attached using the left rigid joint piece 11 and the left rigid joint piece 12. The second viscoelastic damper 5b is attached using the rigid joint piece 12, and in the lower region R2 of the frame 1, the left rigid joint piece 11 and the left rigid joint piece 12 are used. The third viscoelastic damper 5c is attached, and the fourth viscoelastic damper 5d is attached using the right rigid joint piece 11 and the right rigid joint piece 12.

そして、第一粘弾性ダンパー５ａ、第二粘弾性ダンパー５ｂは、左右の柱材２，２の間に相対的な変位が発生した場合や上側の横架材３と中桟４との間に相対的な変位が発生した場合に（すなわち、上下あるいは左右にずれた場合に）、粘弾性体８が剪断変形することによって、減衰性能を発揮するようになっている。一方、下側の第三粘弾性ダンパー５ｃ、第四粘弾性ダンパー５ｄは、左右の柱材２，２の間に相対的な変位が発生した場合や下側の横架材３と中桟４との間に相対的な変位が発生した場合に（すなわち、上下あるいは左右にずれた場合に）、粘弾性体８が剪断変形することによって、減衰性能を発揮するようになっている。 The first viscoelastic damper 5a and the second viscoelastic damper 5b are used when a relative displacement occurs between the left and right column members 2 and 2 or between the upper horizontal member 3 and the middle rail 4. When relative displacement occurs (that is, when the viscoelastic body 8 is displaced up and down or left and right), the viscoelastic body 8 is subjected to shear deformation to exhibit damping performance. On the other hand, the lower third viscoelastic damper 5c and the fourth viscoelastic damper 5d are used when a relative displacement occurs between the left and right column members 2 and 2 or when the lower horizontal member 3 and the middle rail 4 are disposed. When a relative displacement occurs between the two, the viscoelastic body 8 is sheared to exhibit a damping performance.

実施例１の枠組フレーム１においては、水平方向のみを考慮した場合、上記の如く、粘弾性特性を図１のような２直列２並列換算バネとしてモデル化でき、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの代わりに剛体を取り付けて測定した場合の取付強度を、枠組フレーム１全体の取付強度Ｋｂｓとして近似させることができる。また、枠組フレーム１においては、各領域Ｒ１，Ｒ２が中桟４を軸として上下対称であるため、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの取付剛性Ｋｂｓ１〜Ｋｂｓ４の間に、上式２〜４が成立する。 In the frame 1 of the first embodiment, when only the horizontal direction is considered, the viscoelastic characteristics can be modeled as a two-series two-parallel conversion spring as shown in FIG. The attachment strength when measured by attaching a rigid body instead of the four viscoelastic damper 5d can be approximated as the attachment strength Kbs of the entire frame 1. Further, in the frame 1, the regions R1 and R2 are vertically symmetric with respect to the middle rail 4 as an axis, and therefore, the upper portion of the mounting rigidity Kbs1 to Kbs4 between the first viscoelastic damper 5a to the fourth viscoelastic damper 5d Expressions 2 to 4 are established.

そのため、上下の領域Ｒ１，Ｒ２の左右における剛接合片１１と剛接合片１２との間に、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの代わりに、略同一形状の剛体（金属板）を取り付け、その状態で、層間変形角が１／２００ｒａｄとなるように枠組フレーム１を水平変形させて（図３の矢印方向）、加えた応力と変形量との関係から枠組フレーム１の取付剛性Ｋｂｓを算出し、上式２〜４を用いて、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの各取付部分の取付剛性Ｋｂｓ１〜Ｋｂｓ４を算出した。算出された枠組フレーム１の取付剛性Ｋｂｓの値は、４１．５ｋＮ／ｃｍであった。取付剛性Ｋｂｓ１〜Ｋｂｓ４の算出結果を表１に示す。また、層間変形角が１／１００ｒａｄとなるように枠組フレーム１を水平変形させた場合の取付剛性Ｋｂｓ１〜Ｋｂｓ４の算出結果を表２に示す。 Therefore, instead of the first viscoelastic damper 5a to the fourth viscoelastic damper 5d between the rigid joint piece 11 and the rigid joint piece 12 on the left and right of the upper and lower regions R1, R2, a rigid body (metal plate) In this state, the frame 1 is horizontally deformed so that the interlayer deformation angle is 1/200 rad (in the direction of the arrow in FIG. 3), and the frame 1 is attached from the relationship between the applied stress and the amount of deformation. The rigidity Kbs was calculated, and the mounting rigidity Kbs1 to Kbs4 of each mounting part of the first viscoelastic damper 5a to the fourth viscoelastic damper 5d was calculated using the above equations 2 to 4. The calculated value of the mounting rigidity Kbs of the frame 1 was 41.5 kN / cm. Table 1 shows the calculation results of the mounting rigidity Kbs1 to Kbs4. Table 2 shows the calculation results of the attachment rigidity Kbs1 to Kbs4 when the frame 1 is horizontally deformed so that the interlayer deformation angle is 1/100 rad.

一方、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの貯蔵剛性Ｋ’ｄｓ１〜Ｋ’ｄｓ４は、それぞれ、下式６により算出される。
Ｋ’ｄｓ１，Ｋ’ｄｓ２，Ｋ’ｄｓ３，Ｋ’ｄｓ４＝Ｇ×Ｓ／ｄ・・６
なお、上式６において、Ｇは剪断弾性係数であり、Ｋ’ｄｓ１〜Ｋ’ｄｓ４の算出にあたっては、粘弾性体の特性から剪断弾性係数Ｇを０．１８Ｎ／ｍｍ^２とした。また、Ｓは第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの各粘弾性体８の面積であり、ｄは各粘弾性体８の厚み（粘弾性体８単体の厚み）である。 On the other hand, the storage rigidity K′ds1 to K′ds4 of the first viscoelastic damper 5a to the fourth viscoelastic damper 5d is calculated by the following expression 6, respectively.
K′ds1, K′ds2, K′ds3, K′ds4 = G × S / d 6
In the above equation 6, G is the shear elastic modulus, and in calculating K′ds1 to K′ds4, the shear elastic modulus G was set to 0.18 N / mm ² from the characteristics of the viscoelastic body. S is the area of each viscoelastic body 8 of the first viscoelastic damper 5a to the fourth viscoelastic damper 5d, and d is the thickness of each viscoelastic body 8 (the thickness of the viscoelastic body 8 alone).

それゆえ、貯蔵剛性Ｋ’ｄｓ１〜Ｋ’ｄｓ４が、それぞれ、表１に示す数値となるように、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの粘弾性体８の面積Ｓ、厚みｄを調整した（すなわち、貯蔵剛性Ｋ’ｄｓ１〜Ｋ’ｄｓ４が表１に示す数値となるように第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄを設計した）。 Therefore, the area S and the thickness d of the viscoelastic body 8 of the first viscoelastic damper 5a to the fourth viscoelastic damper 5d so that the storage rigidity K′ds1 to K′ds4 are the numerical values shown in Table 1, respectively. (That is, the first viscoelastic damper 5a to the fourth viscoelastic damper 5d were designed so that the storage rigidity K′ds1 to K′ds4 is a numerical value shown in Table 1).

また、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの損失係数ｔａｎδ１〜ｔａｎδ４を測定した。なお、かかる損失係数ｔａｎδ１〜ｔａｎδ４の測定は、動的加振機（（株）鷺宮製作所製）を用いて、２０℃の雰囲気下で、２Ｈｚの正弦波を利用して２００％の剪断歪を加えた場合の変形−荷重を挙動を調べることによって行った。損失係数ｔａｎδ１〜ｔａｎδ４の測定結果を表１に示す。 Further, loss coefficients tan δ1 to tan δ4 of the first viscoelastic damper 5a to the fourth viscoelastic damper 5d were measured. The loss factors tan δ1 to tan δ4 are measured by using a dynamic shaker (manufactured by Kakinomiya Seisakusho Co., Ltd.) and a 200% shear strain using a 2 Hz sine wave in an atmosphere of 20 ° C. When applied, deformation-loading was performed by examining the behavior. Table 1 shows the measurement results of the loss coefficients tan δ1 to tan δ4.

上記の如く、枠組フレーム１の取付剛性Ｋｂｓ、取付剛性Ｋｂｓ１〜Ｋｂｓ４を求めた後に、上下の領域Ｒ１，Ｒ２の左右における剛接合片１１と剛接合片１２との間から剛体を取り外し、上記した第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄを取り付けた。第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄを取り付けた枠組フレーム１においては、貯蔵剛性Ｋ’ｄｓ１および取付剛性Ｋｂｓ１を考慮すると、Ｋｂｓ１／Ｋ’ｄｓ１の値は、３．６９に調整されていることになり、貯蔵剛性Ｋ’ｄｓ２および取付剛性Ｋｂｓ２を考慮すると、Ｋｂｓ２／Ｋ’ｄｓ２の値は、３．６４に調整されていることになり、貯蔵剛性Ｋ’ｄｓ３および取付剛性Ｋｂｓ３を考慮すると、Ｋｂｓ３／Ｋ’ｄｓ３の値は、３．７７に調整されていることになり、貯蔵剛性Ｋ’ｄｓ４および取付剛性Ｋｂｓ４を考慮すると、Ｋｂｓ４／Ｋ’ｄｓ４の値は、３．７２に調整されていることになる（表１参照）。 As described above, after obtaining the attachment rigidity Kbs and the attachment rigidity Kbs1 to Kbs4 of the frame 1, the rigid body is removed from between the rigid joint pieces 11 and 12 in the left and right regions of the upper and lower regions R1 and R2 and described above. The first viscoelastic damper 5a to the fourth viscoelastic damper 5d were attached. In the frame 1 to which the first viscoelastic damper 5a to the fourth viscoelastic damper 5d are attached, the value of Kbs1 / K'ds1 is adjusted to 3.69 in consideration of the storage rigidity K'ds1 and the attachment rigidity Kbs1. In view of the storage rigidity K'ds2 and the mounting rigidity Kbs2, the value of Kbs2 / K'ds2 is adjusted to 3.64, and the storage rigidity K'ds3 and the mounting rigidity Kbs3 are Considering Kbs3 / K'ds3, the value of Kbs3 / K'ds3 is adjusted to 3.77, and considering the storage rigidity K'ds4 and the mounting rigidity Kbs4, the value of Kbs4 / K'ds4 is 3.72. It has been adjusted (see Table 1).

そして、第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄを取り付けた枠組フレーム１において、大型の動的加振機を用いて、層間変形角が１／２００ｒａｄとなるように枠組フレーム１を水平方向に変形させ、変形−荷重の関係から、全体系の貯蔵剛性Ｋ’ａｓ、損失剛性Ｋ”ａｓ、損失係数ｔａｎδａを測定し、減衰特性の指標となる水平成分のｔａｎδａ／ｔａｎδ１およびｔａｎδａ／ｔａｎδ２を算出した。算出結果を表１に示す。また、層間変形角が１／１００ｒａｄとなるように枠組フレーム１を水平方向に変形させた場合のｔａｎδａ／ｔａｎδ１およびｔａｎδａ／ｔａｎδ２を表２に示す。 Then, in the frame 1 to which the first viscoelastic damper 5a to the fourth viscoelastic damper 5d are attached, the frame 1 is horizontally placed so that the interlayer deformation angle is 1/200 rad using a large dynamic vibrator. The storage stiffness K′as, the loss stiffness K ″ as, and the loss coefficient tanδa of the entire system are measured from the deformation-load relationship, and the horizontal components tanδa / tanδ1 and tanδa / tanδ2 that serve as indicators of the damping characteristics are measured. The calculation results are shown in Table 1. Further, tan δa / tan δ1 and tan δa / tan δ2 when the frame 1 is deformed in the horizontal direction so that the interlayer deformation angle is 1/100 rad are shown in Table 2.

また、層間変形角１／２００ｒａｄおよび１／１００ｒａｄの変形時に枠組フレーム１に発生する最大水平耐力Ｆｄｓｍａｘを上式５に基づいて算出した。算出されたＦｄｓｍａｘを表１、表２に示す。 Further, the maximum horizontal proof stress Fdsmax generated in the frame 1 at the time of deformation of the interlayer deformation angles of 1/200 rad and 1/100 rad was calculated based on the above formula 5. Tables 1 and 2 show the calculated Fdsmax.

実施例１の枠組フレーム１の上下各領域Ｒ１，Ｒ２の剛接合片１１，１１・・を、ピン結合可能なピン挿通孔を有するピン接合片１３，１３・・に変更するとともに、上下の領域Ｒ１，Ｒ２の剛接合片１２，１２・・を、ピン結合可能なピン挿通孔を有するピン接合片１４，１４・・に変更した（図５参照）。そして、実施例１と同様に、上下の各領域Ｒ１，Ｒ２の左右におけるピン接合片１３とピン接合片１４との間に剛体（金属板）を取り付け、その状態で、層間変形角が１／２００ｒａｄとなるように枠組フレーム１を水平変形させて（図５の矢印方向）、加えた応力と変形量との関係から枠組フレーム１の取付剛性Ｋｂｓを算出し、上式２〜４を用いて、第一粘弾性ダンパー〜第四粘弾性ダンパーの各取付部分の取付剛性Ｋｂｓ１〜Ｋｂｓ４を算出した。算出された枠組フレーム１の取付剛性Ｋｂｓの値は、３８．１ｋＮ／ｃｍであった。取付剛性Ｋｂｓ１〜Ｋｂｓ４の算出結果を表１に示す。また、層間変形角が１／１００ｒａｄとなるように枠組フレーム１を水平変形させた場合の取付剛性Ｋｂｓ１〜Ｋｂｓ４の算出結果を表２に示す。 The rigid joint pieces 11, 11,... In the upper and lower regions R1, R2 of the frame 1 of the first embodiment are changed to pin joint pieces 13, 13,. The rigid joint pieces 12, 12,... Of R1, R2 are changed to pin joint pieces 14, 14,... Having pin insertion holes that can be pin-coupled (see FIG. 5). As in the first embodiment, a rigid body (metal plate) is attached between the pin joint piece 13 and the pin joint piece 14 on the left and right of the upper and lower regions R1, R2, and in this state, the interlayer deformation angle is The frame 1 is horizontally deformed to 200 rad (in the direction of the arrow in FIG. 5), and the attachment rigidity Kbs of the frame 1 is calculated from the relationship between the applied stress and the amount of deformation. The attachment rigidity Kbs1 to Kbs4 of each attachment part of the first viscoelastic damper to the fourth viscoelastic damper was calculated. The calculated value of the attachment rigidity Kbs of the frame 1 was 38.1 kN / cm. Table 1 shows the calculation results of the mounting rigidity Kbs1 to Kbs4. Table 2 shows the calculation results of the attachment rigidity Kbs1 to Kbs4 when the frame 1 is horizontally deformed so that the interlayer deformation angle is 1/100 rad.

また、図６は、実施例２の枠組フレーム１に取り付ける粘弾性ダンパーを示したものである。なお、各領域Ｒ１，Ｒ２に設置される第一粘弾性ダンパー１５ａ、第二粘弾性ダンパー１５ｂ、第三粘弾性ダンパー１５ｃ、第四粘弾性ダンパー１５ｄは、規格上同一のものであり、実施例１の第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄの構造と略同様であるが、外筒部材６の外側の端縁の形状および内芯部材７の外側の端縁の形状が実施例１のものと異なっている。すなわち、第一粘弾性ダンパー１５ａ〜第四粘弾性ダンパー１５ｄの外筒部材６の外側の端縁には、ピン挿通孔を穿設したピン結合部材１６が固着されており、内芯部材７の外側の端縁には、ピン挿通孔を穿設したピン結合部材１７が固着されている。第一粘弾性ダンパー１５ａ〜第四粘弾性ダンパー１５ｄのその他の部分の形状、構造は、実施例１の第一粘弾性ダンパー５ａ〜第四粘弾性ダンパー５ｄと同様である。また、第一粘弾性ダンパー１５ａ〜第四粘弾性ダンパー１５ｄは、それぞれ、貯蔵剛性（Ｋ’ｄｓ１〜Ｋ’ｄｓ４）が表１の数値となるように調整されている。 FIG. 6 shows a viscoelastic damper attached to the frame 1 of the second embodiment. The first viscoelastic damper 15a, the second viscoelastic damper 15b, the third viscoelastic damper 15c, and the fourth viscoelastic damper 15d installed in each of the regions R1 and R2 are the same in terms of the standard. 1 is substantially the same as the structure of the first viscoelastic damper 5a to the fourth viscoelastic damper 5d, but the shape of the outer edge of the outer cylindrical member 6 and the shape of the outer edge of the inner core member 7 are examples. Different from one. That is, a pin coupling member 16 having a pin insertion hole is fixed to the outer edge of the outer cylinder member 6 of the first viscoelastic damper 15a to the fourth viscoelastic damper 15d. A pin coupling member 17 having a pin insertion hole is fixed to the outer edge. The shapes and structures of the other parts of the first viscoelastic damper 15a to the fourth viscoelastic damper 15d are the same as those of the first viscoelastic damper 5a to the fourth viscoelastic damper 5d of the first embodiment. Further, the first viscoelastic damper 15a to the fourth viscoelastic damper 15d are adjusted so that the storage rigidity (K′ds1 to K′ds4) becomes the numerical values shown in Table 1, respectively.

かかる第一粘弾性ダンパー１５ａ〜第四粘弾性ダンパー１５ｄの損失係数ｔａｎδ１〜ｔａｎδ４を、実施例１と同様の方法によって測定した。測定結果を表１に示す。 The loss coefficients tan δ1 to tan δ4 of the first viscoelastic damper 15a to the fourth viscoelastic damper 15d were measured by the same method as in Example 1. The measurement results are shown in Table 1.

そして、枠組フレーム１の上下の領域Ｒ１，Ｒ２の左右において、それぞれ、ピン接合片１３とピン接合片１４との間に、上記した第一粘弾性ダンパー１５ａ〜第四粘弾性ダンパー１５ｄを取り付け、実施例１と同様に、大型の動的加振機を用いて、層間変形角が１／２００ｒａｄとなるように枠組フレーム１を水平方向に変形させ、変形−荷重の関係から、全体系の貯蔵剛性Ｋ’ａｓ、損失剛性Ｋ”ａｓ、損失係数ｔａｎδａを測定し、減衰特性の指標となる水平成分のｔａｎδａ／ｔａｎδ１およびｔａｎδａ／ｔａｎδ２を算出した。算出結果を表１に示す。また、層間変形角が１／１００ｒａｄとなるように枠組フレーム１を水平方向に変形させた場合のｔａｎδａ／ｔａｎδ１およびｔａｎδａ／ｔａｎδ２を表２に示す。なお、第一粘弾性ダンパー１５ａ〜第四粘弾性ダンパー１５ｄを取り付けた実施例２の枠組フレーム１においては、第一粘弾性ダンパー１５ａの貯蔵剛性Ｋ’ｄｓ１および取付剛性Ｋｂｓ１を考慮すると、Ｋｂｓ１／Ｋ’ｄｓ１の値が３．６５に調整されていることになり、第二粘弾性ダンパー１５ｂの貯蔵剛性Ｋ’ｄｓ２および取付剛性Ｋｂｓ２を考慮すると、Ｋｂｓ２／Ｋ’ｄｓ２の値が３．６２に調整されていることになり、第三粘弾性ダンパー１５ｃの貯蔵剛性Ｋ’ｄｓ３および取付剛性Ｋｂｓ３を考慮すると、Ｋｂｓ３／Ｋ’ｄｓ３の値が３．６９に調整されていることになり、第四粘弾性ダンパー１５ｄの貯蔵剛性Ｋ’ｄｓ４および取付剛性Ｋｂｓ４を考慮すると、Ｋｂｓ４／Ｋ’ｄｓ４の値が３．７２に調整されていることになる（表１参照）。 And in the right and left of the upper and lower regions R1, R2 of the framework frame 1, the first viscoelastic damper 15a to the fourth viscoelastic damper 15d described above are attached between the pin joint piece 13 and the pin joint piece 14, respectively. As in the first embodiment, a large dynamic shaker is used to deform the frame frame 1 in the horizontal direction so that the interlayer deformation angle is 1/200 rad, and the entire system is stored from the deformation-load relationship. The stiffness K′as, the loss stiffness K ″ as, and the loss coefficient tan δa were measured, and the horizontal components tan δa / tan δ1 and tan δa / tan δ2 that serve as indexes of the attenuation characteristics were calculated. Table 2 shows tan δa / tan δ1 and tan δa / tan δ2 when the frame 1 is deformed in the horizontal direction so that the angle becomes 1/100 rad. In the frame 1 of the second embodiment in which the elastic damper 15a to the fourth viscoelastic damper 15d are attached, the storage rigidity K'ds1 and the attachment rigidity Kbs1 of the first viscoelastic damper 15a are considered, and the value of Kbs1 / K'ds1 Is adjusted to 3.65, and the value of Kbs2 / K'ds2 is adjusted to 3.62 considering the storage stiffness K'ds2 and the mounting stiffness Kbs2 of the second viscoelastic damper 15b. In view of the storage stiffness K'ds3 and the mounting stiffness Kbs3 of the third viscoelastic damper 15c, the value of Kbs3 / K'ds3 is adjusted to 3.69, and the fourth viscoelastic damper 15d Considering the storage rigidity K'ds4 and the mounting rigidity Kbs4, the value of Kbs4 / K'ds4 is adjusted to 3.72 (see Table 1). ).

表１、表２より、枠組フレーム１の第一粘弾性ダンパー〜第八粘弾性ダンパーの取付部分の取付剛性Ｋｂｓ１〜Ｋｂｓ８、第一粘弾性ダンパー〜第八粘弾性ダンパーの貯蔵剛性Ｋ’ｄｓ１〜Ｋ’ｄｓ８、第一粘弾性ダンパー〜第八粘弾性ダンパーの損失係数ｔａｎδ１〜ｔａｎδ４が、本発明の条件を満たすように調整された実施例１，２の枠組フレーム１においては、減衰特性の指標となる水平成分のｔａｎδａ／ｔａｎδ１，ｔａｎδａ／ｔａｎδ２がいずれも５０％以上となり、良好な減衰特性を発現し得ることが分かる。また、表１、表２より、実施例１，２における枠組フレーム１に発生する最大水平耐力Ｆｄｓｍａｘは、枠組フレーム１の許容水平耐力Ｆｓ（３０ｋＮ）に比べて十分に小さくなっていることが分かる。 From Tables 1 and 2, from the first viscoelastic damper to the eighth viscoelastic damper, the mounting rigidity Kbs1 to Kbs8 of the frame 1 and the first viscoelastic damper to the eighth viscoelastic damper storage rigidity K'ds1. In the frame frames 1 of Examples 1 and 2 in which the loss coefficients tan δ1 to tan δ4 of K′ds8, the first viscoelastic damper to the eighth viscoelastic damper are adjusted so as to satisfy the conditions of the present invention, the index of the damping characteristic It can be seen that tan δa / tan δ1 and tan δa / tan δ2 of the horizontal components to be 50% or more can exhibit a good attenuation characteristic. Also, from Tables 1 and 2, it can be seen that the maximum horizontal strength Fdsmax generated in the frame 1 in Examples 1 and 2 is sufficiently smaller than the allowable horizontal strength Fs (30 kN) of the frame 1. .

なお、本発明の軽量鉄骨住宅の制震構造の構成は、上記実施形態の態様に何ら限定されるものではなく、枠組フレームや粘弾性ダンパー等の構成を、本発明の趣旨を逸脱しない範囲で適宜変更することができる。 In addition, the structure of the light-damped steel house vibration control structure of the present invention is not limited to the aspect of the above-described embodiment, and the structure of the frame frame, the viscoelastic damper, and the like is within the scope of the present invention. It can be changed as appropriate.

たとえば、本発明においては、第一粘弾性ダンパー〜第四粘弾性ダンパーの貯蔵剛性Ｋ’ｄｓの値を枠組フレームの取付剛性Ｋｂｓの値に合わせて適宜調整することが可能である。それゆえ、第一粘弾性ダンパー〜第四粘弾性ダンパーの特性を、用途に合わせて適宜変更することができる。したがって、ゴム系、アスファルト系、アクリル系、スチレン系等の各種の高分子化合物を粘弾性体として好適に用いることができる。また、第一粘弾性ダンパー〜第四粘弾性ダンパーは、上記実施形態の如く、外筒部材の内部に内芯部材を挿入し、その内芯部材と外筒部材との隙間に粘弾性体を介在させたものに限定されず、芯プレートと一対の外プレートとの間に粘弾性体を介在させたものや、表裏一対のプレートの間に粘弾性体を介在させたもの等に変更することも可能である。 For example, in the present invention, it is possible to appropriately adjust the storage rigidity K′ds of the first to fourth viscoelastic dampers according to the value of the mounting rigidity Kbs of the frame frame. Therefore, the characteristics of the first viscoelastic damper to the fourth viscoelastic damper can be appropriately changed according to the application. Therefore, various polymer compounds such as rubber, asphalt, acrylic, and styrene can be suitably used as the viscoelastic body. Further, as in the above embodiment, the first viscoelastic damper to the fourth viscoelastic damper are formed by inserting an inner core member into the outer cylinder member and placing a viscoelastic body in the gap between the inner core member and the outer cylinder member. It is not limited to the intervening one, but it is changed to one in which a viscoelastic body is interposed between the core plate and a pair of outer plates, or a viscoelastic body is interposed between a pair of front and back plates Is also possible.

加えて、本発明の制震構造に採用される枠組フレームは、上記実施形態の如く中桟の上下に同一の構造を有する粘弾性ダンパーを２つずつ取り付けたものに限定されず、構造や特性の異なる粘弾性ダンパーを取り付けたものに変更することも可能である。かかる場合でも、Ｋｂｓ１〜Ｋｂｓ４，Ｋ’ｄｓ１〜Ｋ’ｄｓ４，ｔａｎδ１〜ｔａｎδ４が上記所定の関係を満たすように調整されていれば、枠組フレームは十分な減衰性能を発揮することができるものとなる。 In addition, the frame frame employed in the vibration control structure of the present invention is not limited to the one in which two viscoelastic dampers having the same structure are attached to the top and bottom of the middle rail as in the above embodiment, and the structure and characteristics It is also possible to change to the one with a different viscoelastic damper attached. Even in such a case, as long as Kbs1 to Kbs4, K′ds1 to K′ds4, and tan δ1 to tan δ4 are adjusted so as to satisfy the predetermined relationship, the frame frame can exhibit sufficient attenuation performance. .

本発明の枠組フレームを２直列２並列換算バネとしてモデル化して示す説明図である。It is explanatory drawing which models and shows the frame of this invention as 2 series 2 parallel conversion springs. 本発明の枠組フレームを示す模式図である。It is a schematic diagram which shows the frame frame of this invention. 実施例１の枠組フレームの正面図である。It is a front view of the frame frame of Example 1. （ａ）は実施例１の第一粘弾性ダンパー（第二粘弾性ダンパー〜第四粘弾性ダンパー）の正面図であり、（ｂ）は（ａ）におけるＡ−Ａ線断面図である。(A) is a front view of the 1st viscoelastic damper (2nd viscoelastic damper-4th viscoelastic damper) of Example 1, (b) is the sectional view on the AA line in (a). 実施例２の枠組フレームの正面図である。It is a front view of the frame frame of Example 2. （ａ）は実施例２の第一粘弾性ダンパー（第二粘弾性ダンパー〜第四粘弾性ダンパー）の正面図であり、（ｂ）は（ａ）におけるＢ−Ｂ線断面図である。(A) is a front view of the 1st viscoelastic damper (2nd viscoelastic damper-4th viscoelastic damper) of Example 2, (b) is the BB sectional drawing in (a).

Explanation of symbols

１・・枠組フレーム、２・・柱材、３・・横架材、４・・中桟、５ａ，１５ａ・・第一粘弾性ダンパー、５ｂ，１５ｂ・・第二粘弾性ダンパー、５ｃ，１５ｃ・・第三粘弾性ダンパー、５ｄ，１５ｄ・・第四粘弾性ダンパー、６・・外筒部材、７・・内芯部材、８・・粘弾性体。 1 ・・ Framework frame 2 ・・ Column material 3 ・・ Horizontal material 4 ・・ Medium cross 5a, 15a ・・ First viscoelastic damper, 5b, 15b ・・ Second viscoelastic damper, 5c, 15c ··· Third viscoelastic damper, 5d, 15d · · Fourth viscoelastic damper, 6 · · Outer cylinder member, 7 · · Inner core member, 8 · · Viscoelastic body.

Claims

It is a light-damping structure for light-weight steel houses, with viscoelastic dampers installed on a frame frame composed of left and right pillars and upper and lower horizontal members.
The inside of the framework frame is divided into two vertically by an intermediate beam, and on the upper side of the intermediate beam
The first viscoelastic damper is installed in an inclined shape so as to connect the joint between the column member on one side and the upper horizontal member and the center of the middle rail, and the column member on the opposite side and the upper horizontal member are connected. The second viscoelastic damper is installed in an inclined shape so as to connect the joint with the material and the center of the middle rail,
Under the middle rail,
A third viscoelastic damper is installed in an inclined shape so as to connect the joint between the column member on one side and the horizontal member on the lower side and the center of the middle rail, and the column material on the opposite side and the lower side The fourth viscoelastic damper is installed in an inclined shape so as to connect the joint with the horizontal member and the center of the middle rail.
When the interlayer deformation angle is 1/200 rad, the light-damping structure for a light-weight steel house satisfies the following (1) to (3).
(1) Kbs1, Kbs2, Kbs3, and Kbs4 are all 20 kN / cm or more and 100 kN / cm or less (2) Kbs1 / K′ds1, Kbs2 / K′ds2, Kbs3 / K′ds3, Kbs4 / K′ds4 All are 1.5 or more and 10 or less. (3) tan δ1, tan δ2, tan δ3, tan δ4 are all 0.6 or more (However, Kbs1, Kbs2, Kbs3, Kbs4 are respectively the first viscoelastic damper to the second. It is the attachment rigidity of each attachment part of a four viscoelastic damper, and K'ds1, K'ds2, K'ds3, K'ds4 is each storage rigidity of a 1st viscoelastic damper-a 4th viscoelastic damper, respectively. , Tan δ1, tan δ2, tan δ3, and tan δ4 are the loss coefficients of the first viscoelastic damper to the fourth viscoelastic damper, respectively)

2. The light-damped steel house vibration control structure according to claim 1, wherein the following expression 1 is satisfied when the interlayer deformation angle is 1/100 rad.
Fdsmax <Fs 1
(Where Fdsmax is the maximum horizontal strength generated in the frame, and Fs is the allowable horizontal strength of the frame)

Said 1st viscoelastic damper-4th viscoelastic damper inserts an inner core member in the inside of an outer cylinder member, and interposes a viscoelastic body in the clearance gap between the inner core member and an outer cylinder member. The building vibration control structure according to claim 1, wherein: