JP4896759B2 - Joints for bearing walls and damping structures - Google Patents

Joints for bearing walls and damping structures Download PDF

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JP4896759B2
JP4896759B2 JP2007033042A JP2007033042A JP4896759B2 JP 4896759 B2 JP4896759 B2 JP 4896759B2 JP 2007033042 A JP2007033042 A JP 2007033042A JP 2007033042 A JP2007033042 A JP 2007033042A JP 4896759 B2 JP4896759 B2 JP 4896759B2
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bearing wall
foundation
damper member
fixed
load
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JP2008196215A (en
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良道 河合
浩史 田中
紳一 澤泉
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Nippon Steel Corp
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  • Vibration Dampers (AREA)

Description

本発明は、例えば住宅などの小規模な壁構造建築物において、耐力壁と基礎とを接合し、耐震及び制震効果を発揮する耐力壁用接合金物及び制震構造に関するものである。   The present invention relates to a load-bearing wall joint hardware and a vibration control structure that joins a load bearing wall and a foundation in a small-scale wall structure building such as a house, and exhibits earthquake resistance and vibration control effects.

住宅やアパート等の小規模建築物においては、壁構造が多く採用されている。壁構造では、例えば１階の耐力壁の下側の左右端部に、耐力壁と基礎とを接合する接合金物が取り付けられる。   Wall structures are often used in small buildings such as houses and apartments. In the wall structure, for example, a metal fitting for joining the load bearing wall and the foundation is attached to the left and right ends of the lower floor of the load bearing wall.

従来、このような耐力壁において、大規模な地震等を想定した二次設計では、耐力壁が塑性変形してエネルギー吸収することを前提としていた。すなわち、図１０（Ａ）に示すように、耐力壁５２はアンカボルト等の接合金物５１により基礎に直接固定され、地震等による水平方向の外力が作用したときには、耐力壁５２が変形することにより、外力によるエネルギーを吸収する。そのため、接合金物５１は、耐力壁５２より先に破壊しないように設計する必要があった。   Conventionally, in such a bearing wall, in the secondary design assuming a large-scale earthquake or the like, it is assumed that the bearing wall is plastically deformed and absorbs energy. That is, as shown in FIG. 10A, the load bearing wall 52 is directly fixed to the foundation by a joint hardware 51 such as an anchor bolt, and when a horizontal external force is applied due to an earthquake or the like, the load bearing wall 52 is deformed. Absorb energy by external force. Therefore, it is necessary to design the joint hardware 51 so as not to break before the bearing wall 52.

ところが、図１０（Ｂ）に示すように、耐力壁の耐力は極めて大きいため、構造物全体の耐力が過大なものとなり、無駄が生じるという問題がある。また、耐力壁よりも先に接合金物が破壊しないようにするためには、接合金物の耐力を極めて大きくしなければならない。そのため、接合金物の寸法を大きくしたり、基礎との付着強度を高めたりしなければならず、コストの上昇を招く。   However, as shown in FIG. 10B, the proof stress of the load-bearing wall is extremely large, so that the proof stress of the entire structure becomes excessive and waste occurs. Further, in order to prevent the joint hardware from being destroyed before the bearing wall, the yield strength of the joint hardware must be extremely increased. Therefore, it is necessary to increase the size of the joint hardware or to increase the adhesion strength with the foundation, resulting in an increase in cost.

しかも、耐力壁自体は、地震動の繰り返し振動に対し、塑性変形後のエネルギー吸収量が少なく、地震動を低減させる制震効果が低い。   Moreover, the bearing wall itself has a small amount of energy absorption after plastic deformation against repeated vibrations of the earthquake motion, and has a low seismic control effect that reduces the earthquake motion.

そこで、特許文献１に、制震効果を有する金物の構造が開示されている。これは、柱脚部と基礎との間に、エネルギーを吸収するベースプレートダンパを介装することにより、制震効果を得るものである。   Therefore, Patent Document 1 discloses a hardware structure having a vibration control effect. This is to obtain a vibration control effect by interposing a base plate damper that absorbs energy between the column base and the foundation.

特開２００４−９２０９６号公報JP 2004-92096 A

しかしながら、上記特許文献の制震構造においては、図１１に示すように、制震部となるダンパ部材５３の左右両側辺だけが固定され、ダンパ部材５３の上下辺は拘束されていない。そのため、柱脚部と基礎との間に発生した圧縮力又は引張力がダンパ部材５３の一部分にしか伝達されない。すなわち図１１（Ａ）の範囲Ｓ１のみにより応力が伝達されるため、ダンパ部材５３の全面に効率よく応力が伝達されない。また、アンカボルト５１とダンパ部材５３とは、支承プレート５４を介して離れて配置されるため、支承プレート５４に面外曲げが生じ、ダンパ部材５３をせん断変形させることが極めて難しい。したがって、柱脚部と基礎との間に作用する引張力又は圧縮力によるエネルギーをダンパ部材５３の全面で吸収することができず、ダンパ５３部材全体を無駄なく利用しているとは言い難い。加えて、制震部材及びその取付部が柱脚近傍に露出するため、柱５５周りの設計上の制約が生じるという問題もあった。   However, in the damping structure of the above-mentioned patent document, as shown in FIG. 11, only the left and right sides of the damper member 53 serving as the damping part are fixed, and the upper and lower sides of the damper member 53 are not constrained. Therefore, the compressive force or tensile force generated between the column base and the foundation is transmitted only to a part of the damper member 53. That is, since the stress is transmitted only by the range S1 in FIG. 11A, the stress is not efficiently transmitted to the entire surface of the damper member 53. Further, since the anchor bolt 51 and the damper member 53 are disposed apart via the support plate 54, out-of-plane bending occurs in the support plate 54, and it is extremely difficult to cause the damper member 53 to undergo shear deformation. Therefore, the energy of the tensile force or the compressive force acting between the column base portion and the foundation cannot be absorbed by the entire surface of the damper member 53, and it cannot be said that the entire damper 53 member is used without waste. In addition, since the vibration control member and its mounting portion are exposed in the vicinity of the column base, there is a problem that design restrictions around the column 55 occur.

本発明の目的は、大規模な地震時に備えた十分且つ適正な制震効果を有し、経済的で無駄のない耐力壁用接合金物を提供することにある。   An object of the present invention is to provide a load-bearing wall joint metal fitting that has sufficient and appropriate vibration control effects prepared in the event of a large-scale earthquake and that is economical and wasteful.

上記問題を解決するため、本発明によれば、耐力壁と基礎とを接合する接合金物であって、前記耐力壁と前記基礎との間に引張力又は圧縮力が作用した際に、前記引張力又は圧縮力によるエネルギーを面内方向におけるせん断変形で吸収する板状のダンパ部材と、前記ダンパ部材の外周を囲んで配置され、前記耐力壁及び前記基礎への取付部を有する枠体とを備え、前記ダンパ部材が矩形状の板材であり、前記枠体は、前記ダンパ部材の任意の一辺に固定された円管状の鋼管と、前記ダンパ部材の残りの三辺に固定されたコ字状の枠部材とからなることを特徴とする、耐力壁用接合金物が提供される。また、前記ダンパ部材の降伏点が、前記枠体の降伏点よりも低いことが好ましい。本発明によれば、図１２に示すように、ダンパ部材３の外周が枠体で固定されているので、（Ａ）に示す範囲Ｓ２により応力が伝達され、耐力壁１２と基礎１１との間に作用する引張力又は圧縮力によるエネルギーを、ダンパ部材３の全面で吸収できるようになる。 In order to solve the above problem, according to the present invention, a metal fitting for joining a bearing wall and a foundation, and when a tensile force or a compressive force acts between the bearing wall and the foundation, A plate-like damper member that absorbs energy by force or compressive force by shear deformation in an in-plane direction, and a frame body that is disposed so as to surround an outer periphery of the damper member and has the load-bearing wall and a mounting portion to the foundation The damper member is a rectangular plate, and the frame body is a tubular steel pipe fixed to an arbitrary side of the damper member, and a U-shape fixed to the remaining three sides of the damper member. There is provided a joint for a load bearing wall , characterized in that it comprises a frame member . Moreover, it is preferable that the yield point of the said damper member is lower than the yield point of the said frame. According to the present invention, as shown in FIG. 12, since the outer periphery of the damper member 3 is fixed by the frame, stress is transmitted by the range S2 shown in FIG. Energy due to the tensile force or compressive force acting on the damper member 3 can be absorbed by the entire surface.

例えば、前記ダンパ部材が極軟鋼により形成され、前記枠体が普通鋼又は高張力鋼により形成されている。この場合、ダンパ部材に用いられる極軟鋼の板厚等を調整することにより、簡単な構造で、設計耐力に応じた制震機能を発揮できる。また、枠体が普通鋼又は高張力鋼であり、極軟鋼からなるダンパ部材とは降伏耐力が異なるため、ダンパ部材のみを先行してせん断降伏させることができる。   For example, the damper member is made of ultra-soft steel, and the frame is made of ordinary steel or high-tensile steel. In this case, by adjusting the thickness of the ultra mild steel used for the damper member, it is possible to exhibit a vibration control function according to the design strength with a simple structure. Further, since the frame body is made of ordinary steel or high-strength steel and has a yield strength different from that of a damper member made of extremely mild steel, only the damper member can be sheared and yielded in advance.

前記枠体の内周面は、前記ダンパ部材の外周面と溶接により固定されていても良い。この場合、溶接によって、確実にダンパ部材の側面全周を固定できるので、効率よく確実にダンパ部材の全面に応力の伝達が行われる。   The inner peripheral surface of the frame may be fixed to the outer peripheral surface of the damper member by welding. In this case, since the entire circumference of the side surface of the damper member can be reliably fixed by welding, the stress is efficiently and reliably transmitted to the entire surface of the damper member.

例えば、前記枠部材が前記耐力壁に固定され、前記鋼管が前記基礎に固定される。このため、ダンパ部材以外の変形を極力無くすことができ、ダンパ部材に変形を集中させて、制震効果を効率よく発揮できる。 For example, the frame member is fixed to the load-bearing wall, and the steel pipe is fixed to the foundation. For this reason, deformations other than the damper member can be eliminated as much as possible, and the vibration control effect can be efficiently exhibited by concentrating the deformation on the damper member.

また、前記耐力壁に取り付けられるファスナ部材用の複数の小径孔が、前記枠部材にあけられていても良い。この場合、前記ファスナ部材が例えばドリルねじである。また、前記鋼管にアンカボルトを通し、ナットで締め付けることにより、前記鋼管が前記基礎に固定されるようにしても良い。これらによれば、耐力壁や基礎に対する固定が容易に行えるので、施工性が向上する。   In addition, a plurality of small-diameter holes for fastener members attached to the bearing wall may be formed in the frame member. In this case, the fastener member is, for example, a drill screw. The steel pipe may be fixed to the foundation by passing an anchor bolt through the steel pipe and tightening with an nut. According to these, since it can fix to a bearing wall and a foundation easily, workability improves.

更に、耐力壁と基礎とを接合するに際し、前記耐力壁の内部に収納されても良い。この場合、接合金物全体が壁面よりも室外側又は室内側に露出しないので、外観を損ねないうえ、周辺部材の設計に制約が生じなくなる。   Further, when the bearing wall and the foundation are joined, the bearing wall may be housed inside the bearing wall. In this case, the entire joint hardware is not exposed to the outdoor side or the indoor side of the wall surface, so that the appearance is not impaired and the design of the peripheral members is not restricted.

また本発明によれば、耐力壁と基礎とを前記耐力壁用接合金物で接合した制震構造であって、前記耐力壁に所定の大きさを超える外力が作用したときに、前記ダンパ部材がせん断変形することにより、前記耐力壁と前記基礎との間に作用する引張力又は圧縮力によるエネルギーを吸収することを特徴とする、制震構造が提供される。   Further, according to the present invention, in the damping structure in which the bearing wall and the foundation are joined by the bearing wall joint hardware, when an external force exceeding a predetermined size is applied to the bearing wall, the damper member is A shear control structure is provided that absorbs energy by tensile force or compressive force acting between the bearing wall and the foundation by shearing deformation.

本発明によれば、耐力壁と基礎との間に作用する引張力又は圧縮力によるエネルギーをダンパ部材の全面で効率よく吸収できるので、高い耐震及び制震効果を発揮することができる。   According to the present invention, energy due to tensile force or compression force acting between the bearing wall and the foundation can be efficiently absorbed by the entire surface of the damper member, so that high earthquake resistance and vibration control effects can be exhibited.

以下、本発明の実施の形態を、図を参照して説明する。なお、本明細書および図面において、実質的に同一の機能構成を有する構成要素については、同一の符号を付することにより重複説明を省略する。   Hereinafter, embodiments of the present invention will be described with reference to the drawings. In the present specification and drawings, components having substantially the same functional configuration are denoted by the same reference numerals, and redundant description is omitted.

図１は、本発明の実施の形態にかかる接合部材１を構成する各部品の組み立て前の状態を示し、図２は、接合部材１を組み立てた状態を示す。この接合金物１は、枠部材２、ダンパ部材３および鋼管４からなる。なお、枠部材２および鋼管４が、ダンパ部材３の外周を囲む枠体に相当する。   FIG. 1 shows a state before assembling of each component constituting the joining member 1 according to the embodiment of the present invention, and FIG. 2 shows a state where the joining member 1 is assembled. The metal joint 1 includes a frame member 2, a damper member 3, and a steel pipe 4. The frame member 2 and the steel pipe 4 correspond to a frame surrounding the outer periphery of the damper member 3.

ダンパ部材３は、例えば板厚６ｍｍ程度の極軟鋼からなり、例えば降伏点が１００Ｎ／ｍｍ２程度の弾塑性履歴型ダンパ用鋼板が用いられる。ダンパ部材３は縦方向に長い長方形の板材である。 The damper member 3 is made of, for example, extremely soft steel having a thickness of about 6 mm. For example, an elastic-plastic hysteretic damper steel plate having a yield point of about 100 N / mm 2 is used. The damper member 3 is a rectangular plate material that is long in the vertical direction.

鋼管４は、ダンパ部材３の上下方向の辺と同じ長さを有する円管であり、鋼管４の軸方向中央には、アンカボルトを挿通可能な貫通孔４４が形成されている。鋼管４は、例えば普通鋼からなる外形３４ｍｍ程度、板厚４．５ｍｍ程度の圧力用炭素鋼管である。   The steel pipe 4 is a circular pipe having the same length as the side of the damper member 3 in the vertical direction, and a through hole 44 through which an anchor bolt can be inserted is formed at the center of the steel pipe 4 in the axial direction. The steel pipe 4 is a pressure carbon steel pipe made of, for example, plain steel and having an outer shape of about 34 mm and a plate thickness of about 4.5 mm.

枠部材２は、例えば板厚４．５ｍｍ程度の普通鋼からなる。枠部材２は、図１に示す平板状態から上下をダンパ部材３の上辺と下辺に合わせてほぼ直角に折り曲げることにより、背面部２１の上下に上水平部２２と下水平部２３を形成したコ字状に成形されている。枠部材２の背面部２１の長さ（高さ）は、ダンパ部材３の上下方向の長さと同じである。   The frame member 2 is made of, for example, ordinary steel having a thickness of about 4.5 mm. In the frame member 2, the upper and lower horizontal portions 23 and 23 are formed on the upper and lower sides of the back surface portion 21 by bending the upper and lower sides of the flat plate state shown in FIG. Shaped in a letter shape. The length (height) of the back surface portion 21 of the frame member 2 is the same as the length of the damper member 3 in the vertical direction.

後述するように、枠部材２の背面部２１は、耐力壁１２の内側を支持する縦枠材７に固定される。そのため、枠部材２の背面部２１には、ドリルねじ等のファスナ部材取付用の複数の小径孔２６が複数個所に形成されている。小径孔２６は、上下方向に適宜間隔、例えば３０ｍｍ程度の間隔で２列に形成される。小径孔２６は、例えばねじ径が８ｍｍ程度のドリルねじを取付可能な大きさの貫通孔である。孔２６の配列は図示の例に限らず、小径孔２６の数すなわちドリルねじ等によるファスナ部材の数を多くすることにより、ファスナ部を介して、耐力壁からの応力が十分に接合金物１に伝達される。   As will be described later, the back surface portion 21 of the frame member 2 is fixed to the vertical frame member 7 that supports the inside of the load bearing wall 12. Therefore, a plurality of small-diameter holes 26 for attaching fastener members such as drill screws are formed in a plurality of locations on the back surface portion 21 of the frame member 2. The small diameter holes 26 are formed in two rows at appropriate intervals in the vertical direction, for example, at intervals of about 30 mm. The small-diameter hole 26 is a through-hole having a size capable of attaching a drill screw having a screw diameter of about 8 mm, for example. The arrangement of the holes 26 is not limited to the illustrated example. By increasing the number of small-diameter holes 26, that is, the number of fastener members such as drill screws, the stress from the load bearing wall is sufficiently applied to the joint hardware 1 via the fastener portions. Communicated.

上水平部２２と下水平部の長さは、ダンパ部材３の水平方向の辺の長さよりも長くなっており、そのため、上水平部２２と下水平部２３の先端部は、鋼管４の上面４２及び下面４３の位置まで達している。但し、上水平部２２と下水平部２３の先端部には、アンカボルトを挿通可能な孔２４，２５がそれぞれ形成されている。   The lengths of the upper horizontal portion 22 and the lower horizontal portion are longer than the length of the side in the horizontal direction of the damper member 3, so that the tip portions of the upper horizontal portion 22 and the lower horizontal portion 23 are the upper surfaces of the steel pipe 4. 42 and the lower surface 43 are reached. However, holes 24 and 25 through which anchor bolts can be inserted are formed at the distal ends of the upper horizontal portion 22 and the lower horizontal portion 23, respectively.

この接合金具１の組み立て方法の一例を示せば、以下の通りである。ダンパ部材３の上下方向の一辺３２を枠部材２の背面部２１の中央に当接させ、ダンパ部材３の上下方向の反対側の一辺３４に鋼管４の側面４１を当接させた状態で、図１に示す平板状態の枠部材２の上下の上水平部２２と下水平部２３を折り曲げる。これら上水平部２２と下水平部２３は、それぞれ、ダンパ部材の上面３１及び下面３３、鋼管４の上面４２及び下面４３に当接させる方向に、直角に折り曲げる。こうして、図２に示すように、コ字状に折り曲げられた枠部材２の上水平部２２と下水平部２３に形成された孔２４，２５が、鋼管４の貫通孔４４と中心軸が一致するように組み立てる。   An example of a method for assembling the joining metal fitting 1 is as follows. In a state where one side 32 of the damper member 3 in the vertical direction is brought into contact with the center of the back surface portion 21 of the frame member 2, and the side surface 41 of the steel pipe 4 is brought into contact with one side 34 on the opposite side of the damper member 3 in the vertical direction. The upper and lower upper horizontal parts 22 and the lower horizontal part 23 of the flat frame member 2 shown in FIG. 1 are bent. The upper horizontal portion 22 and the lower horizontal portion 23 are bent at right angles in a direction in which they are brought into contact with the upper surface 31 and the lower surface 33 of the damper member and the upper surface 42 and the lower surface 43 of the steel pipe 4, respectively. Thus, as shown in FIG. 2, the holes 24 and 25 formed in the upper horizontal portion 22 and the lower horizontal portion 23 of the frame member 2 bent in a U-shape are aligned with the through hole 44 of the steel pipe 4. Assemble.

そして、枠部材２の上水平部２２と下水平部２３の内側（上水平部２２の下面と下水平部２３の上面）と、ダンパ部材３の上面３１及び下面３３、ならびに鋼管４の上面４２及び下面４３との当接部、枠部材２の背面部２１とダンパ部材の側面３２との当接部、及び、鋼管４の側面４１とダンパ部材の側面３４との当接部を、それぞれ溶接により固定する。これにより、ダンパ部材３の全外周を枠部材２及び鋼管４で囲むように固定する。   And inside the upper horizontal part 22 and the lower horizontal part 23 of the frame member 2 (the lower surface of the upper horizontal part 22 and the upper surface of the lower horizontal part 23), the upper surface 31 and the lower surface 33 of the damper member 3, and the upper surface 42 of the steel pipe 4 And a contact portion between the back surface portion 21 of the frame member 2 and the side surface 32 of the damper member, and a contact portion between the side surface 41 of the steel pipe 4 and the side surface 34 of the damper member, respectively. To fix. Thus, the entire outer periphery of the damper member 3 is fixed so as to be surrounded by the frame member 2 and the steel pipe 4.

枠部材２の上水平部２２と下水平部２３に形成された孔２４，２５は、図２に示す状態に折り曲げたときに、それぞれの中心軸が鋼管４の中心軸に一致し、鋼管４の貫通孔４４の上下に連通する位置に形成されている。尚、枠部材２は、図のように折り曲げて成形するものに限らず、それぞれ別体の上水平部２２、下水平部２３、背面部２１を溶接等により組み立ててもよい。   When the holes 24 and 25 formed in the upper horizontal portion 22 and the lower horizontal portion 23 of the frame member 2 are bent in the state shown in FIG. 2, the respective central axes coincide with the central axis of the steel pipe 4. The through hole 44 is formed at a position communicating with the upper and lower sides of the through hole 44. Note that the frame member 2 is not limited to be formed by bending as shown in the figure, and the separate upper horizontal portion 22, lower horizontal portion 23, and rear surface portion 21 may be assembled by welding or the like.

図３〜図５は、本発明の接合金物１の取付状態を示す。   3-5 shows the attachment state of the metal joint 1 of the present invention.

下端部が基礎に埋設され上端部が基礎の上方に突出しているアンカボルト８を、枠部材２の上下の孔２４，２５及び鋼管４の貫通孔４４に挿通する。アンカボルト８にはナット５が螺合され、枠部材２の上下の水平部２２，２３の上下両面を挟み込むようにナット５が取り付けられる。これにより、接合金物１が、アンカボルト８に固定され、すなわち、ダンパ部材３の一端辺側が基礎に固定される。   Anchor bolts 8 having a lower end embedded in the foundation and an upper end protruding above the foundation are inserted into the upper and lower holes 24 and 25 of the frame member 2 and the through hole 44 of the steel pipe 4. A nut 5 is screwed to the anchor bolt 8, and the nut 5 is attached so as to sandwich both upper and lower horizontal portions 22 and 23 of the frame member 2. Thereby, the metal joint 1 is fixed to the anchor bolt 8, that is, one end side of the damper member 3 is fixed to the foundation.

ナット５は、基礎に埋設されているアンカボルト８や、基礎に固定されたボルトに螺合されるものであり、小型ナット等が用いられる。   The nut 5 is screwed into the anchor bolt 8 embedded in the foundation or a bolt fixed to the foundation, and a small nut or the like is used.

枠部材２の背面部２１は、耐力壁１２の内側を支持する縦枠材７に固定される。縦枠材７は、例えば図５に示すようにリップ溝形鋼からなり、溝部７１の底面７２同士を当接させ、開口を外側に向けて立設されている。この底面７２に枠部材２の背面部２１を当接させ、小径孔２６から複数のドリルねじ６を取り付けて、縦枠材７に固定する。これにより、接合金物１が縦枠材７に固定され、すなわち、ダンパ部材３のもう一方の一端辺側が耐力壁１２に固定される。この場合、ドリルねじ６を用いることにより、縦枠材７にねじ孔等を設けなくても容易に取り付けることができ、施工性が向上する。   The back surface portion 21 of the frame member 2 is fixed to the vertical frame material 7 that supports the inside of the load bearing wall 12. For example, as shown in FIG. 5, the vertical frame member 7 is made of lip groove steel, and the bottom surfaces 72 of the groove portions 71 are brought into contact with each other, and the openings are erected with the openings facing outward. The back surface portion 21 of the frame member 2 is brought into contact with the bottom surface 72, and a plurality of drill screws 6 are attached from the small diameter holes 26 and fixed to the vertical frame material 7. Thereby, the metal joint 1 is fixed to the vertical frame member 7, that is, the other end side of the damper member 3 is fixed to the load bearing wall 12. In this case, by using the drill screw 6, the vertical frame member 7 can be easily attached without providing a screw hole or the like, and the workability is improved.

図５に示すように、耐力壁１２は、縦枠材７の外側に構造用合板１３等を固定して構成されるので、接合金物１を縦枠材７の幅よりも内側に納めることにより、接合金物１は、耐力壁１２の内部に収納される。そのため、接合金物１によって外観を損なうことがなく、設計上の制約が生じることもない。   As shown in FIG. 5, the load bearing wall 12 is configured by fixing the structural plywood 13 and the like to the outside of the vertical frame member 7, so that the joint hardware 1 is placed inside the width of the vertical frame member 7. The joint hardware 1 is housed inside the load bearing wall 12. Therefore, the appearance is not spoiled by the joint hardware 1 and design restrictions do not occur.

図６は、接合金物１を設けた耐力壁１２の外力による変形例を示す。（Ａ）に示すように、耐力壁１２の下部の左右両端部に、接合金物１が取り付けられる。前述のように、枠部材２の背面部２１が耐力壁１２の縦枠材７に固定され、基礎１１から突出したアンカボルト８が鋼管４に挿通されてナット５で固定されることにより、接合金物１は、耐力壁１２と基礎１１の間に固定される。   FIG. 6 shows a modification of the load bearing wall 12 provided with the joint hardware 1 due to an external force. As shown to (A), the joining metal object 1 is attached to the right-and-left both ends of the lower part of the load-bearing wall 12. FIG. As described above, the rear portion 21 of the frame member 2 is fixed to the vertical frame member 7 of the bearing wall 12, and the anchor bolt 8 protruding from the foundation 11 is inserted into the steel pipe 4 and fixed by the nut 5, thereby joining The hardware 1 is fixed between the bearing wall 12 and the foundation 11.

図６（Ｂ）に示すように、地震等による水平方向（例えば、図中右向き）の外力が耐力壁１２に作用すると、耐力壁１２は、例えば図の左側が上方に浮き上がる。このとき、左側の縦枠材７が上方に変位し、接合金物１に引張力が作用する。引張力が作用したときには、縦枠材７とともに枠部材２の背面部２１が上方に変位し、ダンパ部材３がせん断変形する。ダンパ部材３が変形することにより、外力によるエネルギーを吸収するので、図７（Ａ）に示すように、耐力壁１２自体はほとんど変形しない。図６（Ｂ）の反対方向、すなわち図の右側から左側向きの外力が作用したときには、図の右側の接合金物１について同様の変形が生じる。地震等による外力が、一次設計の耐力の範囲内であれば、左右交互に、ダンパ部材３の弾性範囲でのせん断変形を繰り返す。図６（Ｂ）に示すような大きな引張力が作用した場合には、ダンパ部材３がせん断降伏して大きく変形する。ダンパ部材３が極軟鋼で形成されているため、十分な変形量により外力のエネルギーが吸収され、制震効果が得られる。ダンパ部材３に用いる極軟鋼の強度や寸法を調整することにより、設計値に応じた適正な強度を有する接合部材１を構成することができる。この場合、ダンパ部材３の全外周を枠部材２と鋼管４で囲むように固定しているので、耐力壁１２と基礎１１との間に作用する引張力又は圧縮力によるエネルギーをダンパ部材３の全面で効率よく吸収でき、高い耐震及び制震効果を発揮することができる。   As shown in FIG. 6B, when an external force in the horizontal direction (for example, rightward in the figure) due to an earthquake or the like acts on the bearing wall 12, the left side of the bearing wall 12 is lifted upward, for example. At this time, the left vertical frame member 7 is displaced upward, and a tensile force acts on the metal joint 1. When a tensile force is applied, the back surface portion 21 of the frame member 2 is displaced upward together with the vertical frame member 7, and the damper member 3 undergoes shear deformation. When the damper member 3 is deformed, energy due to external force is absorbed, so that the bearing wall 12 itself hardly deforms as shown in FIG. When an external force acting in the opposite direction of FIG. 6B, that is, from the right side of the figure to the left side, the same deformation occurs in the metal joint 1 on the right side of the figure. If the external force due to an earthquake or the like is within the range of the proof stress of the primary design, the shear deformation in the elastic range of the damper member 3 is repeated alternately. When a large tensile force as shown in FIG. 6B is applied, the damper member 3 shears and yields and deforms greatly. Since the damper member 3 is made of extremely mild steel, the energy of the external force is absorbed by a sufficient amount of deformation, and a vibration control effect is obtained. By adjusting the strength and dimensions of the extra mild steel used for the damper member 3, the joining member 1 having an appropriate strength according to the design value can be configured. In this case, since the entire outer periphery of the damper member 3 is fixed so as to be surrounded by the frame member 2 and the steel pipe 4, the energy of the tensile force or the compressive force acting between the bearing wall 12 and the foundation 11 is transferred to the damper member 3. It can absorb efficiently over the entire surface and can exhibit high earthquake resistance and vibration control effects.

図７（Ａ）に示すように、本発明の接合金物１を用いることにより、エネルギー吸収量の低い耐力壁１２がほとんど変形することがなく、接合金物１により、効率的に外力によるエネルギーを吸収することができる。また、図７（Ｂ）に示すように、耐力壁の耐力に関わらず、設計値に応じた適正な強度を有する接合部材を用いることにより、無駄のない耐力壁構造物が得られる。   As shown in FIG. 7A, by using the metal joint 1 of the present invention, the bearing wall 12 having a low energy absorption amount hardly deforms, and the joint metal 1 efficiently absorbs energy from external force. can do. Further, as shown in FIG. 7B, a useless load bearing wall structure can be obtained by using a joining member having an appropriate strength according to the design value regardless of the bearing strength of the bearing wall.

図８及び図９は、本発明の接合金物の異なる実施形態を示す。図８は、ダンパ部材１４が波板状であり、その他の枠部材２や鋼管４の形態及び組立方法は前述の接合金物１と同様である。ダンパ部材１４を波板状にすることにより、接合金物全体の大きさを変えることなく、せん断変形するダンパ部材３の面積が広くなる。従って、縦枠材７とアンカボルト８との距離を増すことなく（偏芯を増大させることなく）、制震性能を向上させることができる。   8 and 9 show different embodiments of the joint metal of the present invention. In FIG. 8, the damper member 14 has a corrugated plate shape, and other frame members 2 and steel pipes 4 are in the same form and assembling method as the above-described joining hardware 1. By making the damper member 14 corrugated, the area of the damper member 3 that undergoes shear deformation is increased without changing the overall size of the joint hardware. Therefore, the vibration control performance can be improved without increasing the distance between the vertical frame member 7 and the anchor bolt 8 (without increasing the eccentricity).

図９は、枠部材２及び鋼管４にそれぞれ別体の板材１６，１６が固定され、２枚の板材１６，１６の間に、例えばウレタン等の樹脂やゴムなどの粘弾性体１７を介装させることによりダンパ部材１５が構成されているものである。粘弾性体１７の粘度や各板材１６，１６の幅寸法等を調整することにより、２枚の板材１６，１６同士を自在に変位させて外力を吸収させることができる。   In FIG. 9, separate plate members 16 and 16 are fixed to the frame member 2 and the steel pipe 4, respectively, and a viscoelastic body 17 such as a resin such as urethane or rubber is interposed between the two plate members 16 and 16. Thus, the damper member 15 is configured. By adjusting the viscosity of the viscoelastic body 17 and the width dimensions of the plate members 16 and 16, the two plate members 16 and 16 can be freely displaced to absorb external force.

本発明は、スチールハウスや、その他の小規模な耐力壁の構造物において、耐力壁と基礎との接合に適用できる。また、本発明の接合金物は、基礎とその上階の接合以外に、２階以上の各階の耐力壁同士の接合に用いても、制震効果を得ることができる。   The present invention can be applied to the joining of a load-bearing wall and a foundation in a steel house or other small-scale load-bearing wall structure. Moreover, even if it uses for the joining metal fittings of this invention for joining of the load-bearing walls of each floor of the 2nd floor or more besides joining of a foundation and its upper floor, it can acquire the vibration control effect.

本発明の実施の形態における組立前の分解斜視図。The disassembled perspective view before the assembly in embodiment of this invention. 図２に示す各部材の組立後の斜視図。The perspective view after the assembly of each member shown in FIG. 図１に示す接合金物が取り付けられた状態を示す正面図。The front view which shows the state in which the metal joint shown in FIG. 1 was attached. 図３のＡ−Ａ線から見た縦断面図。The longitudinal cross-sectional view seen from the AA line of FIG. 図３のＢ−Ｂ線から見た横断面図。FIG. 4 is a cross-sectional view taken along line BB in FIG. 3. 本発明を用いた耐力壁を示す説明図であり、（Ａ）は平常時の状態、（Ｂ）は地震時の変形状態を示す説明図。It is explanatory drawing which shows the bearing wall using this invention, (A) is a normal state, (B) is explanatory drawing which shows the deformation | transformation state at the time of an earthquake. 本発明による地震時の変形状態を示す説明図であり、（Ａ）は建物全体の変形を示す説明図、（Ｂ）は耐力壁及び接合金物の応力と変形の関係を示すグラフ。It is explanatory drawing which shows the deformation | transformation state at the time of the earthquake by this invention, (A) is explanatory drawing which shows a deformation | transformation of the whole building, (B) is a graph which shows the relationship between the stress of a load-bearing wall and a joint metal fitting, and a deformation | transformation. 本発明の異なる実施の形態を示す図であり、（Ａ）は正面図、（Ｂ）は（Ａ）のＣ−Ｃ線から見た横断面図。It is a figure which shows different embodiment of this invention, (A) is a front view, (B) is the cross-sectional view seen from CC line of (A). 本発明のさらに異なる実施の形態を示す図であり、（Ａ）は正面図、（Ｂ）は（Ａ）のＤ−Ｄ線から見た横断面図。It is a figure which shows further another embodiment of this invention, (A) is a front view, (B) is the cross-sectional view seen from the DD line | wire of (A). 従来の地震時の変形状態を示す説明図であり、（Ａ）は建物全体の変形を示す説明図、（Ｂ）は耐力壁及び接合金物の応力と変形の関係を示すグラフ。It is explanatory drawing which shows the deformation | transformation state at the time of the conventional earthquake, (A) is explanatory drawing which shows the deformation | transformation of the whole building, (B) is a graph which shows the relationship between the stress of a load-bearing wall and a joint metal fitting, and a deformation | transformation. ダンパ部材の２辺（左右）に枠材がある場合の応力伝達範囲を示す説明図であり、（Ａ）はダンパ部材の変形時の模式図、（Ｂ）はダンパ部材の取付例を示す概略図。It is explanatory drawing which shows the stress transmission range in case a frame material exists in two sides (right and left) of a damper member, (A) is a schematic diagram at the time of a deformation | transformation of a damper member, (B) is the outline which shows the example of attachment of a damper member Figure. ダンパ部材の４辺（全外周）に枠材がある場合の応力伝達範囲を示す説明図であり、（Ａ）はダンパ部材の変形時の模式図、（Ｂ）はダンパ部材の取付例を示す概略図。It is explanatory drawing which shows the stress transmission range in case there exists a frame material in four sides (all outer periphery) of a damper member, (A) is a schematic diagram at the time of a deformation | transformation of a damper member, (B) shows the example of attachment of a damper member. Schematic.

符号の説明Explanation of symbols

１ 接合金物
２ 枠部材
３ ダンパ部材
４ 鋼管
５ ナット
６ ドリルねじ
７ 縦枠材
８ アンカボルト
１１ 基礎
１２ 耐力壁
１３ 構造用合板
２１ 背面部
２２，２３ 水平部
２４，２５ 孔
２６ 小径孔
３１，４２ 上面
３２，３４，４１ 側面
３３，４３ 下面
４４ 貫通孔 DESCRIPTION OF SYMBOLS 1 Joining hardware 2 Frame member 3 Damper member 4 Steel pipe 5 Nut 6 Drill screw 7 Vertical frame material 8 Anchor bolt 11 Base 12 Bearing wall 13 Structural plywood 21 Back surface part 22, 23 Horizontal part 24, 25 Hole 26 Small diameter hole 31, 42 Upper surface 32, 34, 41 Side surface 33, 43 Lower surface 44 Through hole

Claims (10)

耐力壁と基礎とを接合する接合金物であって、
前記耐力壁と前記基礎との間に引張力又は圧縮力が作用した際に、前記引張力又は圧縮力によるエネルギーを面内方向におけるせん断変形で吸収する板状のダンパ部材と、前記ダンパ部材の外周を囲んで配置され、前記耐力壁及び前記基礎への取付部を有する枠体とを備え、
前記ダンパ部材が矩形状の板材であり、
前記枠体は、前記ダンパ部材の任意の一辺に固定された円管状の鋼管と、前記ダンパ部材の残りの三辺に固定されたコ字状の枠部材とからなることを特徴とする、耐力壁用接合金物。 A metal fitting for joining the bearing wall and the foundation,
A plate-like damper member that absorbs energy due to the tensile force or compressive force by shear deformation in an in-plane direction when a tensile force or compressive force acts between the bearing wall and the foundation; and A frame body that is disposed around an outer periphery and has a mounting portion to the bearing wall and the foundation ;
The damper member is a rectangular plate;
The frame body is composed of a circular steel pipe fixed to an arbitrary side of the damper member and a U-shaped frame member fixed to the remaining three sides of the damper member. Wall joint hardware. 前記ダンパ部材の降伏点が、前記枠体の降伏点よりも低いことを特徴とする、請求項１に記載の耐力壁用接合金物。   The yield strength wall joint metal fitting according to claim 1, wherein a yield point of the damper member is lower than a yield point of the frame body. 前記ダンパ部材が極軟鋼により形成され、前記枠体が普通鋼又は高張力鋼により形成されていることを特徴とする、請求項１または２に記載の耐力壁用接合金物。   The bearing member according to claim 1 or 2, wherein the damper member is made of ultra-soft steel, and the frame is made of plain steel or high-tensile steel. 前記枠体の内周面は、前記ダンパ部材の外周面と溶接により固定されていることを特徴とする、請求項１〜３のいずれか１項に記載の耐力壁用接合金物。   The bearing wall joint metal fitting according to any one of claims 1 to 3, wherein an inner circumferential surface of the frame body is fixed to an outer circumferential surface of the damper member by welding. 前記枠部材が前記耐力壁に固定され、前記鋼管が前記基礎に固定されることを特徴とする、請求項１〜４のいずれか１項に記載の耐力壁用接合金物。 The joint member for a bearing wall according to any one of claims 1 to 4, wherein the frame member is fixed to the bearing wall, and the steel pipe is fixed to the foundation . 前記耐力壁に取り付けられるファスナ部材用の複数の小径孔が、前記枠部材にあけられていることを特徴とする、請求項５に記載の耐力壁用接合金物。 The metal fitting for a load bearing wall according to claim 5, wherein a plurality of small-diameter holes for fastener members attached to the load bearing wall are formed in the frame member . 前記ファスナ部材がドリルねじであることを特徴とする、請求項６に記載の耐力壁用接合金物。 The load-bearing wall joint hardware according to claim 6 , wherein the fastener member is a drill screw . 前記鋼管にアンカボルトを通し、ナットで締め付けることにより、前記鋼管が前記基礎に固定されることを特徴とする、請求項５〜７のいずれか１項に記載の耐力壁用接合金物。 The metal fitting for a load-bearing wall according to any one of claims 5 to 7, wherein the steel pipe is fixed to the foundation by passing an anchor bolt through the steel pipe and tightening with an nut . 耐力壁と基礎とを接合するに際し、前記耐力壁の内部に収納されることを特徴とする、請求項１〜８のいずれか１項に記載の耐力壁用接合金物。 The jointing hardware for a bearing wall according to any one of claims 1 to 8, wherein the bearing wall is housed inside the bearing wall when the bearing wall and the foundation are joined . 耐力壁と基礎とを請求項１〜９のいずれか１項に記載の耐力壁用接合金物で接合した制震構造であって、A damping structure in which the bearing wall and the foundation are joined by the bearing wall joint hardware according to any one of claims 1 to 9,
前記耐力壁に所定の大きさを超える外力が作用したときに、前記ダンパ部材がせん断変形することにより、前記耐力壁と前記基礎との間に作用する引張力又は圧縮力によるエネルギーを吸収することを特徴とする、制震構造。  When an external force exceeding a predetermined size is applied to the load bearing wall, the damper member is subjected to shear deformation, thereby absorbing energy due to a tensile force or a compressive force acting between the load bearing wall and the foundation. A vibration control structure characterized by
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