JP5336145B2 - Damping structure and building with damping structure - Google Patents

Damping structure and building with damping structure Download PDF

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JP5336145B2
JP5336145B2 JP2008263695A JP2008263695A JP5336145B2 JP 5336145 B2 JP5336145 B2 JP 5336145B2 JP 2008263695 A JP2008263695 A JP 2008263695A JP 2008263695 A JP2008263695 A JP 2008263695A JP 5336145 B2 JP5336145 B2 JP 5336145B2
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stopper
stress transmission
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viscoelastic
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雅史 山本
義弘 太田
恭章 平川
孝行 曽根
満 竹内
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株式会社竹中工務店
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本発明は、粘弾性ダンパと鋼製耐震壁とを用いた制震構造、及び制震構造を有する建物に関する。   The present invention relates to a vibration control structure using a viscoelastic damper and a steel shear wall, and a building having the vibration control structure.

鋼製耐震壁としては、鋼板を波形形状に加工した波形鋼板を、その折り筋を横にして架構の構面に配置した波形鋼板耐震壁が提案されている(例えば、特許文献1)。この波形鋼板耐震壁は、上下方向にアコーディオンのように伸縮するため鉛直力を負担しないが、水平せん断力に対しては抵抗可能であり、せん断剛性・せん断耐力を確保しつつ優れた変形性能を有している。更に、せん断剛性及び強度については、鋼板の材質強度、板厚、重ね合わせ枚数、波形のピッチ、波高等を変えることにより調整可能であり、剛性及び設計強度の自由度が高い耐震壁を実現している。   As a steel earthquake resistant wall, a corrugated steel earthquake resistant wall has been proposed in which a corrugated steel sheet obtained by processing a steel sheet into a corrugated shape is disposed on the construction surface of the frame with its crease being lateral (for example, Patent Document 1). This corrugated steel shear wall does not bear vertical force because it extends and contracts like an accordion in the vertical direction, but it can resist horizontal shearing force and has excellent deformation performance while ensuring shear rigidity and shear strength. Have. Furthermore, the shear rigidity and strength can be adjusted by changing the material strength, thickness, number of overlapping sheets, corrugation pitch, wave height, etc. of the steel sheet, realizing a shear wall with a high degree of freedom in rigidity and design strength. ing.

一方、鋼製耐震壁と粘弾性ダンパとを直列結合して構成された複合型ダンパが知られている(例えば、特許文献2)。この複合型ダンパは、架構の構面に配置され、粘弾性ダンパと鋼製耐震壁とをボルトによって連結して構成されている。粘弾性ダンパと鋼製耐震壁とを連結するボルトは、ボルト孔の中心に配置されており、ボルト孔の内壁とボルトの側壁との間にクリアランスが設けられている。これにより、風等の小振幅振動では、クリアランスの範囲内で粘弾性ダンパが機能して微振動が低減される。一方、地震等の大振幅振動では、ボルトの側壁がボルト孔の内壁に接して鋼製耐震壁に水平力が伝達され、当該鋼製耐震壁が機能して振動が低減される。   On the other hand, a composite damper configured by connecting a steel shear wall and a viscoelastic damper in series is known (for example, Patent Document 2). This composite damper is arranged on a frame surface of a frame and is configured by connecting a viscoelastic damper and a steel earthquake resistant wall with bolts. The bolt that connects the viscoelastic damper and the steel earthquake resistant wall is disposed at the center of the bolt hole, and a clearance is provided between the inner wall of the bolt hole and the side wall of the bolt. Thereby, in the case of small amplitude vibration such as wind, the viscoelastic damper functions within the range of the clearance and the fine vibration is reduced. On the other hand, in a large amplitude vibration such as an earthquake, the side wall of the bolt is in contact with the inner wall of the bolt hole and a horizontal force is transmitted to the steel earthquake resistant wall, and the steel earthquake resistant wall functions to reduce the vibration.

ここで、大地震等により鋼製耐震壁が大きく塑性変形すると、鋼製耐震壁に残留変形が生じる。この残留変形により、ボルトがボルト孔の中心位置まで戻りきらず、ボルトの左側壁とボルト孔の内壁との間のクリアランスと、ボルトの右側壁とボルトの内壁との間のクリアランスに差が生じる。このようにボルトの左右のクリアランスに差が生じると、特定方向の微振動に対して、ボルトの側壁がボルト孔の内壁に早期に接するため粘弾性体の変形量が小さくなる。また、残留変形の大きさによっては粘弾性体の変形量がゼロになり、初期状態と比較して粘弾性ダンパによる振動低減効果の低下を招いてしまう。
特開2005−264713号公報 特開2007−247733号公報
Here, when a steel earthquake-resistant wall is greatly plastically deformed due to a large earthquake or the like, residual deformation occurs in the steel earthquake-resistant wall. Due to this residual deformation, the bolt does not return to the center position of the bolt hole, and a difference occurs between the clearance between the left side wall of the bolt and the inner wall of the bolt hole and the clearance between the right side wall of the bolt and the inner wall of the bolt. When the difference between the left and right clearances of the bolt is generated in this way, the amount of deformation of the viscoelastic body is reduced because the side wall of the bolt comes into contact with the inner wall of the bolt hole at an early stage with respect to slight vibration in a specific direction. Further, depending on the magnitude of the residual deformation, the deformation amount of the viscoelastic body becomes zero, and the vibration reduction effect by the viscoelastic damper is reduced compared to the initial state.
JP 2005-264713 A JP 2007-247733 A

本発明は、上記の事実を考慮し、鋼製耐震壁に水平力が伝達されるまでの距離を調整できる制震構造、及び制震構造を有する建物を提供することを目的とする。   In view of the above facts, an object of the present invention is to provide a vibration control structure capable of adjusting a distance until a horizontal force is transmitted to a steel earthquake resistant wall, and a building having the vibration control structure.

請求項1に記載の制震構造は、架構を構成する上下の水平部材の何れか一方に固定される鋼製耐震壁と、上下の前記水平部材の何れか他方と前記鋼製耐震壁とに固定された粘弾性ダンパと、前記架構を構成する柱に設けられ又は前記柱と前記鋼製耐震壁との間に位置し上下の前記水平部材の何れか他方に直接固定され、前記鋼製耐震壁に取り付けられた応力伝達部と間を空けて配置されると共に該応力伝達部に接して前記鋼製耐震壁に水平力を伝達するストッパ部と、前記応力伝達部及び前記ストッパ部の少なくとも一方に設けられ、前記応力伝達部と前記ストッパ部との間の距離を変える調整機構と、を備えている。 The seismic control structure according to claim 1 includes a steel earthquake-resistant wall fixed to one of upper and lower horizontal members constituting the frame, one of the upper and lower horizontal members, and the steel earthquake-resistant wall. A fixed viscoelastic damper and a pillar constituting the frame, or positioned between the pillar and the steel earthquake-resistant wall, and directly fixed to one of the upper and lower horizontal members; A stopper portion that is arranged to be spaced apart from a stress transmission portion attached to the wall and that is in contact with the stress transmission portion and transmits a horizontal force to the steel seismic wall; and at least one of the stress transmission portion and the stopper portion And an adjustment mechanism that changes the distance between the stress transmission portion and the stopper portion.

上記の構成によれば、風や地震等により上下の水平部材に相対変位が生じると、応力伝達部に対してストッパ部が近づいたり離れたりして粘弾性ダンパが機能して振動が低減される。一方、応力伝達部にストッパ部が接すると、ストッパ部から鋼製耐震壁に水平力が伝達され、鋼製耐震壁が機能して振動が低減される。これにより、風等の小振幅振動を粘弾性ダンパで低減することができると共に、地震等の大振幅振動を鋼製耐震壁で低減することができる。   According to the above configuration, when relative displacement occurs between the upper and lower horizontal members due to wind, earthquake, or the like, the stopper portion approaches or separates from the stress transmission portion, and the viscoelastic damper functions to reduce vibration. . On the other hand, when the stopper portion comes into contact with the stress transmission portion, a horizontal force is transmitted from the stopper portion to the steel earthquake resistant wall, and the steel earthquake resistant wall functions to reduce vibration. Thereby, while being able to reduce small amplitude vibrations, such as a wind, with a viscoelastic damper, large amplitude vibrations, such as an earthquake, can be reduced with a steel earthquake-resistant wall.

また、この制震構造は、ストッパ部と応力伝達部との間の距離を変える調整機構を備えている。従って、大地震等により鋼製耐震壁に残留変形が生じても、調整機構によりストッパ部と応力伝達部との間の距離を変えることで、この距離を適正な値に調整することができる。よって、鋼製耐震壁を交換せずに、粘弾性ダンパの制震性能を確保できる。   In addition, this vibration control structure includes an adjustment mechanism that changes the distance between the stopper portion and the stress transmission portion. Therefore, even if residual deformation occurs in the steel shear wall due to a large earthquake or the like, this distance can be adjusted to an appropriate value by changing the distance between the stopper portion and the stress transmission portion by the adjusting mechanism. Therefore, the damping performance of the viscoelastic damper can be ensured without replacing the steel shear wall.

請求項2の記載の制震構造は、請求項1に記載の制震構造において、前記応力伝達部及び前記ストッパ部の何れか一方は、前記応力伝達部及び前記ストッパ部の何れか他方に向かって突出されると共に前記応力伝達部及び前記ストッパ部の何れか他方に接して前記鋼製耐震壁に水平力を伝達する突出部材を備え、前記調整機構が、前記突出部材に設けられ、該突出部材の突出量を変えるネジ機構である。   The vibration control structure according to claim 2 is the vibration control structure according to claim 1, wherein either one of the stress transmission part and the stopper part faces the other of the stress transmission part and the stopper part. A projecting member that is in contact with one of the stress transmitting portion and the stopper portion and transmits a horizontal force to the steel earthquake resistant wall, and the adjustment mechanism is provided on the projecting member, This is a screw mechanism that changes the protruding amount of the member.

上記の構成によれば、応力伝達部及びストッパ部の何れか一方は、突出部材を備えている。この突出部材は、応力伝達部及びストッパ部の何れか他方に接して鋼製耐震壁に水平力を伝達する。また、突出部材にはネジ機構が設けられており、このネジ機構により当接部材の突出量を変えることで、応力伝達部とストッパ部との間の距離を調整することができる。   According to said structure, any one of a stress transmission part and a stopper part is provided with the protrusion member. This projecting member is in contact with either one of the stress transmission part and the stopper part and transmits a horizontal force to the steel earthquake-resistant wall. Further, the protruding member is provided with a screw mechanism, and the distance between the stress transmitting portion and the stopper portion can be adjusted by changing the protruding amount of the contact member by this screw mechanism.

また、水平力が作用する方向と異なる方向にネジを回転させるため、突出部材の突出量を容易に調整することができる。   Further, since the screw is rotated in a direction different from the direction in which the horizontal force acts, the protruding amount of the protruding member can be easily adjusted.

請求項3に記載の制震構造は、架構を構成する上下の水平部材の何れか一方に固定される鋼製耐震壁と、上下の前記水平部材の何れか他方と前記鋼製耐震壁とに固定された粘弾性ダンパと、前記架構に設けられ、前記鋼製耐震壁に取り付けられた応力伝達部と間を空けて配置されると共に該応力伝達部に接して前記鋼製耐震壁に水平力を伝達するストッパ部と、前記応力伝達部及び前記ストッパ部の少なくとも一方に設けられ、前記応力伝達部と前記ストッパ部との間の距離を変える調整機構と、を備え、前記調整機構が、前記応力伝達部及び前記ストッパ部の何れか一方に、上下方向にスライド可能に設けられ該スライド方向に対して傾斜する第1斜面部と、前記応力伝達部及び前記ストッパ部の何れか他方に設けられ、前記第1斜面部と対向すると共に前記第1斜面部に接して前記鋼製耐震壁に水平力を伝達する第2斜面部と、を有している。 According to a third aspect of the present invention, there is provided a seismic control structure comprising: a steel seismic wall fixed to any one of the upper and lower horizontal members constituting the frame; and the other one of the upper and lower horizontal members and the steel seismic wall. A fixed viscoelastic damper and a stress transmission part provided on the frame and attached to the steel earthquake-resistant wall are spaced apart from each other and in contact with the stress transmission part, a horizontal force is applied to the steel earthquake-resistant wall. And an adjustment mechanism that is provided on at least one of the stress transmission part and the stopper part and changes a distance between the stress transmission part and the stopper part, and the adjustment mechanism includes the Provided on either one of the stress transmission part and the stopper part, the first slope part that is slidable in the vertical direction and is inclined with respect to the sliding direction, and the other of the stress transmission part and the stopper part. , The first slope portion and And a, a second inclined surface portion for transmitting a horizontal force to the steel shear walls in contact with the first inclined surface portion as well as direction.

上記の構成によれば、調整機構が、第1斜面部及び第2斜面部を備えている。第1斜面部は、応力伝達部及びストッパ部の何れか一方に、上下方向にスライド可能に設けられ、当該スライド方向に対して傾斜する斜面を有している。一方、第2斜面部は、応力伝達部及びストッパ部の何れか他方に設けられ、第1斜面部と対向する斜面を有し、当該第2斜面部が第1斜面部に接することで鋼製耐震壁に水平力が伝達される。ここで、第1斜面部のスライド量を変えることにより、第1斜面部と第2斜面部との間の距離が変わるため、応力伝達部とストッパ部との間の距離を調整することができる。     According to said structure, the adjustment mechanism is provided with the 1st slope part and the 2nd slope part. The first slope portion is provided on any one of the stress transmission portion and the stopper portion so as to be slidable in the vertical direction, and has a slope inclined with respect to the slide direction. On the other hand, the second slope portion is provided on one of the stress transmission portion and the stopper portion, has a slope facing the first slope portion, and the second slope portion is made of steel by contacting the first slope portion. Horizontal force is transmitted to the seismic wall. Here, since the distance between the first slope portion and the second slope portion is changed by changing the sliding amount of the first slope portion, the distance between the stress transmission portion and the stopper portion can be adjusted. .

また、第1斜面部には、当該第1斜面部に対向する第2斜面部から水平力が作用する。ここで、第2斜面部は、スライド方向に対して傾斜する第1斜面部に対向するため、第1斜面部にはスライド方向と異なる方向に水平力が作用し、第1斜面部のスライド方向には、第1斜面部の傾斜の度合いに応じた水平力の分力が作用する。従って、水平力が作用する方向と第1斜面部のスライド方向とが一致する場合と比較して、第1斜面部のスライド方向に作用する応力が小さくなる。これにより、例えば、ボルト等の締め付け力によって第1斜面部のスライドを規制する場合、ボルト等の締め付け力が小さくて良くなり、当該ボルト等による第1斜面部のスライドの規制及び当該規制の解除が容易となり、応力伝達部とストッパ部との間の距離の調整の手間を低減できる。   In addition, a horizontal force acts on the first slope portion from the second slope portion facing the first slope portion. Here, since the second inclined surface portion faces the first inclined surface portion that is inclined with respect to the sliding direction, a horizontal force acts on the first inclined surface portion in a direction different from the sliding direction, and the sliding direction of the first inclined surface portion. A horizontal force component according to the degree of inclination of the first slope portion acts on the. Therefore, compared to the case where the direction in which the horizontal force acts and the sliding direction of the first slope portion coincide, the stress acting in the sliding direction of the first slope portion is reduced. Thereby, for example, when the slide of the first slope portion is regulated by the tightening force of a bolt or the like, the tightening force of the bolt or the like may be small, and the regulation of the slide of the first slope portion by the bolt or the like is released. It becomes easy, and the effort of the adjustment of the distance between a stress transmission part and a stopper part can be reduced.

請求項4に記載の制震構造は、請求項1に記載の制震構造において、前記調整機構が、前記応力伝達部及び前記ストッパ部の少なくとも一方に設けられ、積層枚数により前記応力伝達部と前記ストッパ部との間の距離を調整可能な調整板である。   The damping structure according to claim 4 is the damping structure according to claim 1, wherein the adjustment mechanism is provided in at least one of the stress transmission part and the stopper part, and the stress transmission part depends on the number of stacked layers. It is an adjustment board which can adjust the distance between the stopper parts.

上記の構成によれば、調整機構が調整板を備えている。調整板は、応力伝達部及びストッパ部の少なくとも一方に設けられている。調整機構は、調整板の積層枚数を増減させることで、応力伝達部とストッパ部との間の距離を調整することができる。   According to the above configuration, the adjustment mechanism includes the adjustment plate. The adjustment plate is provided on at least one of the stress transmission part and the stopper part. The adjustment mechanism can adjust the distance between the stress transmission portion and the stopper portion by increasing or decreasing the number of adjustment plates stacked.

請求項5に記載の制震構造は、請求項1〜4の何れか1項に記載の制震構造において、前記粘弾性ダンパは、上下の前記水平部材の何れか他方に固定される固定部材と、前記鋼製耐震壁に固定され前記固定部材と相対変位可能に連結される把持部材と、前記固定部材及び前記把持部材の何れか一方に固定されると共に前記固定部材と前記把持部材との間でせん断変形可能に把持される粘弾性体と、を備えている。   The vibration control structure according to claim 5 is the vibration control structure according to any one of claims 1 to 4, wherein the viscoelastic damper is fixed to one of the upper and lower horizontal members. A holding member fixed to the steel earthquake resistant wall and connected to the fixing member so as to be relatively displaceable, and fixed to one of the fixing member and the holding member, and the fixing member and the holding member And a viscoelastic body gripped so as to be capable of shear deformation.

上記の構成によれば、粘弾性ダンパは、固定部材、把持部材、及び粘弾性体を備えて構成されている。固定部材は上下の水平部材の何れか他方に固定されており、把持部材は鋼製耐震壁に固定されている。これらの固定部材及び把持部材は、相対変位可能連結されており、また、固定部材及び把持部材の何れか一方には粘弾性体が固定されている。粘弾性体は、固定部材と把持部材との間で把持され、これらの固定部材及び把持部材が相対変位することでせん断変形する。   According to said structure, the viscoelastic damper is comprised including the fixing member, the holding member, and the viscoelastic body. The fixing member is fixed to one of the upper and lower horizontal members, and the gripping member is fixed to the steel earthquake resistant wall. The fixing member and the gripping member are connected so as to be relatively displaceable, and a viscoelastic body is fixed to one of the fixing member and the gripping member. The viscoelastic body is gripped between the fixing member and the gripping member, and is shear-deformed by relative displacement of the fixing member and the gripping member.

ここで、粘弾性体は、固定部材及び把持部材の何れか一方に固定されている。仮に粘弾性体が固定部材に固定されている場合、固定部材と把持部材との相対変位量が大きくなり、粘弾性体に作用するせん断力が把持部材と粘弾性体の間に発生している静止摩擦力を超えると、把持部材に固定されていた粘弾性体がせん断変形した状態のまま把持部材上をスライドする。このとき、粘弾性体に作用するせん断力は、把持部材と粘弾性体の間に発生する動摩擦力に等しい。これにより、粘弾性体の変形量・せん断力を所定の範囲内に収めることができ、粘弾性体の破損、損傷が防止される。   Here, the viscoelastic body is fixed to one of the fixing member and the gripping member. If the viscoelastic body is fixed to the fixing member, the relative displacement amount between the fixing member and the gripping member increases, and a shearing force acting on the viscoelastic body is generated between the gripping member and the viscoelastic body. When the static frictional force is exceeded, the viscoelastic body fixed to the gripping member slides on the gripping member while being sheared. At this time, the shearing force acting on the viscoelastic body is equal to the dynamic friction force generated between the gripping member and the viscoelastic body. Thereby, the deformation amount and shearing force of the viscoelastic body can be kept within a predetermined range, and breakage and damage of the viscoelastic body are prevented.

また、鋼製耐震壁に残留変形が生じた場合、粘弾性体が初期状態(変形量ゼロ)に戻りきらず、せん断変形した状態のままで固定部材と把持部材との間で保持される場合がある。このように粘弾性体がせん断変形した状態のまま保持されると、次に地震等が発生したときに、初期状態と比較して粘弾性体の変形可能量が小さくなり、粘弾性体における振動エネルギー吸収量が低下する。この場合、固定部材と把持部材との連結力を緩め、粘弾性体に対する面圧力を小さくすることで、静止摩擦力によって把持部材に固定されていた粘弾性体が開放され、粘弾性体のせん断変形量をゼロに戻すことができる。これにより、初期状態と同様の減衰効果を得ることができる。   In addition, when residual deformation occurs in the steel shear wall, the viscoelastic body may not be returned to the initial state (zero deformation amount) and may be held between the fixed member and the gripping member in a state of shear deformation. is there. If the viscoelastic body is held in a state of shear deformation in this way, the next time an earthquake or the like occurs, the deformable amount of the viscoelastic body becomes smaller than the initial state, and vibrations in the viscoelastic body Energy absorption is reduced. In this case, by loosening the coupling force between the fixing member and the gripping member and reducing the surface pressure on the viscoelastic body, the viscoelastic body fixed to the gripping member by the static frictional force is released, and the viscoelastic body is sheared. The amount of deformation can be returned to zero. Thereby, the same attenuation effect as the initial state can be obtained.

請求項6に記載の制震構造は、請求項1〜5の何れか1項に記載の制震構造において、前記鋼製耐震壁が波形鋼板である。   The vibration-damping structure according to claim 6 is the vibration-damping structure according to any one of claims 1 to 5, wherein the steel earthquake-resistant wall is a corrugated steel plate.

上記の構成によれば、上下の水平部材に層間変形が生じて応力伝達部にストッパ部が接すると、波形鋼板に水平力が伝達され、波形鋼板がせん断変形する。これにより、波形鋼板が水平力に抵抗し、耐震効果を発揮する。また、水平力に対して波形鋼板が降伏するように設計することで、鋼板の履歴エネルギーによって振動エネルギーが吸収され、制振効果を発揮する。従って、耐震性能・制震性能に優れた制震構造を実現できる。   According to said structure, when an interlayer deformation | transformation arises in an up-and-down horizontal member and a stopper part touches a stress transmission part, a horizontal force will be transmitted to a corrugated steel plate and a corrugated steel plate will carry out a shear deformation. Thereby, a corrugated steel plate resists a horizontal force, and exhibits an earthquake resistance effect. Moreover, by designing the corrugated steel sheet to yield with respect to the horizontal force, the vibration energy is absorbed by the hysteresis energy of the steel sheet, and the damping effect is exhibited. Therefore, it is possible to realize a seismic control structure with excellent seismic performance and control performance.

請求項7に記載の建物は、請求項1〜6の何れか1項に記載の制震構造を備えている。   The building of Claim 7 is equipped with the damping structure of any one of Claims 1-6.

上記の構成によれば、請求項1〜6の何れか1項に記載の制震構造を有することで、制震性能に優れた建物を構築することができる。   According to said structure, the building excellent in the damping performance can be constructed | assembled by having the damping structure of any one of Claims 1-6.

本発明は、上記の構成としたので、鋼製耐震壁に水平力が伝達されるまでの距離を調整できる。   Since this invention was set as said structure, the distance until a horizontal force is transmitted to a steel earthquake-resistant wall can be adjusted.

図面を参照しながら本発明の実施形態に係る制震構造、及び制震構造を有する建物について説明する。以下、本発明に係る制震構造を鉄骨造の建物に適用した場合を例に説明するが、本発明の制震構造は、鉄筋コンクリート造、鉄骨鉄筋コンクリート造、プレキャストコンクリート造等の種々の構造の建物に適用可能である。   A vibration control structure according to an embodiment of the present invention and a building having the vibration control structure will be described with reference to the drawings. Hereinafter, the case where the vibration control structure according to the present invention is applied to a steel structure building will be described as an example. The vibration control structure of the present invention is a building having various structures such as a reinforced concrete structure, a steel reinforced concrete structure, a precast concrete structure, and the like. It is applicable to.

先ず、本発明の実施形態に係る制震構造10の構成について説明する。   First, the structure of the damping structure 10 which concerns on embodiment of this invention is demonstrated.

図1及び図2に示すように、制震構造10は、波形鋼板耐震壁22(鋼製耐震壁)及び粘弾性ダンパ40を備えている。波形鋼板耐震壁22は、波形鋼板24と、波形鋼板24の外周を囲む枠体26と、から構成されており、角型鋼管からなる左右の柱12、14とH型鋼からなる上下の梁16、18(水平部材)とから構成される架構20の構面に設置されている。波形鋼板24は、鋼板を波形形状に折り曲げ加工して構成されており、その折り筋を横(折り筋の向きを横方向)にして架構20の構面に配置されている。波形鋼板24の材料としては、普通鋼(例えば、SM490、SS400等))や低降伏点鋼(例えば、LY225等)等が用いられる。   As shown in FIGS. 1 and 2, the vibration control structure 10 includes a corrugated steel earthquake resistant wall 22 (steel earthquake resistant wall) and a viscoelastic damper 40. The corrugated steel shear wall 22 is composed of a corrugated steel plate 24 and a frame body 26 that surrounds the outer periphery of the corrugated steel plate 24. The left and right columns 12 and 14 made of square steel pipes and the upper and lower beams 16 made of H-shaped steel. , 18 (horizontal member). The corrugated steel sheet 24 is configured by bending a steel sheet into a corrugated shape, and is disposed on the surface of the frame 20 with the crease being lateral (the direction of the crease is lateral). As the material of the corrugated steel sheet 24, ordinary steel (for example, SM490, SS400, etc.), low yield point steel (for example, LY225, etc.) or the like is used.

波形鋼板24の左右の端部には、鋼製の縦フランジ28A、28Bがそれぞれ設けられている。この縦フランジ28A、28Bはプレート状に形成されており、波形鋼板24の左右の端部に沿って溶接固定されている。また、波形鋼板24の上下の端部には、鋼製の横フランジ30A、30Bがそれぞれ設けられている。この横フランジ30A、30Bは、波形鋼板24の上下の端部に沿って溶接固定されている。これらの縦フランジ28A、28B及び横フランジ30A、30Bは、各々の端部同士が溶接等によって接合されており、これによって波形鋼板24の外周部を囲む枠体26が構成されている。
なお、枠体26を構成する縦フランジ28A、28B及び横フランジ30A、30Bは、プレート状に限らず、H型鋼、L型鋼、チャネル鋼等で構成しても良い。
Steel vertical flanges 28 </ b> A and 28 </ b> B are respectively provided on the left and right ends of the corrugated steel sheet 24. The vertical flanges 28 </ b> A and 28 </ b> B are formed in a plate shape, and are fixed by welding along the left and right ends of the corrugated steel plate 24. Further, steel lateral flanges 30 </ b> A and 30 </ b> B are respectively provided at the upper and lower ends of the corrugated steel sheet 24. The horizontal flanges 30 </ b> A and 30 </ b> B are welded and fixed along the upper and lower ends of the corrugated steel plate 24. The end portions of the vertical flanges 28A and 28B and the horizontal flanges 30A and 30B are joined to each other by welding or the like, thereby forming a frame body 26 that surrounds the outer peripheral portion of the corrugated steel plate 24.
The vertical flanges 28A and 28B and the horizontal flanges 30A and 30B constituting the frame body 26 are not limited to plate shapes, and may be formed of H-shaped steel, L-shaped steel, channel steel, or the like.

図2に示すように、横フランジ30B及び下の梁18のフランジ部18Aには、それぞれの長手方向に沿って所定の間隔で貫通孔32、34が形成されている。これらの貫通孔32、34に貫通されるボルト36及びナット38によって下の梁18と横フランジ30Bとが接合され、これにより下の梁18から波形鋼板24に水平力が伝達可能とされている。   As shown in FIG. 2, through holes 32 and 34 are formed in the lateral flange 30 </ b> B and the flange portion 18 </ b> A of the lower beam 18 at predetermined intervals along the respective longitudinal directions. The lower beam 18 and the lateral flange 30B are joined to each other by the bolts 36 and nuts 38 that pass through the through holes 32 and 34, so that a horizontal force can be transmitted from the lower beam 18 to the corrugated steel plate 24. .

波形鋼板耐震壁22の上部には、粘弾性ダンパ40に設けられている。図4に示すように、粘弾性ダンパ40は、上の梁16(図1参照)の下面に固定される固定部材42と、波形鋼板耐震壁22に固定され固定部材42と対向すると共に固定部材42と相対変位可能に連結される一対の把持部材44、46と、固定部材42と把持部材44、46との間でせん断変形可能に把持される粘弾性体48と、を備えている。   A viscoelastic damper 40 is provided above the corrugated steel earthquake resistant wall 22. As shown in FIG. 4, the viscoelastic damper 40 includes a fixing member 42 fixed to the lower surface of the upper beam 16 (see FIG. 1), a fixing member 42 fixed to the corrugated steel shear wall 22 and facing the fixing member 42. And a viscoelastic body 48 that is held between the fixed member 42 and the gripping members 44 and 46 so as to be capable of shearing deformation.

鋼製の固定部材42は、梁16の下面に接合される取付フランジ50と、粘弾性体48を支持固定する固定板52とを接合して構成され、断面T字型に形成されている。板状に形成された取付フランジ50及び上の梁16のフランジ部16A(図2参照)には、それぞれの長手方向に沿って所定の間隔で貫通孔54、56が形成されている。これらの貫通孔54、56に貫通されるボルト36及びナット38によって上の梁16と取付フランジ50とが接合され、これにより上の梁16に固定部材42が固定される。   The steel fixing member 42 is formed by joining a mounting flange 50 joined to the lower surface of the beam 16 and a fixing plate 52 that supports and fixes the viscoelastic body 48, and has a T-shaped cross section. Through holes 54 and 56 are formed in the mounting flange 50 formed in a plate shape and the flange portion 16A (see FIG. 2) of the upper beam 16 at predetermined intervals along the respective longitudinal directions. The upper beam 16 and the mounting flange 50 are joined to each other by the bolts 36 and nuts 38 penetrating through the through holes 54 and 56, whereby the fixing member 42 is fixed to the upper beam 16.

板状に形成された固定板52の両面は、粘弾性体48がそれぞれ接着固定される接着面52A、52Bとされており、接着面52A、52Bに粘弾性体48が加硫接着等により接着固定される。また、固定板52及び粘弾性体48には、それぞれの長手方向(水平方向)に延びる長孔62、48Aが形成されており、これらの長孔62、48Aには後述する長ボルト68が貫通される。
なお、粘弾性体48の材料としては、例えば、ジエン系ゴム、ブチル系ゴム、アクリル系、ウレタンアスファルト系ゴム等を用いることができる。
Both surfaces of the plate-shaped fixing plate 52 are bonded surfaces 52A and 52B to which the viscoelastic body 48 is bonded and fixed, and the viscoelastic body 48 is bonded to the bonded surfaces 52A and 52B by vulcanization bonding or the like. Fixed. The fixing plate 52 and the viscoelastic body 48 are formed with long holes 62 and 48A extending in the respective longitudinal directions (horizontal directions), and long bolts 68 to be described later pass through the long holes 62 and 48A. Is done.
As a material of the viscoelastic body 48, for example, diene rubber, butyl rubber, acrylic, urethane asphalt rubber, or the like can be used.

固定板52の厚さ方向両側には、把持部材44、46が配置される。把持部材44と把持部材46とは同一構成とされており、固定板52を間に挟んで対称に配置されている。把持部材44、46は、固定板52に対向する把持板58、60をそれぞれ備えている。把持板58、60の固定板52側の面は粗面化処理が施され、摩擦係数が大きくされた摩擦面58A、60Aとされている。また、把持板58、60には、それぞれ貫通孔68が形成されており、これらの貫通孔68及び固定板52の長孔62、粘弾性体48の長孔48Aに貫通される長ボルト68及びナット69によって固定板52と把持板58、60とが相対変位可能に連結されると共に、把持板58、60と固定板52との間で粘弾性体48が把持される。また、長ボルト68による圧縮力により粘弾性体48が摩擦力によって摩擦面58A、60Aに固定され、これらの固定板52と把持板58、60とが相対変位したときに、接着面52A、52Bと摩擦面58A、60Aとで挟まれた粘弾性体48がせん断変形可能に構成されている。   On both sides of the fixing plate 52 in the thickness direction, gripping members 44 and 46 are arranged. The gripping member 44 and the gripping member 46 have the same configuration and are arranged symmetrically with the fixing plate 52 interposed therebetween. The grip members 44 and 46 include grip plates 58 and 60 that face the fixed plate 52, respectively. The surfaces of the gripping plates 58 and 60 on the fixed plate 52 side are roughened to provide friction surfaces 58A and 60A having a large friction coefficient. In addition, through holes 68 are formed in the gripping plates 58 and 60, respectively, and through these through holes 68, the long holes 62 of the fixing plate 52, the long bolts 68 penetrating through the long holes 48 </ b> A of the viscoelastic body 48, and The fixing plate 52 and the gripping plates 58 and 60 are connected by the nut 69 so as to be relatively displaceable, and the viscoelastic body 48 is gripped between the gripping plates 58 and 60 and the fixing plate 52. Further, when the viscoelastic body 48 is fixed to the friction surfaces 58A and 60A by the frictional force due to the compressive force of the long bolts 68 and the fixing plate 52 and the gripping plates 58 and 60 are relatively displaced, the adhesive surfaces 52A and 52B. The viscoelastic body 48 sandwiched between the friction surfaces 58A and 60A is configured to be capable of shear deformation.

なお、摩擦面58A、60Aに対する粗面化処理としては、例えば、赤錆を自然発生させる、リン酸などの薬品を用いて砂地状に表面を粗くするなどが挙げられるが、これに限定されるものではない。更に、本実施形態では、把持板58、60に摩擦面58A、60Aを形成し、摩擦力によって粘弾性体48を把持板58、60に固定させているが、把持板58、60に粘弾性体48を直接接着固定しても良い。   Examples of the roughening treatment for the friction surfaces 58A and 60A include, but are not limited to, naturally generating red rust and roughening the surface like sand using chemicals such as phosphoric acid. is not. Further, in this embodiment, the friction surfaces 58A and 60A are formed on the grip plates 58 and 60, and the viscoelastic body 48 is fixed to the grip plates 58 and 60 by the frictional force, but the grip plates 58 and 60 are viscoelastic. The body 48 may be directly bonded and fixed.

把持板58、60の下部には、波形鋼板耐震壁22の横フランジ30Aに接合される取付フランジ70、72がそれぞれ設けられている。この取付フランジ70、72と把持板58、60とは補強リブ71、73によって補強されている。また、取付フランジ70、72には、それぞれの長手方向に沿って所定の間隔で貫通孔74、76が形成されている。他方、図2に示すように、波形鋼板耐震壁22の横フランジ30Aには、長手方向に沿って所定の間隔で、貫通孔78、80が形成されている。これらの貫通孔74、76、78、80に貫通されるボルト36及びナット38によって、取付フランジ70、72と横フランジ30Aが接合され、把持部材44、46が波形鋼板耐震壁22に固定され、粘弾性ダンパ40と波形鋼板耐震壁22が力学的に直列結合されている。   At the lower part of the grip plates 58 and 60, mounting flanges 70 and 72 to be joined to the lateral flange 30A of the corrugated steel shear wall 22 are provided. The mounting flanges 70 and 72 and the grip plates 58 and 60 are reinforced by reinforcing ribs 71 and 73. Further, through holes 74 and 76 are formed in the mounting flanges 70 and 72 at predetermined intervals along the respective longitudinal directions. On the other hand, as shown in FIG. 2, through holes 78 and 80 are formed at predetermined intervals along the longitudinal direction in the lateral flange 30 </ b> A of the corrugated steel shear wall 22. The mounting flanges 70 and 72 and the lateral flange 30A are joined by the bolts 36 and nuts 38 that pass through the through holes 74, 76, 78, and 80, and the gripping members 44 and 46 are fixed to the corrugated steel earthquake resistant wall 22, The viscoelastic damper 40 and the corrugated steel shear wall 22 are mechanically coupled in series.

図1及び図3に示すように、把持部材44、46の長手方向両側には、応力伝達部材86(応力伝達部)が設けられている。応力伝達部材86は、波形鋼板耐震壁22に固定される支持台88と、この支持台88から後述するストッパ部材102に向かって突出する突出部材90と、を備えている。   As shown in FIGS. 1 and 3, stress transmission members 86 (stress transmission portions) are provided on both longitudinal sides of the gripping members 44 and 46. The stress transmission member 86 includes a support base 88 fixed to the corrugated steel earthquake proof wall 22 and a projecting member 90 that protrudes from the support base 88 toward a stopper member 102 described later.

支持台88は、支持板92及び取付フランジ94を備えており、この取付フランジ94をボルト36によって横フランジ30Aに接合することで、支持台88が波形鋼板耐震壁22に固定されている。また、支持板92及び取付フランジ94には補強リブ96が接合されており、これらの支持板92、取付フランジ94、補強リブ96を介して突出部材90に作用する水平力が波形鋼板耐震壁22に伝達される。支持板92には、ボルト孔98(ネジ機構、調整機構)が形成されている。このボルト孔98には、突出部材90に設けられたネジ部90A(ネジ機構、調整機構)が捻じ込まれ、このネジ部90Aの捻じ込み量によって突出部材90の突出量が調整可能となっている。突出部材90の突出方向端部には円柱形の当接部100が設けられており、この当接部100にストッパ部材102が接して、波形鋼板耐震壁22に水平力が伝達される。   The support base 88 includes a support plate 92 and a mounting flange 94, and the support base 88 is fixed to the corrugated steel earthquake proof wall 22 by joining the mounting flange 94 to the lateral flange 30 </ b> A with a bolt 36. A reinforcing rib 96 is joined to the support plate 92 and the mounting flange 94, and the horizontal force acting on the protruding member 90 through the support plate 92, the mounting flange 94, and the reinforcing rib 96 is corrugated steel shear wall 22. Is transmitted to. Bolt holes 98 (screw mechanisms, adjustment mechanisms) are formed in the support plate 92. A screw portion 90A (screw mechanism, adjustment mechanism) provided on the protruding member 90 is screwed into the bolt hole 98, and the protruding amount of the protruding member 90 can be adjusted by the screwing amount of the screw portion 90A. Yes. A cylindrical abutting portion 100 is provided at the projecting direction end portion of the projecting member 90, and a stopper member 102 is in contact with the abutting portion 100, and a horizontal force is transmitted to the corrugated steel shear wall 22.

なお、図14に示すように、支持台88を挟むように一対のナット91をネジ部90Aに取り付け、これらのナット91の締め付け力により、ネジ部90Aとボルト孔98との弛みを防止しても良い。この場合、ナット91を緩めてから、突出部材90の突出量を調整する。   As shown in FIG. 14, a pair of nuts 91 are attached to the screw portions 90A so as to sandwich the support base 88, and the tightening force of these nuts 91 prevents the screw portions 90A and the bolt holes 98 from loosening. Also good. In this case, after the nut 91 is loosened, the protruding amount of the protruding member 90 is adjusted.

応力伝達部材86の外側には、ストッパ部材102(ストッパ部)が設けられている。ストッパ部材102は、ストッパ板104及び取付フランジ106(図1参照)を備えており、取付フランジ106を上の梁16の下面にボルト(不図示)等によって接合することで、ストッパ部材102が上の梁16に固定されている。また、ストッパ板104及び取付フランジ106は、補強リブ108によって補強されている。   A stopper member 102 (stopper portion) is provided outside the stress transmission member 86. The stopper member 102 includes a stopper plate 104 and a mounting flange 106 (see FIG. 1), and the stopper member 102 is connected to the lower surface of the upper beam 16 by a bolt (not shown) or the like. It is fixed to the beam 16. Further, the stopper plate 104 and the mounting flange 106 are reinforced by reinforcing ribs 108.

ストッパ板104は、突出部材90の当接部100と対向して配置されると共に当接部100との間にそれぞれ所定の隙間(クリアランス)D、D(図1参照)を空けて配置されている。この隙間D、Dは、突出部材90の突出量を変えることで変更可能とされており、波形鋼板耐震壁22に水平力が作用する前の初期状態では、波形鋼板耐震壁22の幅方向両側にそれぞれ設けられたストッパ板104と当接部100との間の隙間D、Dが等しくなるように調整される。 The stopper plate 104 is disposed so as to face the abutting portion 100 of the protruding member 90, and is disposed with predetermined gaps (clearances) D 1 and D 2 (see FIG. 1) between the stopper plate 104 and the abutting portion 100, respectively. Has been. The gaps D 1 and D 2 can be changed by changing the protruding amount of the protruding member 90. In the initial state before the horizontal force acts on the corrugated steel shear wall 22, the width of the corrugated steel earthquake resistant wall 22 is changed. The gaps D 1 and D 2 between the stopper plate 104 and the contact portion 100 provided on both sides in the direction are adjusted to be equal.

次に、本発明の実施形態に係る制震構造10の作用について説明する。   Next, the operation of the vibration control structure 10 according to the embodiment of the present invention will be described.

図5及び図6は、地震時等における架構20の変形状態を示している。なお、説明の便宜上、図面において波形鋼板耐震壁22の左側に位置する当接部100、ストッパ板104をそれぞれ当接部100A、ストッパ板104Aとし、波形鋼板耐震壁22の右側に位置する当接部100、ストッパ板104をそれぞれ当接部100B、ストッパ板104Bとしている。また、理解を容易にするために架構20の変形状態を誇張して示している。   5 and 6 show a deformed state of the frame 20 during an earthquake or the like. For convenience of explanation, the abutting portion 100 and the stopper plate 104 located on the left side of the corrugated steel seismic wall 22 are referred to as the abutting portion 100A and the stopper plate 104A, respectively, and the abutting located on the right side of the corrugated steel seismic wall 22 is used. The portion 100 and the stopper plate 104 are referred to as a contact portion 100B and a stopper plate 104B, respectively. In addition, the deformed state of the frame 20 is exaggerated for easy understanding.

図5に示すように、風や地震等によって架構20に水平力が作用し、架構20に層間変形が生じると、波形鋼板耐震壁22及び把持部材44に対して固定部材42が相対変位すると共に、当接部100A、100Bに対してストッパ板104A、104Bが相対変位する。これにより、当接部100Aにストッパ板104Aが接するまで、若しくは当接部100Bにストッパ板104Bが接するまで、固定板52と把持板58、60との間で把持された粘弾性体48がせん断変形し、振動エネルギーが熱エネルギーに変換されて小振幅振動が低減される。   As shown in FIG. 5, when a horizontal force acts on the frame 20 due to wind, an earthquake, or the like, and an interlayer deformation occurs in the frame 20, the fixing member 42 is relatively displaced with respect to the corrugated steel shear wall 22 and the holding member 44. The stopper plates 104A and 104B are displaced relative to the contact portions 100A and 100B. Accordingly, the viscoelastic body 48 held between the fixed plate 52 and the holding plates 58 and 60 is sheared until the stopper plate 104A comes into contact with the contact portion 100A or until the stopper plate 104B comes into contact with the contact portion 100B. It is deformed and vibration energy is converted into thermal energy, and small amplitude vibration is reduced.

また、図6に示すように、大規模な地震等により架構20に作用する水平力が大きくなり、当接部100A(当接部100B)にストッパ板104A(ストッパ板104B)が接すると、ストッパ板104A(ストッパ板104B)から当接部100A(当接部100B)に水平力が作用し、当該水平力が応力伝達部材86を介して波形鋼板耐震壁22に伝達される。これにより、水平力に対して波形鋼板24が抵抗し、耐震効果を発揮する。また、水平力に対して波形鋼板24が降伏するように設計することで、鋼板の履歴エネルギーによって振動エネルギーが吸収され、制振効果を発揮する。   Further, as shown in FIG. 6, when the horizontal force acting on the frame 20 increases due to a large-scale earthquake or the like, and the stopper plate 104A (stopper plate 104B) comes into contact with the contact portion 100A (contact portion 100B), the stopper A horizontal force acts on the contact portion 100A (contact portion 100B) from the plate 104A (stopper plate 104B), and the horizontal force is transmitted to the corrugated steel earthquake proof wall 22 via the stress transmission member 86. Thereby, the corrugated steel plate 24 resists the horizontal force and exhibits an earthquake resistance effect. In addition, by designing the corrugated steel sheet 24 to yield with respect to the horizontal force, vibration energy is absorbed by the hysteresis energy of the steel sheet, and a damping effect is exhibited.

このように風や小規模の地震等に対しては、粘弾性ダンパ40が機能して小振幅振動を効率的に低減することができ、大規模の地震等に対しては、波形鋼板耐震壁22に水平力を伝達して、波形鋼板耐震壁22の耐震性能、制震性能により、振動を低減することができる。   As described above, the viscoelastic damper 40 functions to effectively reduce small amplitude vibrations for winds and small-scale earthquakes, and corrugated steel shear walls for large-scale earthquakes. A horizontal force can be transmitted to 22 and the vibration can be reduced by the seismic performance and vibration control performance of the corrugated steel shear wall 22.

ここで、波形鋼板24が水平力によって降伏し、波形鋼板24に残留変形が生じると、図7に示すように、ストッパ板104A及び当接部100Aの間の隙間Dと、ストッパ板104B及び当接部100Bの間の隙間Dに差異が生じる(図7において、D<D)。このように隙間Dと隙間Dに差異が生じると、初期状態(D=D)と比較して、特定方向(図7において、当接部100Bに対してストッパ板104Bが接近する方向)の振動に対して当接部100Bにストッパ板104Bが早期に接し、粘弾性体48の変形量が小さくなる。また、残留変形の大きさによっては当接部100Bとストッパ板104Bとが接触した状態となって粘弾性体48の変形量がほぼゼロになり、粘弾性ダンパ40による振動低減効果(減衰効果)の低下を招くことになる。 Here, surrendered corrugated steel 24 by the horizontal force, the residual deformation occurs in the corrugated steel 24, as shown in FIG. 7, the gap D 1 of the between the stopper plate 104A and the contact portion 100A, the stopper plate 104B and the difference in the gap D 2 between the abutment portion 100B is caused (in FIG. 7, D 2 <D 1) . With such a difference in the gap D 1 and the gap D 2 occurs, compared to the initial state (D 1 = D 2), in the specific direction (FIG. 7, the stopper plate 104B is approaching the abutment 100B Direction), the stopper plate 104B comes into contact with the contact portion 100B at an early stage, and the deformation amount of the viscoelastic body 48 is reduced. Further, depending on the size of the residual deformation, the contact portion 100B and the stopper plate 104B are in contact with each other, so that the deformation amount of the viscoelastic body 48 becomes almost zero, and the vibration reducing effect (damping effect) by the viscoelastic damper 40 is achieved. Will be reduced.

本実施形態では当接部100A、100B(突出部材90)を回転させてそれぞれ突出量を変えることで、隙間D、Dを調整することができる。即ち、隙間Dと隙間Dとが等しくなるように調整することで、初期状態と同様の制震性能を粘弾性ダンパ40に発揮させることができる。従って、波形鋼板耐震壁22を交換せずに、粘弾性ダンパ40の制震性能を確保できる。 In the present embodiment, the gaps D 1 and D 2 can be adjusted by rotating the contact portions 100A and 100B (protruding members 90) to change the protruding amounts. That is, by adjusting the gap D 1 and the gap D 2 to be equal, the viscoelastic damper 40 can exhibit the same vibration control performance as in the initial state. Therefore, the seismic performance of the viscoelastic damper 40 can be secured without replacing the corrugated steel shear wall 22.

また、突出部材90の突出量の調整は、ボルト孔98(図3参照)と突出部材90のネジ部90Aとのネジ機構によって行うため、突出部材90を回転させるだけで、その突出量を容易に調整することができる。また、突出部材90に水平力が作用してもネジ部90Aが回転することがなく、水平力によって隙間D、Dが変動することがない。更に、波形鋼板耐震壁22に水平力を確実に伝達することができる。 Further, the adjustment of the protruding amount of the protruding member 90 is performed by a screw mechanism of the bolt hole 98 (see FIG. 3) and the screw portion 90A of the protruding member 90. Therefore, the protruding amount can be easily adjusted only by rotating the protruding member 90. Can be adjusted. Further, even if a horizontal force acts on the protruding member 90, the screw portion 90A does not rotate, and the gaps D 1 and D 2 do not fluctuate due to the horizontal force. Further, the horizontal force can be reliably transmitted to the corrugated steel shear wall 22.

なお、本実施形態では、波形鋼板耐震壁22の幅方向両側にストッパ部材102をそれぞれ設けたがこれに限らない。例えば、図8に示すように、波形鋼板耐震壁22の上部に複数(図8では、2つ)の粘弾性ダンパ40を設けて、各粘弾性ダンパ40の幅方向両側に応力伝達部材86及びストッパ部材102を設けても良い。この場合、応力伝達部材86に設けられた突出部材90の突出量を変えることで、波形鋼板24の残留変形を吸収することができる。また、粘弾性ダンパ40を複数に分割することで、梁16の下面の不陸(下面の凹凸など)に対応することができる。   In the present embodiment, the stopper members 102 are provided on both sides of the corrugated steel shear wall 22 in the width direction, but the present invention is not limited thereto. For example, as shown in FIG. 8, a plurality of (two in FIG. 8) viscoelastic dampers 40 are provided on the top of the corrugated steel shear wall 22, and the stress transmission members 86 and 86 are provided on both sides in the width direction of each viscoelastic damper 40. A stopper member 102 may be provided. In this case, the residual deformation of the corrugated steel sheet 24 can be absorbed by changing the protruding amount of the protruding member 90 provided on the stress transmission member 86. Further, by dividing the viscoelastic damper 40 into a plurality of parts, it is possible to deal with unevenness (such as unevenness on the lower surface) of the lower surface of the beam 16.

また、図8に示す制震構造では、波形鋼板24の左右の端部に設けられた縦フランジ28A、28Bを梁16の下面まで延長し、これを梁16の下面に溶接等によって接合している。更に、波形鋼板24の中央部に上下方向に延びる薄板上の補剛リブ115を設け、この補剛リブ115を梁16の下面に溶接等によって接合している。これにより、波形鋼板24に面外方向の曲げ剛性が大きくなる。また、これらの縦フランジ28A、28B及び補剛リブ115の幅(波形鋼板24の面外方向の長さ)を大きくすることで、波形鋼板耐震壁22のせん断座屈強度、耐力が向上され、波形鋼板24のせん断座屈を防止することができる。一方、縦フランジ28A、28B及び補剛リブ115は薄板であるため、固定部材42(図4参照)と把持部材44、46との相対変形を阻害せず、粘弾性ダンパ40の制震性能を低下させることがない。従って、粘弾性ダンパ40の制震性能を確保しつつ、波形鋼板耐震壁22の耐震性能、制震性能を向上させることができる。   Further, in the vibration control structure shown in FIG. 8, the vertical flanges 28A and 28B provided at the left and right ends of the corrugated steel plate 24 are extended to the lower surface of the beam 16, and this is joined to the lower surface of the beam 16 by welding or the like. Yes. Further, a stiffening rib 115 on a thin plate extending in the vertical direction is provided at the center of the corrugated steel sheet 24, and the stiffening rib 115 is joined to the lower surface of the beam 16 by welding or the like. Thereby, the bending rigidity of the corrugated steel sheet 24 in the out-of-plane direction is increased. Further, by increasing the width of the vertical flanges 28A and 28B and the stiffening rib 115 (the length in the out-of-plane direction of the corrugated steel plate 24), the shear buckling strength and the proof strength of the corrugated steel shear wall 22 are improved. Shear buckling of the corrugated steel sheet 24 can be prevented. On the other hand, since the vertical flanges 28A and 28B and the stiffening rib 115 are thin plates, the relative deformation between the fixing member 42 (see FIG. 4) and the gripping members 44 and 46 is not hindered, and the damping performance of the viscoelastic damper 40 is improved. There is no reduction. Therefore, it is possible to improve the seismic performance and the seismic performance of the corrugated steel shear wall 22 while securing the seismic performance of the viscoelastic damper 40.

次に、実施形態に係る調整機構の変形例1について説明する。   Next, Modification Example 1 of the adjustment mechanism according to the embodiment will be described.

図9(A)及び図9(B)に示す構成では、架構20にストッパ部材102を設けずに、柱12にストッパ部110を設けている。ストッパ部110には、シート状に形成された弾性体112が接着固定されている。この弾性体112により、突出部材90がストッパ部110に対して角度を持って接した場合に発生する回転力等が吸収され、ストッパ部110から突出部材90への水平力の伝達が良好となる。   In the configuration shown in FIGS. 9A and 9B, the stopper member 110 is provided on the column 12 without providing the stopper member 102 on the frame 20. An elastic body 112 formed in a sheet shape is bonded and fixed to the stopper portion 110. The elastic body 112 absorbs a rotational force or the like generated when the protruding member 90 comes into contact with the stopper portion 110 at an angle, and the transmission of the horizontal force from the stopper portion 110 to the protruding member 90 is improved. .

他方、応力伝達部材86には4つの突出部材90が設けられている。このように複数の突出部材90を設け、上下方向に並んだ突出部材90の突出量を変えることで、上記のような突出部材90がストッパ部110に対して角度を持って接した場合に発生する回転力等を抑制することができる。   On the other hand, four projecting members 90 are provided on the stress transmission member 86. As described above, when a plurality of projecting members 90 are provided and the projecting amount of the projecting members 90 arranged in the vertical direction is changed, the projecting member 90 is in contact with the stopper portion 110 at an angle. Rotating force and the like can be suppressed.

次に、実施形態に係る調整機構の変形例2について説明する。   Next, a second modification of the adjustment mechanism according to the embodiment will be described.

図10に示すように、柱12に設けられたストッパ部110には、複数の調整板114が積層された状態で配置されている。また、柱12を挟んで調整板114の反対側には、固定板116が配置されている。これらの調整板114及び固定板116にはそれぞれ貫通孔が形成されており、これらの貫通孔に貫通されるスタッドボルト117及びナット119によって、柱12に調整板114が固定されている。また、スタッドボルト117からナット119を取り外すことにより、調整板114を追加したり、減らしたりすることができる。更に、最後に積み重ねされた調整板114の上には、シート状の弾性体112が接着固定されている。   As shown in FIG. 10, a plurality of adjustment plates 114 are stacked on the stopper portion 110 provided on the pillar 12. A fixing plate 116 is disposed on the opposite side of the adjustment plate 114 with the column 12 interposed therebetween. Through holes are formed in the adjusting plate 114 and the fixing plate 116, respectively. The adjusting plate 114 is fixed to the column 12 by stud bolts 117 and nuts 119 that pass through these through holes. Further, the adjustment plate 114 can be added or reduced by removing the nut 119 from the stud bolt 117. Further, a sheet-like elastic body 112 is bonded and fixed on the adjustment plate 114 stacked last.

他方、応力伝達部材86の支持板92には、複数の調整板118が積層された状態で配置されている。各調整板118にはネジ孔がそれぞれ形成されており、これらのネジ孔に支持板92を貫通するボルト120を捻じ込むことにより、調整板118が支持板92に固定されている。また、ボルト120は、最後に積み重ねられた調整板118から突出しないように各ボルト孔に捻じ込まれている。このボルト120のネジ部の長さを変えることで、調整板118の積層枚数を増やしたり、減らしたりすることができる。   On the other hand, a plurality of adjustment plates 118 are arranged on the support plate 92 of the stress transmission member 86 in a stacked state. Each adjustment plate 118 is formed with screw holes, and the adjustment plate 118 is fixed to the support plate 92 by screwing bolts 120 penetrating the support plate 92 into these screw holes. Further, the bolt 120 is screwed into each bolt hole so as not to protrude from the adjustment plate 118 stacked last. By changing the length of the screw portion of the bolt 120, the number of stacked adjustment plates 118 can be increased or decreased.

ここで、調整板114、118の積層枚数を増減することで、調整板114と調整板114との間の距離を容易に変えることができる。そして、最後に積層された調整板118に弾性体112を介して調整板114が接触することで、ストッパ部110から応力伝達部材86に水平力が作用し、波形鋼板耐震壁22に水平力が伝達される。   Here, the distance between the adjusting plate 114 and the adjusting plate 114 can be easily changed by increasing or decreasing the number of the adjusting plates 114 and 118 stacked. Then, when the adjustment plate 114 comes into contact with the adjustment plate 118 finally laminated via the elastic body 112, a horizontal force acts on the stress transmission member 86 from the stopper portion 110, and a horizontal force is applied to the corrugated steel plate earthquake resistant wall 22. Communicated.

なお、本変形例では、ストッパ部110及び応力伝達部材86にそれぞれ調整板114、118を設けたが、調整板114及び調整板118は、ストッパ部110及び応力伝達部材86の少なくとも一方に設けられていれば良い。また、変形例1、2では、ストッパ部110に弾性体112を設けているが、適宜省略可能である。   In this modification, the adjustment plates 114 and 118 are provided on the stopper portion 110 and the stress transmission member 86, respectively. However, the adjustment plate 114 and the adjustment plate 118 are provided on at least one of the stopper portion 110 and the stress transmission member 86. It should be. In the first and second modified examples, the stopper 112 is provided with the elastic body 112, but may be omitted as appropriate.

次に、実施形態に係る調整機構の変形例3について説明する。   Next, a third modification of the adjustment mechanism according to the embodiment will be described.

図11(A)〜図11(C)に示すように、把持部材44、46(図4参照)の端部には、これらの把持部材44、46にまたがって接合された取付プレート81が設けられており、この取付プレート81には、応力伝達部材122(応力伝達部)が設けられている。応力伝達部材122は取付フランジ124を備えており、取付フランジ124には上下方向に延びる長孔126が形成されている。この長孔126及び取付プレート81に形成された貫通孔に貫通されるボルト130によって、応力伝達部材122が上下方向(矢印U)にスライド可能に取付プレート81に設けられている。また、取付フランジ124には、斜面部132(第1斜面部)が設けられている。この斜面部132は、当該斜面部132のスライド方向(矢印U)に対して傾斜された斜面を有している。なお、応力伝達部材122の上下方向のスライドは、ボルト130の締付け力によって規制されている。   As shown in FIGS. 11 (A) to 11 (C), an attachment plate 81 joined across the gripping members 44 and 46 is provided at the ends of the gripping members 44 and 46 (see FIG. 4). The mounting plate 81 is provided with a stress transmission member 122 (stress transmission portion). The stress transmission member 122 includes a mounting flange 124, and a long hole 126 extending in the vertical direction is formed in the mounting flange 124. The stress transmission member 122 is provided on the mounting plate 81 so as to be slidable in the vertical direction (arrow U) by the bolts 130 penetrating through the long holes 126 and the through holes formed in the mounting plate 81. In addition, the mounting flange 124 is provided with a slope portion 132 (first slope portion). The slope portion 132 has a slope that is inclined with respect to the sliding direction (arrow U) of the slope portion 132. Note that the vertical sliding of the stress transmission member 122 is regulated by the tightening force of the bolt 130.

他方、上の梁16の下面には、ストッパ部材134(ストッパ部)が設けられている。ストッパ部材134は取付フランジ136を備えており、この取付フランジ136及び上の梁16のフランジ部16Aに貫通されるボルト138によって、ストッパ部材134が上の梁16の下面に固定されている。取付フランジ136には下向き突出する板部材140が溶接固定されている。これらの取付フランジ136及び板部材140は、補剛リブ141によって補強されている。また、板部材140には、斜面部132に対向する斜面部142(第2斜面部)が設けられている。斜面部142は、斜面部132の斜面と略平行となる斜面を有しており、この斜面部142が斜面部132に接することで、ストッパ部材134から応力伝達部材122に水平力が作用し、波形鋼板耐震壁22に水平力が伝達される。   On the other hand, a stopper member 134 (stopper portion) is provided on the lower surface of the upper beam 16. The stopper member 134 includes a mounting flange 136, and the stopper member 134 is fixed to the lower surface of the upper beam 16 by a bolt 138 that passes through the mounting flange 136 and the flange portion 16 </ b> A of the upper beam 16. A plate member 140 protruding downward is fixed to the mounting flange 136 by welding. The mounting flange 136 and the plate member 140 are reinforced by stiffening ribs 141. The plate member 140 is provided with a slope 142 (second slope) facing the slope 132. The slope portion 142 has a slope that is substantially parallel to the slope of the slope portion 132, and when the slope portion 142 contacts the slope portion 132, a horizontal force acts on the stress transmission member 122 from the stopper member 134. A horizontal force is transmitted to the corrugated steel shear wall 22.

ここで、図11(B)に示すように、斜面部132と斜面部142との間の距離Lの調整は、ボルト130を緩めて応力伝達部材122を上下方向(矢印U)にスライドさせることで行われる。即ち、応力伝達部材122を下方にスライドさせると、斜面部142に対して斜面部132が離れるため、斜面部132と斜面部142との間の距離が広がる(距離L、L<L)。また、図示を省略するが、応力伝達部材122を上方にスライドさせると、斜面部142に対して斜面部132が近づくため、斜面部132と斜面部142との間の距離が狭くなる。これにより、斜面部132と斜面部142との間の距離を調整することができる。 Here, as shown in FIG. 11 (B), the adjustment of the distance L 1 between the inclined surface portion 132 and the inclined surface portion 142 slides the stress transmission member 122 by loosening the bolt 130 in the vertical direction (arrow U) Is done. That is, when the stress transmission member 122 is slid downward, the slope portion 132 is separated from the slope portion 142, and thus the distance between the slope portion 132 and the slope portion 142 is increased (distance L 2 , L 1 <L 2 ). Although illustration is omitted, when the stress transmission member 122 is slid upward, the slope portion 132 approaches the slope portion 142, and thus the distance between the slope portion 132 and the slope portion 142 becomes narrow. Thereby, the distance between the slope part 132 and the slope part 142 can be adjusted.

また、斜面部142は、応力伝達部材122のスライド方向(矢印U)に対して傾斜しているため、斜面部132には、応力伝達部材122のスライド方向と異なる方向に水平力が作用する。即ち、応力伝達部材122のスライド方向には、斜面部132の傾斜の度合いに応じた水平力の分力が作用する。従って、水平力が作用する方向と応力伝達部材122のスライド方向とが一致する場合と比較して、斜面部132のスライド方向に作用する応力が小さくなる。これにより、応力伝達部材122を補強リブ71に固定して斜面部132の上下方向のスライドを規制するボルト130の締め付け力が小さくて良くなり、ボルト130を締めたり、緩めたりする作業が容易となり、斜面部132と斜面部142との間の距離の調整の手間を低減できる。   Further, since the slope 142 is inclined with respect to the sliding direction (arrow U) of the stress transmission member 122, a horizontal force acts on the slope 132 in a direction different from the sliding direction of the stress transmission member 122. That is, in the sliding direction of the stress transmission member 122, a horizontal force component corresponding to the degree of inclination of the inclined surface portion 132 acts. Therefore, compared to the case where the direction in which the horizontal force acts and the sliding direction of the stress transmission member 122 coincide with each other, the stress acting in the sliding direction of the slope portion 132 is reduced. As a result, the tightening force of the bolt 130 that fixes the stress transmission member 122 to the reinforcing rib 71 and restricts the sliding of the slope portion 132 in the vertical direction may be small, and the work of tightening or loosening the bolt 130 becomes easy. Further, it is possible to reduce the trouble of adjusting the distance between the slope portion 132 and the slope portion 142.

なお、本変形例では、応力伝達部材122を上下方向にスライド可能に設けたがこれに限らない。例えば、図11(B)を正面図としてではなく、平面図として捉えると、応力伝達部材122を水平方向にスライドさせることで、斜面部132と斜面部142との間の距離を変えることができる。   In this modification, the stress transmission member 122 is provided so as to be slidable in the vertical direction, but the present invention is not limited to this. For example, when FIG. 11B is viewed as a plan view instead of a front view, the distance between the slope portion 132 and the slope portion 142 can be changed by sliding the stress transmission member 122 in the horizontal direction. .

また、本変形例では、応力伝達部材122に設けられた斜面部132を上下方向にスライド可能に設けたがこれに限らず、ストッパ部材134に設けられた斜面部142を上下方向にスライド可能に設けても良いし、斜面部132及び斜面部142を上下方向にスライド可能に設けても良い。   In this modification, the slope portion 132 provided on the stress transmission member 122 is slidable in the vertical direction. However, the present invention is not limited thereto, and the slope portion 142 provided on the stopper member 134 is slidable in the vertical direction. Alternatively, the slope portion 132 and the slope portion 142 may be provided so as to be slidable in the vertical direction.

次に、実施形態に係る調整機構の変形例4について説明する。   Next, a fourth modification of the adjustment mechanism according to the embodiment will be described.

図12(A)及び図12(B)に示す構成では、ストッパ部材102自体をスライド可能に構成する。ストッパ部材102の取付フランジ106には、梁16の長手方向(水平方向)に延びる長孔144が形成されている。この長孔144及び梁16のフランジ部16Aを貫通するボルト146及びナット148によって、ストッパ部材102が梁16の下面に、当該梁16の長手方向(水平方向、矢印B方向)にスライド可能に設けられている。   In the configuration shown in FIGS. 12A and 12B, the stopper member 102 itself is configured to be slidable. A long hole 144 extending in the longitudinal direction (horizontal direction) of the beam 16 is formed in the mounting flange 106 of the stopper member 102. The stopper member 102 is provided on the lower surface of the beam 16 so as to be slidable in the longitudinal direction (horizontal direction, arrow B direction) of the beam 16 by the bolt 146 and the nut 148 penetrating the elongated hole 144 and the flange portion 16A of the beam 16. It has been.

このようにストッパ部材102自体をスライド可能に構成することで、単純な構成により、ストッパ板104と応力伝達部としての補強リブ71との距離を調整することができる。   By configuring the stopper member 102 so as to be slidable in this manner, the distance between the stopper plate 104 and the reinforcing rib 71 serving as the stress transmission portion can be adjusted with a simple configuration.

他方、本変形例では、把持部材44、46(図4参照)に設けられた補強リブ71、73を応力伝達部として使用し、この補強リブ71、73にストッパ部材102のストッパ板104が接することにより、ストッパ部材102から応力伝達部としての補強リブ71に水平力が作用し、波形鋼板耐震壁22に水平力が伝達される。   On the other hand, in this modified example, the reinforcing ribs 71 and 73 provided on the gripping members 44 and 46 (see FIG. 4) are used as stress transmission portions, and the stopper plate 104 of the stopper member 102 is in contact with the reinforcing ribs 71 and 73. As a result, a horizontal force acts on the reinforcing rib 71 as a stress transmission portion from the stopper member 102, and the horizontal force is transmitted to the corrugated steel earthquake resistant wall 22.

次に、本実施形態に係る粘弾性ダンパ40の作用について詳説する。   Next, the operation of the viscoelastic damper 40 according to this embodiment will be described in detail.

図13(A)〜図13(E)は、固定板52と把持板58との間で把持された粘弾性体48の変形状態を模式化した平面断面図である。なお、図が煩雑となるため、支持板60、長ボルト68等の図示は省略している。   FIG. 13A to FIG. 13E are plan sectional views schematically illustrating the deformation state of the viscoelastic body 48 held between the fixed plate 52 and the holding plate 58. In addition, since a figure becomes complicated, illustration of the support plate 60, the long volt | bolt 68, etc. is abbreviate | omitted.

地震等により把持板58に対して固定板52が相対変位(矢印G方向)すると、図13(B)に示すように固定板52の接着面52Aと支持板58の摩擦面58Aとの間で把持された粘弾性体48がせん断変形する。これにより、振動エネルギーが熱エネルギーに変換され、振動が低減される。 During the fixed plate 52 with respect to the gripping plate 58 by an earthquake or the like between the friction surfaces 58A of the relative displacement (arrow G 1 direction), the adhesive surface 52A and the support plate 58 of the fixed plate 52 as shown in FIG. 13 (B) The viscoelastic body 48 gripped in step 2 undergoes shear deformation. Thereby, vibration energy is converted into thermal energy, and vibration is reduced.

次に、図13(C)に示すように、更に把持板58に対して固定板52が相対変位(矢印G方向)し、把持板58と固定板52と相対変位量が大きくなり、粘弾性体48に作用するせん断力が摩擦面58Aと粘弾性体48の間に発生している静止摩擦力を超えると、摩擦面58Aに固定されていた粘弾性体48がせん断変形した状態のまま摩擦面58A上をスライドする。このとき、粘弾性体48に作用するせん断力は、摩擦面58Aと粘弾性体48との間に発生する動摩擦力に等しい。このように、把持板58と固定板52と相対変位量が所定量を超えたときに、粘弾性体48がスライドするように摩擦面58Aの摩擦係数(静止摩擦係数)を決定することで、粘弾性体48の変形量・せん断力を所定の範囲内に収めることができ、粘弾性体48の破損、損傷を防止することができる。 Next, as shown in FIG. 13 (C), the fixed plate 52 is displaced relative (arrow G 1 direction), the fixed plate 52 and the relative displacement amount is increased and the holding plate 58 against further gripping plate 58, viscosity When the shear force acting on the elastic body 48 exceeds the static friction force generated between the friction surface 58A and the viscoelastic body 48, the viscoelastic body 48 fixed to the friction surface 58A remains in a sheared state. Slide on the friction surface 58A. At this time, the shear force acting on the viscoelastic body 48 is equal to the dynamic friction force generated between the friction surface 58A and the viscoelastic body 48. Thus, by determining the friction coefficient (static friction coefficient) of the friction surface 58A so that the viscoelastic body 48 slides when the relative displacement amount between the holding plate 58 and the fixed plate 52 exceeds a predetermined amount, The deformation amount and shearing force of the viscoelastic body 48 can be kept within a predetermined range, and breakage and damage of the viscoelastic body 48 can be prevented.

次に、図13(C)の状態において地震等の振動が停止すると、図13(D)に示すように、波形鋼板24(図1参照)の剛性や柱12、14の曲げ戻し等によって、把持板58に対して固定板52が逆方向に相対変位(矢印G方向)する。これにより、粘弾性体48の変形量が小さくなる。この場合、波形鋼板24に残留変形が生じると、粘弾性体48が初期状態(変形量ゼロ)に戻りきらず、粘弾性体48がせん断変形した状態のまま接着面52Aと摩擦面58Aとの間で保持される。このように粘弾性体48がせん断変形した状態のまま保持されると、次に地震等が発生したときに、図13(A)に示す初期状態と比較して粘弾性体48の変形可能量が小さくなり、粘弾性体48における振動エネルギー吸収量が低下する場合がある。 Next, when vibration such as an earthquake stops in the state of FIG. 13 (C), as shown in FIG. 13 (D), due to the rigidity of the corrugated steel plate 24 (see FIG. 1), the bending back of the columns 12 and 14, etc. fixed plate 52 in the opposite direction relative displacement (arrow G 2 direction) with respect to the gripping plate 58. Thereby, the deformation amount of the viscoelastic body 48 is reduced. In this case, when residual deformation occurs in the corrugated steel sheet 24, the viscoelastic body 48 does not return to the initial state (the amount of deformation is zero), and the viscoelastic body 48 is in a state of being sheared and deformed between the adhesive surface 52A and the friction surface 58A. Held in. When the viscoelastic body 48 is held in a state of shear deformation as described above, the deformable amount of the viscoelastic body 48 is compared with the initial state shown in FIG. May decrease, and the amount of vibration energy absorbed in the viscoelastic body 48 may decrease.

ここで、図13(E)に示すように、本実施形態では長ボルト68(図4参照)に取り付けられたナット69を緩め、粘弾性体48に作用する圧縮力(面圧力)を小さくして摩擦面58Aからの静止摩擦力を小さくすることで粘弾性体48が開放され、粘弾性体48のせん断変形量をゼロに戻すことができる。これにより、図13(A)に示す初期状態と同様の減衰効果を得ることができる。   Here, as shown in FIG. 13E, in this embodiment, the nut 69 attached to the long bolt 68 (see FIG. 4) is loosened to reduce the compressive force (surface pressure) acting on the viscoelastic body 48. By reducing the static frictional force from the friction surface 58A, the viscoelastic body 48 is opened, and the shear deformation amount of the viscoelastic body 48 can be returned to zero. Thereby, it is possible to obtain the same attenuation effect as in the initial state shown in FIG.

なお、上記の実施形態では、図1示すように波形鋼板耐震壁22を下の梁18に固定し、粘弾性ダンパ40を上の梁16に固定したがこれに限らず、波形鋼板耐震壁22を上の梁16に固定し、粘弾性ダンパ40を下の梁18に固定しても良い。また、上下の梁16、18と粘弾性ダンパ40又は波形鋼板耐震壁22との接合、粘弾性ダンパ40と波形鋼板耐震壁22との接合はボルト及びナットに限らず、リベットや溶接等で接合しても良い。更に、図4に示す粘弾性ダンパ40は現場で組み立てても良いし、工場等で組み立てても良い。更に、工場等において粘弾性ダンパ40と波形鋼板耐震壁22と接合し、一体化された粘弾性ダンパ40及び波形鋼板耐震壁22を現場に搬入して、架構20に設置しても良い。   In the above embodiment, the corrugated steel shear wall 22 is fixed to the lower beam 18 and the viscoelastic damper 40 is fixed to the upper beam 16 as shown in FIG. May be fixed to the upper beam 16, and the viscoelastic damper 40 may be fixed to the lower beam 18. Further, the joining of the upper and lower beams 16 and 18 to the viscoelastic damper 40 or the corrugated steel shear wall 22 and the joining of the viscoelastic damper 40 and the corrugated steel shear wall 22 are not limited to bolts and nuts, but are joined by rivets or welding. You may do it. Furthermore, the viscoelastic damper 40 shown in FIG. 4 may be assembled on site or may be assembled at a factory or the like. Further, in a factory or the like, the viscoelastic damper 40 and the corrugated steel earthquake proof wall 22 may be joined, and the integrated viscoelastic damper 40 and corrugated steel earthquake proof wall 22 may be brought into the site and installed on the frame 20.

また、図3に示すように、突出部材90を応力伝達部材86に設けたがこれに限らず、ストッパ部材102に設けても良い。   As shown in FIG. 3, the protruding member 90 is provided on the stress transmission member 86.

更に、上記の実施形態では、応力伝達部としての応力伝達部材86を波形鋼板耐震壁22の上部に設けているが、応力伝達部材86の位置はこれに限定されるものではない。ストッパ部材102に接して波形鋼板耐震壁22に水平力を伝達可能であれば良く、ストッパ部材102との位置関係により適宜変更して実施することができる。また、応力伝達部は、必ずしも波形鋼板耐震壁22等と別部材として設ける必要はなく、例えば、波形鋼板耐震壁22の縦フランジ28A、28Bを応力伝達部として、これにストッパ部材が接するように構成しても良い。   Furthermore, in the above embodiment, the stress transmission member 86 as a stress transmission portion is provided on the upper portion of the corrugated steel earthquake resistant wall 22, but the position of the stress transmission member 86 is not limited to this. It suffices if the horizontal force can be transmitted to the corrugated steel earthquake-resistant wall 22 in contact with the stopper member 102, and can be appropriately changed depending on the positional relationship with the stopper member 102. In addition, the stress transmission part is not necessarily provided as a separate member from the corrugated steel shear wall 22 or the like, for example, the vertical flanges 28A and 28B of the corrugated steel earthquake resistant wall 22 are used as stress transmission parts, and the stopper member is in contact therewith. It may be configured.

また、上記の実施形態では、鋼製耐震壁として波形鋼板耐震壁22を用いたがこれに限らない。単なる鋼板からなる履歴型の耐震壁を用いても良い。また、波形鋼板24には、図15(A)〜(D)に示すような断面形状をした波形鋼板を用いることができる。   Moreover, in said embodiment, although the corrugated steel earthquake-resistant wall 22 was used as a steel earthquake-resistant wall, it is not restricted to this. A hysteretic earthquake-resistant wall made of a simple steel plate may be used. Moreover, the corrugated steel sheet 24 having a cross-sectional shape as shown in FIGS.

更に、上記の実施形態における柱12、14、梁16、18は、鉄骨造に限らず、鉄筋コンクリート造、鉄骨鉄筋コンクリート造、プレストレスコンクリート造、鉄骨造、更には現場打ち工法、プレキャスト工法等の種々の工法を用いた構造部材に適用可能である。例えば、第1の実施形態において、梁16に替えてコンクリートスラブ又は小梁等であっても良い。   Furthermore, the columns 12 and 14 and the beams 16 and 18 in the above embodiment are not limited to the steel structure, but include various types such as a reinforced concrete structure, a steel reinforced concrete structure, a prestressed concrete structure, a steel structure, and a field casting method and a precast method. It can be applied to a structural member using this method. For example, in the first embodiment, a concrete slab or a small beam may be used instead of the beam 16.

また、本発明の制震構造10を有することで、耐震性能、制震性能が向上された建物を構築することができる。この場合、制震構造10は、建物の一部に用いても良いし、全てに用いても良い。   In addition, by having the vibration control structure 10 of the present invention, it is possible to construct a building with improved earthquake resistance and vibration control performance. In this case, the vibration control structure 10 may be used for a part of the building or for all.

以上、本発明の実施形態及び変形例について説明したが、本発明はこうした実施形態に限定されるものでなく、これらの実施形態及び変形例を組み合わせて用いてもよいし、本発明の要旨を逸脱しない範囲において、種々なる態様で実施し得ることは勿論である。   As mentioned above, although embodiment and the modification of this invention were described, this invention is not limited to such embodiment, You may use these embodiment and modification, combining the summary of this invention. Of course, various embodiments can be implemented without departing from the scope.

本発明の実施形態に係る制震構造を示す正面図である。It is a front view which shows the damping structure which concerns on embodiment of this invention. 本発明の実施形態に係る制震構造を示す、図1の1−1線断面図である。FIG. 1 is a cross-sectional view taken along line 1-1 of FIG. 本発明の実施形態に係る応力伝達部材、ストッパ部材を示す、斜視図である。It is a perspective view which shows the stress transmission member and stopper member which concern on embodiment of this invention. 本発明の実施形態に係る粘弾性ダンパの分解斜視図である。It is a disassembled perspective view of the viscoelastic damper which concerns on embodiment of this invention. 本発明の実施形態に係る制震構造の変形状態を示す正面図である。It is a front view which shows the deformation | transformation state of the damping structure which concerns on embodiment of this invention. 本発明の実施形態に係る制震構造の変形状態を示す正面図である。It is a front view which shows the deformation | transformation state of the damping structure which concerns on embodiment of this invention. 本発明の実施形態に係る制震構造の変形状態を示す正面図である。It is a front view which shows the deformation | transformation state of the damping structure which concerns on embodiment of this invention. 本発明の実施形態に係る制震構造の変形例を示す、要部拡大図である。It is a principal part enlarged view which shows the modification of the damping structure which concerns on embodiment of this invention. (A)は本発明の実施形態に係る調整機構の変形例を示す、要部拡大図であり、(B)は図9(A)2−2線矢視図である。(A) is a principal part enlarged view which shows the modification of the adjustment mechanism which concerns on embodiment of this invention, (B) is FIG. 9 (A) 2-2 line arrow directional view. (A)は本発明の実施形態に係る調整機構の変形例を示す、要部拡大図であり、(B)は図10(A)3−3線断面図である。(A) is a principal part enlarged view which shows the modification of the adjustment mechanism which concerns on embodiment of this invention, (B) is FIG. 10 (A) 3-3 sectional drawing. (A)は本発明の実施形態に係る調整機構の変形例を示す、要部拡大図であり、(B)は図10(A)のを更に拡大した図であり、(C)は応力伝達部材をストッパ部材側から見た図である。(A) is the principal part enlarged view which shows the modification of the adjustment mechanism which concerns on embodiment of this invention, (B) is the figure which expanded further FIG. 10 (A), (C) is stress transmission. It is the figure which looked at the member from the stopper member side. (A)は本発明の実施形態に係る調整機構の変形例を示す、要部拡大図であり、(B)は図12(A)のストッパ部材を下から見た図である。(A) is the principal part enlarged view which shows the modification of the adjustment mechanism which concerns on embodiment of this invention, (B) is the figure which looked at the stopper member of FIG. 12 (A) from the bottom. 粘弾性体の変形状態を模式化して平面断面図であり、(A)は停止状態(初期状態)、(B)及び(C)は地震時の変形状態、(D)は地震停止の変形状態、(E)は変形状態を初期化した状態を示している。FIG. 2 is a plan cross-sectional view schematically showing a deformed state of a viscoelastic body, (A) is a stopped state (initial state), (B) and (C) are deformed states at the time of an earthquake, and (D) is a deformed state at an earthquake stop. , (E) shows a state where the deformation state is initialized. 本発明の実施形態に係る応力伝達部の変形例を示す側面図である。It is a side view which shows the modification of the stress transmission part which concerns on embodiment of this invention. 本発明の実施形態に係る波形鋼板の断面形状を示す断面図である。It is sectional drawing which shows the cross-sectional shape of the corrugated steel plate which concerns on embodiment of this invention.

符号の説明Explanation of symbols

10 制震構造
16 梁(水平部材)
18 梁(水平部材)
20 架構
24 波形鋼板(鋼製耐震壁)
40 粘弾性ダンパ
42 固定部材
44 把持部材
46 把持部材
48 粘弾性体
86 応力伝達部材(応力伝達部)
90 突出部材
90A ネジ部(調整機構、ネジ機構)
98 ボルト孔(調整機構、ネジ機構)
102 ストッパ部材(ストッパ部)
110 ストッパ部
114 調整板(調整機構)
118 調整板(調整機構)
122 応力伝達部材(応力伝達部)
132 斜面部(第1斜面部)
134 ストッパ部材(ストッパ部)
142 斜面部(第2斜面部)
10 Damping structure 16 Beam (horizontal member)
18 Beam (horizontal member)
20 Frame 24 Corrugated steel sheet (steel seismic wall)
40 viscoelastic damper 42 fixing member 44 gripping member 46 gripping member 48 viscoelastic body 86 stress transmission member (stress transmission portion)
90 projecting member 90A screw part (adjustment mechanism, screw mechanism)
98 Bolt hole (adjustment mechanism, screw mechanism)
102 Stopper member (stopper part)
110 Stopper 114 Adjustment plate (Adjustment mechanism)
118 Adjustment plate (Adjustment mechanism)
122 Stress transmission member (stress transmission part)
132 Slope (first slope)
134 Stopper member (stopper part)
142 Slope (second slope)

Claims (7)

架構を構成する上下の水平部材の何れか一方に固定される鋼製耐震壁と、
上下の前記水平部材の何れか他方と前記鋼製耐震壁とに固定された粘弾性ダンパと、
前記架構を構成する柱に設けられ又は前記柱と前記鋼製耐震壁との間に位置し上下の前記水平部材の何れか他方に直接固定され、前記鋼製耐震壁に取り付けられた応力伝達部と間を空けて配置されると共に該応力伝達部に接して前記鋼製耐震壁に水平力を伝達するストッパ部と、
前記応力伝達部及び前記ストッパ部の少なくとも一方に設けられ、前記応力伝達部と前記ストッパ部との間の距離を変える調整機構と、
を備える制震構造。
A steel seismic wall fixed to one of the upper and lower horizontal members constituting the frame;
A viscoelastic damper fixed to either one of the upper and lower horizontal members and the steel earthquake resistant wall;
A stress transmission part provided on the pillar constituting the frame or positioned between the pillar and the steel earthquake-resistant wall, directly fixed to one of the upper and lower horizontal members, and attached to the steel earthquake-resistant wall And a stopper portion that is disposed with a gap therebetween and that transmits a horizontal force to the steel seismic wall in contact with the stress transmission portion,
An adjustment mechanism that is provided on at least one of the stress transmission part and the stopper part and changes a distance between the stress transmission part and the stopper part;
Damping structure with
前記応力伝達部及び前記ストッパ部の何れか一方は、前記応力伝達部及び前記ストッパ部の何れか他方に向かって突出されると共に前記応力伝達部及び前記ストッパ部の何れか他方に接して前記鋼製耐震壁に水平力を伝達する突出部材を備え、
前記調整機構が、前記突出部材に設けられ、該突出部材の突出量を変えるネジ機構である請求項1に記載の制震構造。
One of the stress transmission part and the stopper part protrudes toward the other of the stress transmission part and the stopper part and is in contact with the other of the stress transmission part and the stopper part. Protruding members that transmit horizontal force to the seismic resistant walls,
The vibration control structure according to claim 1, wherein the adjustment mechanism is a screw mechanism that is provided on the protruding member and changes a protruding amount of the protruding member.
架構を構成する上下の水平部材の何れか一方に固定される鋼製耐震壁と、
上下の前記水平部材の何れか他方と前記鋼製耐震壁とに固定された粘弾性ダンパと、
前記架構に設けられ、前記鋼製耐震壁に取り付けられた応力伝達部と間を空けて配置されると共に該応力伝達部に接して前記鋼製耐震壁に水平力を伝達するストッパ部と、
前記応力伝達部及び前記ストッパ部の少なくとも一方に設けられ、前記応力伝達部と前記ストッパ部との間の距離を変える調整機構と、
を備え、
前記調整機構が、
前記応力伝達部及び前記ストッパ部の何れか一方に、上下方向にスライド可能に設けられ該スライド方向に対して傾斜する第1斜面部と、
前記応力伝達部及び前記ストッパ部の何れか他方に設けられ、前記第1斜面部と対向すると共に前記第1斜面部に接して前記鋼製耐震壁に水平力を伝達する第2斜面部と、
を有する制震構造。
A steel seismic wall fixed to one of the upper and lower horizontal members constituting the frame;
A viscoelastic damper fixed to either one of the upper and lower horizontal members and the steel earthquake resistant wall;
A stopper portion provided on the frame and disposed in a manner spaced apart from the stress transmission portion attached to the steel seismic wall and in contact with the stress transmission portion to transmit a horizontal force to the steel seismic wall;
An adjustment mechanism that is provided on at least one of the stress transmission part and the stopper part and changes a distance between the stress transmission part and the stopper part;
With
The adjustment mechanism is
A first slope portion that is provided on any one of the stress transmission portion and the stopper portion so as to be slidable in the vertical direction and is inclined with respect to the sliding direction;
A second slope portion provided on either one of the stress transmission portion and the stopper portion, facing the first slope portion and in contact with the first slope portion to transmit a horizontal force to the steel earthquake resistant wall;
Seismic control structure with.
前記調整機構が、前記応力伝達部及び前記ストッパ部の少なくとも一方に設けられ、積層枚数により前記応力伝達部と前記ストッパ部との間の距離を調整可能な調整板である請求項1に記載の制震構造。   2. The adjustment plate according to claim 1, wherein the adjustment mechanism is an adjustment plate that is provided on at least one of the stress transmission unit and the stopper unit and can adjust a distance between the stress transmission unit and the stopper unit according to the number of stacked layers. Damping structure. 前記粘弾性ダンパは、上下の前記水平部材の何れか他方に固定される固定部材と、
前記鋼製耐震壁に固定され前記固定部材と相対変位可能に連結される把持部材と、
前記固定部材及び前記把持部材の何れか一方に固定されると共に前記固定部材と前記把持部材との間でせん断変形可能に把持される粘弾性体と、
を備える請求項1〜4の何れか1項に記載の制震構造。
The viscoelastic damper includes a fixing member fixed to one of the upper and lower horizontal members;
A gripping member fixed to the steel earthquake resistant wall and connected to the fixing member so as to be relatively displaceable;
A viscoelastic body fixed to one of the fixing member and the gripping member and gripped so as to be shearable between the fixing member and the gripping member;
The damping structure of any one of Claims 1-4 provided with.
前記鋼製耐震壁が波形鋼板である請求項1〜5の何れか1項に記載の制震構造。   The vibration control structure according to any one of claims 1 to 5, wherein the steel earthquake resistant wall is a corrugated steel plate. 請求項1〜6の何れか1項に記載の制震構造を備える建物。   The building provided with the damping structure of any one of Claims 1-6.
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