JP2520931Y2 - Damping wall structure - Google Patents
Damping wall structureInfo
- Publication number
- JP2520931Y2 JP2520931Y2 JP1989127421U JP12742189U JP2520931Y2 JP 2520931 Y2 JP2520931 Y2 JP 2520931Y2 JP 1989127421 U JP1989127421 U JP 1989127421U JP 12742189 U JP12742189 U JP 12742189U JP 2520931 Y2 JP2520931 Y2 JP 2520931Y2
- Authority
- JP
- Japan
- Prior art keywords
- damping
- plate
- wall
- wall body
- bracket
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Description
【考案の詳細な説明】 イ.考案の目的 〔産業上の利用分野〕 この考案は、地震動等の強力な強制振動力に対して対
抗する建築構造物の壁構造に関し、更に詳しくは、壁自
体で該強制振動力を吸収・減衰させるいわゆる制震壁構
造に関する。[Detailed Description of Device] a. OBJECT OF THE INVENTION [Industrial application field] The present invention relates to a wall structure of a building structure against strong forced vibration force such as earthquake motion. More specifically, the wall itself absorbs and dampens the forced vibration force. The so-called vibration control wall structure.
この種の壁構造として、実開昭64−19760号のものが
公知である。As a wall structure of this type, the one disclosed in Japanese Utility Model Publication No. Sho 64-19760 is known.
すなわち、該公知技術は建造物の骨組内に配設された
相隣る壁版間、若しくは同壁版周辺と前記骨組との間
に、鉛の制振材を介装してなるものである。That is, the known technique is one in which a lead damping material is interposed between adjacent wall slabs arranged in the frame of a building or between the wall slab and its surroundings. .
しかしながら、該公知技術に使用される鉛の制振材鉛
は、それ自体では復元力を有せず、その初期位置への復
帰は構造物の弾性力にのみ依存するものであるので、減
衰性がそれだけ劣ることになる。However, the lead damping material lead used in the known technique does not have a restoring force by itself, and its return to the initial position depends only on the elastic force of the structure. Is inferior to that.
更には、該公知技術によれば鉛の制振材が単に壁と
壁、あるいは骨組と壁、との間に配されたものとなって
いるので、制振材に振動が作用し変形が生じたとき、換
言すれば制振材が減衰作用を発揮するとき、制振材には
くびれ変形が生じ易く、このくびれが発達して、遂には
破断に至る場合がある。Further, according to the known technique, since the lead damping material is simply arranged between the walls or the frame and the wall, the damping material is vibrated and deformed. In other words, in other words, when the damping material exerts a damping action, the damping material is likely to be constricted and deformed, and this constriction may develop and eventually break.
また、破断が生じないまでも断面変化により制振材の
減衰性能が劣化し、性能面に問題があるものである。Further, even if no breakage occurs, the damping performance of the damping material deteriorates due to the change in cross section, and there is a problem in terms of performance.
本考案は上記実情に鑑みなされたものであり、この種
免震壁において、減衰性を更に高めることができ、更に
は、長期の使用に対しても一定の性能を発揮でき、耐久
性のある制震壁構造を得ることを目的とするものであ
る。The present invention has been made in view of the above circumstances, and in this type of seismic isolation wall, the damping property can be further enhanced, and further, a certain performance can be exhibited even for long-term use, which is durable. The purpose is to obtain a damping wall structure.
ロ.考案の構成 〔問題点を解決するための手段〕 上述した目的を達成するべく、本考案の制震壁は具体
的には次の技術手段(構成)を採る。すなわち、多層階
よりなる建築構造物の骨組体をなす柱1と梁2とによっ
て区画される空間部3に、該空間部3を閉塞する壁体4
がその上辺部または下辺部のいずれか一方を当該層の一
方の梁2に固定されて配され、前記壁体4の他方の辺部
において、前記他方の梁2)に対向して実質的に矩形状
をなす切欠き凹部10が形成され、この切欠き凹部10に臨
んで、前記梁2には該切欠き凹部10に移動域を存して装
入される平板状のブラケット12が固設され、壁体4の側
面には該切欠き凹部10を塞ぐ側板15が固設され、これら
のブラケット12と側板15とは互いにその板面12a,15aを
平行状に所定の隙間を存して相対向して配され、これら
のブラケット12と側板15との隙間に、平板状の高減衰ゴ
ム層21を主体とするエネルギー吸収部20が介装されてな
ることを特徴とする。B. Configuration of the Invention [Means for Solving the Problems] In order to achieve the above-mentioned object, the damping wall of the present invention specifically adopts the following technical means (configuration). That is, in the space portion 3 partitioned by the pillars 1 and the beams 2 that form the frame structure of the multi-story building structure, the wall body 4 that closes the space portion 3
Is disposed with one of its upper side or lower side being fixed to one beam 2 of the layer, and is substantially opposed to the other beam 2) on the other side of the wall body 4. A rectangular notch recess 10 is formed, and a flat plate-shaped bracket 12 is fixed to the beam 2 so as to face the notch recess 10 and to be inserted into the notch recess 10 with a moving area. Then, a side plate 15 for closing the notched recess 10 is fixedly provided on the side surface of the wall body 4, and the bracket 12 and the side plate 15 mutually have plate surfaces 12a, 15a in parallel with each other with a predetermined gap. An energy absorbing portion 20 mainly composed of a flat plate-shaped high-damping rubber layer 21 is interposed in a gap between the bracket 12 and the side plate 15 arranged so as to face each other.
上記構成において、空間部3は限定的に解釈されるべ
きでなく、壁体4は相対する梁2,2間に架け渡された別
の梁の下上間に設置される態様を含むものである。In the above configuration, the space portion 3 should not be limitedly interpreted, and the wall body 4 includes a mode in which it is installed between the upper and lower portions of another beam bridged between the opposing beams 2, 2.
ビルなどの建築構造物に周期的強制振動が作用する
と、構造物はその固有振動に応じて揺れ運動を起こし、
各層間に相対的変位が生じる。壁体4は一方の梁2に固
定されたものとなっているので、この相対的変位は、非
拘束状態の壁体4と他方の梁2との相対的変位となって
あらわれ、この両者間に介装された高減衰ゴム層を主体
とするエネルギー吸収部20を変形させることになる。When a periodic forced vibration acts on a building structure such as a building, the structure causes a shaking motion according to its natural vibration,
Relative displacement occurs between the layers. Since the wall body 4 is fixed to the one beam 2, this relative displacement appears as a relative displacement between the wall body 4 in the unrestrained state and the other beam 2, and between these two. The energy absorbing section 20 mainly composed of the high-damping rubber layer interposed between the two is deformed.
高減衰ゴム層は板面に沿う方向に容易に変形するもの
であり、純せん断変形を引き起こし、この変形によりエ
ネルギーが消費され、地震エネルギーを吸収し、構造物
の揺れを減衰させる。The high damping rubber layer is easily deformed in the direction along the plate surface, which causes pure shear deformation, energy is consumed by this deformation, seismic energy is absorbed, and vibration of the structure is attenuated.
この変位は周期的なものであり、減衰力は変位方向と
は逆の向きに働く。This displacement is periodic, and the damping force acts in the direction opposite to the displacement direction.
また、初期位置への復帰力は構造物のもつ弾性復元に
加えて、本壁構造の高減衰ゴム層の復帰力が付加され、
大きな減衰力を発揮するものである。In addition to the elastic restoring of the structure, the restoring force to the initial position is the restoring force of the high damping rubber layer of the main wall structure,
It exhibits a large damping force.
本考案の制震壁構造の実施例を図面に基づいて説明す
る。An embodiment of the damping wall structure of the present invention will be described with reference to the drawings.
(第1実施例) 第1図〜第4図はその一実施例(第1実施例)を示
す。すなわち、第1図は本実施例の免震壁構造の全体を
示し、第2図〜第4図はその要部の詳細構造を示す。(First Embodiment) FIGS. 1 to 4 show an embodiment (first embodiment) thereof. That is, FIG. 1 shows the entire seismic isolation wall structure of the present embodiment, and FIGS. 2 to 4 show the detailed structure of the main part thereof.
図において、1,2は多層階よりなる建築構造物の骨組
体を構成する柱及び梁であり、各層において、2Aは上部
梁、2Bは下部梁である。上部梁2A,下部梁2Bは、各層に
おいて通常の骨組体と別に設けられても、あるいは、2
層に跨がって設けられてもよい。柱1及び梁2は本実施
例では強靱性及び可撓性の観点からH型鋼が好ましいも
のとして使用されているが、他の鋼材、あるいは他の素
材の使用を妨げるものではない。In the figure, 1 and 2 are columns and beams that form the framework of a multi-story building structure. In each layer, 2A is an upper beam and 2B is a lower beam. The upper beam 2A and the lower beam 2B may be provided separately from the normal frame structure in each layer, or
It may be provided across the layers. In the present embodiment, the H-shaped steel is preferably used for the pillar 1 and the beam 2 from the viewpoint of toughness and flexibility, but it does not prevent the use of other steel materials or other materials.
柱1と梁2とによって空間部3が区画形成され、該空
間部3に壁体4が閉塞して設置される。A space portion 3 is defined by the pillar 1 and the beam 2, and the wall body 4 is closed and installed in the space portion 3.
該壁体4は剛性を保持し得るに足る所定の厚さを有
し、その下部は下部梁2Bに剛的に固定される。すなわ
ち、壁体4の下端部には取付け平板6が該壁体4の下端
面より突出して埋設固定され、この取付け平板6を挟着
して下部梁2Bに溶接等によって固定されるアングル材7
をボルト・ナット8をもって締結される。この固定態様
は一例を示したに過ぎず、他の固定態様、例えば、取付
け平板6を直接下部梁2Bに溶接等をもって固定する態様
を採ることは自由である。The wall body 4 has a predetermined thickness sufficient to maintain rigidity, and its lower portion is rigidly fixed to the lower beam 2B. That is, a mounting plate 6 is embedded and fixed at the lower end portion of the wall body 4 so as to project from the lower end surface of the wall body 4, and the mounting plate 6 is sandwiched and fixed to the lower beam 2B by welding or the like.
Are fastened with bolts and nuts 8. This fixing mode is merely an example, and it is free to adopt another fixing mode, for example, a mode in which the mounting plate 6 is directly fixed to the lower beam 2B by welding or the like.
壁体4の上辺中央部には矩形状の切欠き凹部10が凹設
される。A rectangular cutout recess 10 is provided in the center of the upper side of the wall body 4.
この切欠き凹部10に臨んで、上部梁2Aにはブラケット
12がその基部のフランジ部13を溶接等をもって固着さ
れ、所定の厚みを有し矩形状の平板体をなすブラケット
本体を切欠き凹部10内の中心位置に、所定の遊隙すなわ
ち移動域を存して配される。12aはブラケット本体の板
面である。The bracket is attached to the upper beam 2A so as to face the cutout recess 10.
12 is fixed to the flange portion 13 of the base portion by welding or the like, and a bracket main body having a predetermined thickness and having a rectangular flat plate shape is cut out, and a predetermined play, that is, a moving range exists at a central position in the recess 10. Will be distributed. 12a is a plate surface of the bracket body.
壁体4には切欠き凹部10に臨んで、該切欠き凹部10を
塞いでその両側面に側板15が配される。該側板15は後述
する高減衰積層ゴム体が壁面に沿う方向に働く力に対し
てはこれを許容し、壁面に直交する方向に働く力に対し
て抵抗するために設けられるものである。これにより、
壁体4の骨組体への取付けにおいて横剛性の増大が期待
できる。The wall body 4 faces the notch recess 10, closes the notch recess 10, and has side plates 15 on both side surfaces thereof. The side plate 15 is provided to allow a high-damping laminated rubber body, which will be described later, to withstand a force acting in a direction along the wall surface and to resist a force acting in a direction orthogonal to the wall surface. This allows
An increase in lateral rigidity can be expected when the wall body 4 is attached to the skeleton.
該側板15は、壁体4に開設されたボルト挿通孔16に挿
通されるボルト・ナットよりなる締付け兼用の取付けボ
ルト17により壁体4を挟着して固定される。なお、取付
けボルト17は後記するように高減衰積層ゴム体の締付け
に対しても機能するものである。15aは側板15の板面で
ある。The side plate 15 is fixed by sandwiching the wall body 4 with a mounting bolt 17 which is a bolt and nut and which is inserted into a bolt insertion hole 16 formed in the wall body 4 and which is also used as a tightening bolt. The mounting bolt 17 also functions for tightening the high-damping laminated rubber body as described later. 15a is a plate surface of the side plate 15.
これにより、ブラケット12の板面12aと側板15の板面1
5aとは等間隔の隙間を保って互いに平行に、かつ相対向
させて配される。As a result, the plate surface 12a of the bracket 12 and the plate surface 1 of the side plate 15 are
5a are arranged parallel to each other with a gap at equal intervals and opposed to each other.
20は高減衰ゴムを使用したエネルギー吸収部としての
高減衰積層ゴム体であり、上記のブラケット12と側板15
との隙間に配される。該高減衰積層ゴム体20は高減衰ゴ
ム層21と硬質板22とを含み、その両外側面のそれぞれを
ブラケット12の板面12a及び側板15の板面15aに接着剤あ
るいは加硫接着等により強固に固着される。Reference numeral 20 is a high-damping laminated rubber body as an energy absorbing section that uses high-damping rubber.
It is placed in the gap between. The high-damping laminated rubber body 20 includes a high-damping rubber layer 21 and a hard plate 22, and both outer surfaces of the high-damping rubber layer 21 are bonded to the plate surface 12a of the bracket 12 and the plate surface 15a of the side plate 15 by an adhesive agent or a vulcanization adhesive. It is firmly fixed.
もっと詳しくは、高減衰ゴム21は、通常のゴム組成体
(例えば、天然ゴム、ブタジエンゴム等)に、充填剤、
軟化剤、可塑剤、その他の助剤を適宜配合することによ
り、通常のゴム組成体よりもヒステリシスロスを大きく
したものである。この高減衰ゴム21と鋼板等の硬質板22
とを交互に積み重ね、加硫により一体化して高減衰積層
ゴム体20が成形される。この構造により、高減衰ゴム20
は硬質板22の板面に沿って作用する横力に対して柔軟な
可撓性を有するとともに、該横力が除去された後は、そ
の大きな減衰力により速やかに元の位置に復帰するもの
である。なお、硬質板22の装入の目安として、壁体4へ
の面外荷重が大きくなることが予測される場合にその装
入が図られる。More specifically, the high damping rubber 21 includes a normal rubber composition (for example, natural rubber, butadiene rubber, etc.), a filler,
By appropriately blending a softening agent, a plasticizer, and other auxiliaries, the hysteresis loss is made larger than that of a usual rubber composition. This high damping rubber 21 and a hard plate 22 such as a steel plate
And are alternately stacked and integrated by vulcanization to form a high damping laminated rubber body 20. With this structure, high damping rubber 20
Has a soft flexibility against the lateral force acting along the plate surface of the hard plate 22, and after the lateral force is removed, it quickly returns to its original position by its large damping force. Is. In addition, as a standard for charging the hard plate 22, when it is predicted that the out-of-plane load on the wall body 4 will be increased, the charging is performed.
本実施例において、更に、この高減衰積層ゴム体20が
板面に直角方向(板厚方向)に所定の圧縮力が加えられ
ていることを特徴とする。この圧縮力は、取付けボルト
17の締付けにより側板15の圧接力による。The present embodiment is further characterized in that the high damping laminated rubber body 20 is applied with a predetermined compressive force in a direction perpendicular to the plate surface (plate thickness direction). This compressive force is
Due to the pressure contact force of the side plate 15 by tightening 17.
本実施例の制震壁構造では、高減衰積層ゴム体20の組
付けにおいて、ブラケット12・側板15・高減衰積層ゴム
体20を予め一体的に形成した完成品となし、これを現場
にて梁2及び壁体4に組み付ける態様を採ることにより
施工効率がよく、利便性を得る。In the damping wall structure of this embodiment, when the high damping laminated rubber body 20 is assembled, the bracket 12, the side plate 15, and the high damping laminated rubber body 20 are not integrally formed in advance, and this is a finished product. By adopting a mode in which the beam 2 and the wall body 4 are assembled, construction efficiency is good and convenience is obtained.
また、本実施例の壁体4において、切欠き凹部10を壁
体4の上辺の複数箇所に設けることは適宜設計変更可能
な一態様である。Further, in the wall body 4 of the present embodiment, providing the notch recesses 10 at a plurality of positions on the upper side of the wall body 4 is an aspect in which the design can be changed as appropriate.
このように構成された本実施例の制震壁構造は、地震
動に対し次のように作動する。The seismic control wall structure of the present embodiment configured as described above operates as follows against earthquake motion.
構造物に地震動による周期的強制振動が作用すると、
該振動は柱1及び梁2に伝わり、多層構造物の各層間に
相対的変位が生じる。すなわち、各層の上部梁2Aと下部
梁2Bとは互いにずれ、これらの間にずれ変位が生じる。When periodic forced vibration due to earthquake motion acts on a structure,
The vibration is transmitted to the pillar 1 and the beam 2, and a relative displacement occurs between the layers of the multilayer structure. That is, the upper beam 2A and the lower beam 2B of each layer are displaced from each other, and a displacement is generated between them.
そして、壁体4は下部梁2Bに固定されたものとなって
いるので、該下部梁2Bと一体となって変位し、上記のず
れ変位は上部梁2Aと壁体4との変位となってあらわれ
る。Since the wall body 4 is fixed to the lower beam 2B, the wall body 4 is displaced together with the lower beam 2B, and the above-mentioned displacement displacement is a displacement between the upper beam 2A and the wall body 4. Appears.
しかして、本壁構造においてはこの部分に高減衰積層
ゴム体20が介装されているものであり、上部梁2Aと壁体
4との変位により、高減衰積層ゴム体20が変形する。Then, in the present wall structure, the high damping laminated rubber body 20 is interposed in this portion, and the displacement of the upper beam 2A and the wall body 4 deforms the high damping laminated rubber body 20.
第5図はこの変形の一状態を示す。すなわち、上部梁
2Aに連設するブラケット12が壁体4に連設する側板15に
対して相対的にイ方向にずれ、ブラケット12と側板15と
の間に介装する高減衰積層ゴム体20は、ブラケット12及
び側板15の板面12a,15aに沿うせん断変形を受け、この
せん断変形に伴い、エネルギー消費がなされる。このエ
ネルギー消費は変位に抵抗するものであり、ずれ変位を
吸収する。FIG. 5 shows one state of this modification. Ie the upper beam
The bracket 12 continuously connected to 2A is relatively displaced in the direction a with respect to the side plate 15 continuously connected to the wall body 4, and the high damping laminated rubber body 20 interposed between the bracket 12 and the side plate 15 is Also, the plate is subjected to shear deformation along the plate surfaces 12a, 15a of the side plate 15, and energy is consumed in accordance with this shear deformation. This energy consumption resists displacement and absorbs displacement displacement.
この変位は周期的なものであり、絶えず初期位置に復
帰しようとするものであるが、この復帰力は構造物の骨
組体の有する弾性復元力に加え、本高減衰積層ゴム体20
のゴム層21の有する自己復帰力も付加され、構造物の揺
れは速やかに減衰される。This displacement is periodic and constantly tries to return to the initial position. This returning force is in addition to the elastic restoring force of the frame structure of the structure, and the high damping laminated rubber body 20
The self-restoring force of the rubber layer 21 is also added, and the sway of the structure is quickly attenuated.
このようにして、この制震壁構造では、高減衰積層ゴ
ム体20にせん断変形を与え、高減衰積層ゴム体20の発揮
する減衰力を利用して構造物の揺れを速やかに減衰す
る。In this manner, in this vibration control wall structure, the high damping laminated rubber body 20 is subjected to shear deformation, and the damping force exerted by the high damping laminated rubber body 20 is utilized to quickly damp the sway of the structure.
なお、本実施例においては、高減衰積層ゴム体20がそ
の板面に直交する方向に所定の圧縮力が加えられている
ので、そのヒステリシスロスが大きく、減衰能が更に増
大する。In the present embodiment, since the predetermined compression force is applied to the high damping laminated rubber body 20 in the direction orthogonal to the plate surface, the hysteresis loss is large and the damping capacity is further increased.
(第2実施例) 先の実施例では、エネルギー吸収部20として、高減衰
ゴム層21と硬質板22とからなる積層構造を示したが、高
減衰ゴム層のみであってもよい。第6図はそのような制
震壁構造の実施例(第2実施例)を示す。図において、
先の実施例と同等の部材については同一の符号が付され
ている。Second Embodiment In the previous embodiment, the energy absorbing portion 20 has a laminated structure including the high damping rubber layer 21 and the hard plate 22, but may have only the high damping rubber layer. FIG. 6 shows an embodiment (second embodiment) of such a damping wall structure. In the figure,
The same members as those in the previous embodiment are designated by the same reference numerals.
また、この実施例においては、エネルギー吸収部部分
の取付け手間の効率化を図るためユニット体Yに形成さ
れている。Further, in this embodiment, the unit body Y is formed in order to increase the efficiency of the attachment work of the energy absorbing portion.
すなわち、このユニット体Yは、壁体4へ取り付けら
れる側板15間には、スペーサ24により等間隔を置いて複
数(本実施例では2)の中間板25が配され、また、上部
梁2A側へ取り付けられるブラケット12はこれらの側板15
並びに中間板25間に同じくスペーサ26により等間隔を保
って挿入状に配され、かつ、これらのブラケット12・側
板15・中間板25間に高減衰ゴム層20が加硫接着等により
強固に接着固定されている。That is, in this unit body Y, a plurality of (two in this embodiment) intermediate plates 25 are arranged at equal intervals by the spacers 24 between the side plates 15 attached to the wall body 4, and the upper beam 2A side. Brackets 12 attached to these side plates 15
Similarly, the spacers 26 are also arranged in an insertion shape at equal intervals by the spacers 26, and the high-damping rubber layer 20 is firmly bonded between these brackets 12, the side plates 15, and the intermediate plates 25 by vulcanization or the like. It is fixed.
更に、このユニット体Yにおいては、ブラケット12側
及び側板15側にそれぞれボルト・ナットよりなる締付け
具27,28が装着され、これらの締付け具27,28の締込みに
よりブラケット12・側板15・中間板25間に介装される高
減衰ゴム層20に圧縮力が付与される。Further, in this unit body Y, tightening tools 27 and 28 composed of bolts and nuts are attached to the bracket 12 side and the side plate 15 side, respectively, and by tightening these tightening tools 27 and 28, the bracket 12 A compressive force is applied to the high damping rubber layer 20 interposed between the plates 25.
従って、先の実施例では高減衰ゴム層への圧縮力の導
入は壁体4への取付けと同時に現場でなされるが、本実
施例においては工場において予め圧縮力が導入され、こ
のユニット体Yを単に現場で取付けボルト17で取り付け
られるものであり、取付け上の手間が軽減し、施工効率
が向上する。Therefore, in the previous embodiment, the compressive force is introduced into the high damping rubber layer at the same time when it is attached to the wall body 4, but in the present embodiment, the compressive force is introduced in advance in the factory and the unit body Y is used. Is simply mounted on site with the mounting bolts 17, which reduces the labor for mounting and improves the construction efficiency.
本考案は上記実施例に限定されるものではなく、本考
案の基本的技術思想の範囲内で種々設計変更が可能であ
る。すなわち、以下の態様は本考案の技術的範囲内に包
含されるものである。The present invention is not limited to the above embodiment, and various design changes can be made within the scope of the basic technical idea of the present invention. That is, the following aspects are included in the technical scope of the present invention.
(A)図示した実施例では、壁体4の下端部を梁2Bに固
定し、上端部を梁2Aに対して相対変位可能としたが、こ
れと逆の態様、すなわち、壁体4の上端部を梁2Aに固定
し、下端部を梁2Bに対して相対変位可能とし、この変位
部位に高減衰積層ゴム体を配する態様を採ることは作用
効果上格別の差異がなく、適宜実施できる設計的事項で
ある。(A) In the illustrated embodiment, the lower end of the wall body 4 is fixed to the beam 2B and the upper end of the wall body 4 can be displaced relative to the beam 2A. There is no particular difference in function and effect, and it can be appropriately implemented by adopting a mode in which the portion is fixed to the beam 2A, the lower end can be relatively displaced with respect to the beam 2B, and the high damping laminated rubber body is arranged at this displacement portion. It is a design matter.
(B)図示した実施例では、柱1と梁2との区画空間3
に壁体4が設置されている態様を示したが、柱1の存在
は本質的事項ではなく、梁2の中間部に小梁を横架し、
上下の小梁間に壁体4を配する態様は、当然に本技術思
想に包含されるものである。(B) In the illustrated embodiment, the partitioned space 3 between the pillar 1 and the beam 2
Although the wall body 4 is installed in the above, the existence of the pillar 1 is not an essential matter, and a beam is laid across the middle portion of the beam 2,
The aspect in which the wall body 4 is arranged between the upper and lower beam members is naturally included in the technical idea.
ハ.考案の効果 本考案の制震壁構造は、以下の特有の効果を有する。C. Effects of the Invention The damping wall structure of the present invention has the following unique effects.
壁体に形成された切欠き凹部に平板状の高減衰ゴム体
が板面に沿って配されてなるものであるので、壁体の厚
さに制約されずに高減衰ゴム体の設置面積並びに厚さを
十分に採れ、この結果、高減衰ゴム体の板面に沿って純
せん断変形がなされ、所期の性能を発揮することができ
る。Since the flat plate-shaped high damping rubber body is arranged along the plate surface in the notched recess formed in the wall body, the installation area of the high damping rubber body and the installation area of the high damping rubber body are not limited by the thickness of the wall body. A sufficient thickness can be taken, and as a result, pure shear deformation is made along the plate surface of the high damping rubber body, and desired performance can be exhibited.
構造物の初期位置への復帰は構造物の骨組体のもつ弾
性復元力に加え、高減衰ゴム体のもつ弾性復帰力が加わ
り、復帰特性が良好である。The structure returns to the initial position in addition to the elastic restoring force of the skeleton of the structure and the elastic restoring force of the highly damped rubber body, resulting in good returning characteristics.
高減衰ゴム体は減衰方向に均等なせん断変形いわゆる
純せん断変形を受け、この結果、均一な減衰特性を得る
ことができる。更には、くびれ変形が生じないので、こ
れによる応力集中がなく、長期の使用に耐えることがで
きる。The high damping rubber body undergoes uniform shear deformation in the damping direction, so-called pure shear deformation, and as a result, uniform damping characteristics can be obtained. Furthermore, since no constriction deformation occurs, stress concentration due to this does not occur, and it is possible to withstand long-term use.
第1図は本考案の制震壁構造の一実施例(第1実施例)
を示す正面図、第2図は第1図のII−II線拡大断面図、
第3図は第1図のIII−III線拡大断面図、第4図は第2
図の部分拡大図、第5図は本壁構造の変形状態を示す模
式図、第6図は本考案の他の実施例(第2実施例)の要
部の断面図である。 1……柱、2……梁、3……空間部、4……壁体、10…
…切欠き凹部、12……ブラケット、12a……板面、15…
…側板、15a……板面、20……高減衰積層ゴム体、21…
…高減衰ゴム層、22……硬質板FIG. 1 shows an embodiment of the damping wall structure of the present invention (first embodiment).
FIG. 2 is an enlarged cross-sectional view taken along line II-II of FIG.
FIG. 3 is an enlarged sectional view taken along the line III-III in FIG. 1, and FIG.
FIG. 5 is a partially enlarged view of the figure, FIG. 5 is a schematic view showing a deformed state of the wall structure, and FIG. 6 is a cross-sectional view of an essential part of another embodiment (second embodiment) of the present invention. 1 ... Pillar, 2 ... Beam, 3 ... Space, 4 ... Wall, 10 ...
… Notch recess, 12 …… Bracket, 12a …… Plate surface, 15…
… Side plate, 15a …… Plate surface, 20 …… High damping laminated rubber body, 21…
… High damping rubber layer, 22 …… Hard plate
Claims (4)
柱(1)と梁(2)とによって区画される空間部(3)
に、該空間部(3)を閉塞する壁体(4)がその上辺部
または下辺部のいずれか一方を当該層の一方の梁(2)
に固定されて配され、 前記壁体(4)の他方の辺部において、前記他方の梁
(2)に対向して実質的に矩形状をなす切欠き凹部(1
0)が形成され、 この切欠き凹部(10)に臨んで、前記梁(2)には該切
欠き凹部(10)に移動域を存して装入される平板状のブ
ラケット(12)が固設され、壁体(4)の側面には該切
欠き凹部(10)を塞ぐ側板(15)が固設され、これらの
ブラケット(12)と側板(15)とは互いにその板面(12
a,15a)を平行状に所定の隙間を存して相対向して配さ
れ、 これらのブラケット(12)と側板(15)との隙間に、平
板状の高減衰ゴム層(21)を主体とするエネルギー吸収
部(20)が介装されてなる、 ことを特徴とする壁構造。1. A space portion (3) defined by a pillar (1) and a beam (2) forming a frame structure of a multi-story building structure.
In addition, the wall body (4) for closing the space portion (3) has either one of the upper side portion and the lower side portion thereof which is one beam (2) of the layer.
A notch concave portion (1) that is fixed to the wall body (4) and has a substantially rectangular shape on the other side portion of the wall body (4) facing the other beam (2).
0) is formed, and the beam (2) has a flat plate-like bracket (12) which is inserted into the notch recess (10) with a moving area facing the notch recess (10). A side plate (15) that is fixed and closes the cutout recess (10) is fixed to the side surface of the wall body (4), and the bracket (12) and the side plate (15) mutually face the plate surface (12).
a, 15a) are arranged in parallel and face each other with a predetermined gap, and a flat plate-shaped high-damping rubber layer (21) is mainly provided in the gap between the bracket (12) and the side plate (15). The wall structure characterized in that the energy absorption part (20) is installed.
(21)と硬質板(22)とがブラケット(12)及び側板
(15)の板面(12a,15d)に平行して互いに重ね積み重
ねられてなる高減衰積層ゴム体で構成されてなる請求項
1に記載の制震壁構造。2. An energy absorbing part (20), wherein a high damping rubber layer (21) and a hard plate (22) are superposed on each other in parallel with the plate surfaces (12a, 15d) of the bracket (12) and the side plate (15). The damping wall structure according to claim 1, wherein the damping wall structure is composed of stacked high-damping laminated rubber bodies.
みで構成されてなる請求項1に記載の制震壁構造。3. The damping wall structure according to claim 1, wherein the energy absorbing portion (20) is composed of only a high damping rubber layer.
方向に圧縮力が付加されてなる請求項1ないし3のいず
れかに記載の壁構造。4. The wall structure according to claim 1, wherein a compressive force is applied to the high damping laminated rubber body in a direction orthogonal to the plate surface thereof.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP1989127421U JP2520931Y2 (en) | 1989-07-12 | 1989-10-31 | Damping wall structure |
Applications Claiming Priority (3)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP1-81723 | 1989-07-12 | ||
JP8172389 | 1989-07-12 | ||
JP1989127421U JP2520931Y2 (en) | 1989-07-12 | 1989-10-31 | Damping wall structure |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH0374757U JPH0374757U (en) | 1991-07-26 |
JP2520931Y2 true JP2520931Y2 (en) | 1996-12-18 |
Family
ID=31890199
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP1989127421U Expired - Fee Related JP2520931Y2 (en) | 1989-07-12 | 1989-10-31 | Damping wall structure |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP2520931Y2 (en) |
Families Citing this family (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP5063210B2 (en) * | 2007-06-20 | 2012-10-31 | トヨタホーム株式会社 | building |
JP6777386B2 (en) * | 2015-10-13 | 2020-10-28 | オイレス工業株式会社 | How to attach the plate-shaped member |
JP6765822B2 (en) * | 2016-02-17 | 2020-10-07 | 株式会社サトウ | Seismic structure with plywood web load-bearing damping wall and its formation method |
JP7094870B2 (en) * | 2018-12-25 | 2022-07-04 | 株式会社竹中工務店 | Vibration control building |
JP7275712B2 (en) * | 2019-03-20 | 2023-05-18 | 株式会社大林組 | wooden structure |
JP6994532B2 (en) * | 2020-04-10 | 2022-01-14 | オイレス工業株式会社 | How to attach the plate-shaped member |
Family Cites Families (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS6016672A (en) * | 1983-07-06 | 1985-01-28 | 日立金属株式会社 | Earthquake-proof structural element of skeletal structure |
JPS62187157U (en) * | 1986-05-19 | 1987-11-28 | ||
JPH0430287Y2 (en) * | 1987-07-30 | 1992-07-22 |
-
1989
- 1989-10-31 JP JP1989127421U patent/JP2520931Y2/en not_active Expired - Fee Related
Also Published As
Publication number | Publication date |
---|---|
JPH0374757U (en) | 1991-07-26 |
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