JP3432590B2 - Damping structure of steel structure - Google Patents
Damping structure of steel structureInfo
- Publication number
- JP3432590B2 JP3432590B2 JP11906094A JP11906094A JP3432590B2 JP 3432590 B2 JP3432590 B2 JP 3432590B2 JP 11906094 A JP11906094 A JP 11906094A JP 11906094 A JP11906094 A JP 11906094A JP 3432590 B2 JP3432590 B2 JP 3432590B2
- Authority
- JP
- Japan
- Prior art keywords
- steel
- damping
- vibration
- plate
- beam connecting
- 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
【０００１】[0001]
【産業上の利用分野】本発明は、制振性能を十分に発揮
することが可能な鉄骨構造物の制振構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vibration damping structure for a steel structure capable of sufficiently exhibiting vibration damping performance.
【０００２】[0002]
【従来の技術】地震によって入力された振動エネルギー
を制振部材の履歴エネルギーとして消費することによ
り、該振動エネルギーを早期に減衰させることが可能な
鉄骨構造物の耐震構造として、本出願人が先に出願した
実開平５ー１７０２４号公報に示す技術が知られてい
る。2. Description of the Related Art As a seismic resistant structure of a steel structure capable of promptly attenuating the vibration energy input by an earthquake as hysteresis energy of a vibration damping member, the present applicant first The technique disclosed in Japanese Utility Model Application Laid-Open No. 5-17024 is filed.
【０００３】この技術は、図７から図９に示すように、
一般の建築用鋼材の柱１と梁部材２から構成されるラー
メン構造の鉄骨構造物において、上下の梁部材２に一般
の建築用鋼材で形成された梁連結部材（実開平５ー１７
０２４号公報では間柱ブラケットと称する。）３Ａ、３
Ｂが連結されているとともに、これら梁連結部材３Ａ、
３Ｂの間に、制振部材（実開平５ー１７０２４号公報で
は小耐力部材と称する。）４が連結されてなる耐震構造
である。This technique, as shown in FIG. 7 to FIG.
In a steel frame structure of a rigid frame structure composed of a general building steel column 1 and a beam member 2, a beam connecting member (actual flat plate 5-17
In 024, it is called a stud bracket. ) 3A, 3
B is connected, and these beam connecting members 3A,
A vibration-damping member (referred to as a small bearing member in Japanese Utility Model Laid-Open No. 5-17024) 4 is connected between 3B to provide an earthquake-resistant structure.
【０００４】ここで、梁連結部材３Ａ及び制振部材４
は、高力ボルト接合により連結されている。すなわち、
横断面Ｈ形状に形成されてウェブ４ａと一対のフランジ
４ｂを有する制振部材４は、板厚ｔ1 が均一に設定され
たウェブ４ａが、梁連結部材３の材質と比較して降伏点
が極めて低い金属部材により形成されている。 そし
て、前記ウェブ４ａの上下位置の梁連結部材３Ａ、３Ｂ
と高力ボルト接合される連結位置（以下、連結部と称す
る。）Ｃには、図８及び図９に示すように、所定間隔を
あけて複数のボルト挿通孔５が表裏方向に穿設されてい
る。また、梁連結部材３Ａのウェブ３Ａａにも、所定間
隔をあけて複数のボルト挿通孔６が表裏方向に穿設され
ている。Here, the beam connecting member 3A and the vibration damping member 4
Are connected by high strength bolt joints. That is,
In the vibration damping member 4 having the H-shaped cross section and having the web 4a and the pair of flanges 4b, the web 4a having a uniform plate thickness t 1 has a yield point higher than that of the material of the beam connecting member 3. It is formed of an extremely low metal member. Then, the beam connecting members 3A, 3B at the upper and lower positions of the web 4a.
As shown in FIGS. 8 and 9, a plurality of bolt insertion holes 5 are bored in the front-back direction at predetermined intervals at a connection position (hereinafter, referred to as a connection portion) C where high-strength bolts are joined. ing. Further, the web 3Aa of the beam connecting member 3A is also provided with a plurality of bolt insertion holes 6 at predetermined intervals in the front-back direction.
【０００５】そして、ボルト挿通孔７が穿設された２枚
のスプライスプレート８を、ウェブ３Ａａ、ウェブ４ａ
の表面及び裏面の連結部Ｃに当接して全てのボルト挿通
孔７をボルト挿通孔５、６に対応させる。そして、対応
するそれぞれのボルト挿通孔５、６及び７に、それらボ
ルト挿通孔より僅かに縮径されたボルト部を有する高力
ボルト（高張力ボルト）９をそれぞれ挿通してナットと
螺合し、全ての高力ボルト９を強力に締め付けていくこ
とにより、スプライスプレート８及びウェブ３Ａａ、ウ
ェブ４ａの接合面間に大きな摩擦抵抗を発生させ、梁連
結部材３Ａと制振部材４を高力ボルト接合する。なお、
制振部材４のフランジ４ｂも、梁連結部材３Ａのフラン
ジ３Ａｂとスプライスプレート８を介して高力ボルト接
合により連結される。Then, the two splice plates 8 having the bolt insertion holes 7 are installed on the web 3Aa and the web 4a.
All bolt insertion holes 7 are made to correspond to the bolt insertion holes 5 and 6 by abutting on the connecting portions C on the front surface and the back surface. Then, high-strength bolts (high-tensile bolts) 9 each having a bolt portion slightly reduced in diameter from the corresponding bolt insertion holes are inserted into the corresponding bolt insertion holes 5, 6 and 7 and screwed into the nuts. By strongly tightening all the high-strength bolts 9, a large frictional resistance is generated between the splice plate 8 and the joint surfaces of the webs 3Aa and 4a, and the beam connecting member 3A and the vibration damping member 4 are connected to each other by the high-strength bolts. To join. In addition,
The flange 4b of the damping member 4 is also connected to the flange 3Ab of the beam connecting member 3A via the splice plate 8 by high-strength bolting.
【０００６】そして、梁連結部材３Ｂも、上記と同様の
高力ボルト接合により制振部材４と連結することにより
耐震構造が形成される。The beam connecting member 3B is also connected to the vibration damping member 4 by the high-strength bolt connection similar to that described above to form an earthquake-proof structure.
【０００７】[0007]
【発明が解決しようとする課題】ところが、図７から図
９で示した従来の耐震構造にあっては、制振部材４が塑
性変形するほどの振動エネルギーが構造物に入力される
と、ウェブ４ａの連結部Ｃにすべりが生じたり、破損に
至ってしまい、制振性能を十分に発揮することができな
い場合があることが判明した。However, in the conventional seismic resistant structure shown in FIGS. 7 to 9, when the vibration energy enough to plastically deform the damping member 4 is input to the structure, the web It has been found that slippage may occur in the connecting portion C of 4a or damage may occur, resulting in insufficient vibration damping performance.
【０００８】すなわち、入力された振動エネルギーは、
梁連結部材３Ａ、３Ｂを介して制振部材４に伝達される
が、上記構造では、連結部Ｃに穿設されているボルト挿
通孔５の周囲に応力が集中するので、連結部Ｃが、ウェ
ブ４ａの他の部分が十分に塑性変形する前に早期に塑性
変形しやすい。このように、ウェブ４ａの連結部Ｃが早
期に塑性変形してしまうと、梁連結部材３Ａ、３Ｂ及び
制振部材４の高力ボルト接合による連結構造が失われ、
スプライスプレート８とウェブ３Ａａ、ウェブ３Ｂａ及
びウェブ４ａの接合面間にすべりが発生したり、破損し
たりするので、構造物に入力された振動エネルギーが制
振部材４に確実に伝達されない。したがって、制振部材
４は履歴エネルギーを消費することができず、制振性能
を十分に発揮することができない。That is, the input vibration energy is
The vibration is transmitted to the vibration damping member 4 via the beam connecting members 3A and 3B, but in the above structure, stress concentrates around the bolt insertion hole 5 formed in the connecting portion C, so that the connecting portion C The other parts of the web 4a are likely to be early plastically deformed before being sufficiently plastically deformed. In this way, if the connecting portion C of the web 4a is plastically deformed at an early stage, the connecting structure of the beam connecting members 3A, 3B and the vibration damping member 4 due to the high-strength bolt connection is lost,
Slip occurs or breaks between the joining surfaces of the splice plate 8 and the webs 3Aa, 3Ba, and 4a, so that the vibration energy input to the structure is not reliably transmitted to the vibration damping member 4. Therefore, the vibration damping member 4 cannot consume the hysteresis energy and cannot sufficiently exhibit the vibration damping performance.
【０００９】この発明は、上記事情に鑑みてなされたも
のであり、地震によって入力された振動エネルギーを履
歴エネルギーとして確実に消費して該振動エネルギーを
早期に減衰させることが可能な鉄骨構造物の制振構造を
提供することを目的とする。The present invention has been made in view of the above circumstances, and it is possible to surely consume the vibration energy input by an earthquake as hysteresis energy and attenuate the vibration energy at an early stage. The purpose is to provide a vibration control structure.
【００１０】[0010]
【課題を解決するための手段】この発明の請求項１記載
の鉄骨構造物の制振構造は、建築用鋼材からなる上下の
梁部材に、建築用鋼材からなる一対の梁連結部材が互い
に対向配置され、これら梁連結部材の開放端部に、それ
ら梁連結部材より降伏点が極めて低い金属部材からなる
制振部材が、スプライスプレートを介して高力ボルト接
合により連結されてなる鉄骨構造物の制振構造におい
て、前記スプライスプレートと連結する前記制振部材の
連結部は、前記梁連結部材と同一の板厚とし、且つ該制
振部材の他の部位より板厚が厚い形状とされていること
を特徴とする制振構造である。According to a first aspect of the present invention, there is provided a vibration control structure for a steel frame structure, comprising:
A pair of beam connecting members made of steel for construction are attached to each other.
A steel structure in which a damping member made of a metal member having a yield point extremely lower than those of the beam connecting members is connected to the open ends of the beam connecting members by a high-strength bolt joint through a splice plate. in damping of the object, the connecting portion of the damping member connected to the splice plate, the beam connection member and the same plate thickness and were and are the plate thickness is thicker shape than other parts of the damping member It is a vibration control structure characterized by
【００１１】また、請求項２記載の鉄骨構造物の制振構
造は、建築用鋼材からなる上下の梁部材に、建築用鋼材
からなる一対の梁連結部材が互いに対向配置され、これ
ら梁連結部材の開放端部に、それら梁連結部材より降伏
点が極めて低い金属部材からなる制振部材が、スプライ
スプレートを介して高力ボルト接合により連結されてな
る鉄骨構造物の制振構造において、前記スライスプレー
トと連結する前記制振部材の連結部に補助プレートが一
体に接合され、前記制振部材及び前記補助プレートを合
わせた板厚が、前記梁連結部材と同一の板厚とし、且つ
該制振部材の他の部位より板厚が厚い形状とされている
ことを特徴とする制振構造である。According to a second aspect of the present invention, there is provided a vibration control structure for a steel structure, wherein the upper and lower beam members made of steel for construction are made of steel for construction.
A pair of beam connecting members made of metal are arranged so as to face each other, and a damping member made of a metal member having a yield point extremely lower than those of the beam connecting members is provided at the open ends of the beam connecting members via a splice plate to form a high-strength bolt. In the vibration damping structure of a steel frame structure connected by joining, the slice plate
The auxiliary plate is connected to the connecting portion of the damping member that is connected to the
The damping member and the auxiliary plate are joined to the body.
The combined plate thickness is the same as the beam connecting member, and
The vibration damping structure is characterized in that the plate thickness is thicker than other portions of the vibration damping member.
【００１２】また、請求項３記載の鉄骨構造物の制振構
造は、建築用鋼材からなる上下の梁部材に、建築用鋼材
からなる一対の梁連結部材が互いに対向配置され、これ
ら梁連結部材の開放端部に、制振部材がスプライスプレ
ートを介して高力ボルト接合により連結されてなる鉄骨
構造物の制振構造において、前記制振部材は、前記梁連
結部材と同一材料の降伏点が高い建築用鋼材で形成さ
れ、前記梁連結部材と同一の板厚として前記スプライス
プレートと連結される連結部と、前記梁連結部材より降
伏点が極めて低い金属部材により形成され、且つ前記連
結部と一体接合されている制振部とで構成されているこ
とを特徴とする制振構造である。According to a third aspect of the present invention, there is provided a vibration control structure for a steel frame structure in which upper and lower beam members made of steel for construction are attached to steel members for construction.
A pair of beam connecting members consisting of are arranged opposite to each other, in the open end portion of these beam connecting members, in a vibration suppressing structure of a steel frame structure in which a damping member is connected by high-strength bolt joining via a splice plate, The damping member is the beam link.
It is made of the same material as the connecting members and is made of architectural steel with a high yield point.
The splice has the same plate thickness as the beam connecting member.
A damping part, which is composed of a connecting part connected to the plate and a damping part formed of a metal member having a yield point extremely lower than that of the beam connecting member and integrally joined to the connecting part. It is a swing structure.
【００１３】[0013]
【作用】この発明の請求項１記載の鉄骨構造物の制振構
造によれば、スプライスプレートと制振部材の連結部
は、高力ボルト接合により連結されるので互いにボルト
挿通孔が穿設されているが、この発明の制振部材の連結
部は、上下の梁部材に対向配置されている梁連結部材と
同一の板厚とし、且つ該制振部材の他の部位より板厚が
厚い形状とされているので、ウェブのボルト挿通孔の周
囲の応力集中が緩和される。また、仮にウェブのボルト
挿通孔の周囲が塑性化した場合でも、板厚を厚くしてい
るので、塑性化に伴う板厚の減少の割合が小さく抑えら
れ、高力ボルトの導入軸力の低下を防ぐことができるた
め、高力ボルトの導入軸力によるスプライスプレートと
連結部の接合面の大きな摩擦抵抗を維持することができ
る。According to the vibration damping structure of the steel frame structure of the present invention, since the connecting portion between the splice plate and the damping member is connected by high-strength bolt connection, the bolt insertion holes are formed in each other. However, the connecting portion of the vibration damping member of the present invention is the same as the beam connecting member that is arranged to face the upper and lower beam members.
Since the plate thickness is the same and the plate thickness is thicker than the other portions of the vibration damping member , stress concentration around the bolt insertion holes of the web is relieved. Further, even if the periphery of the bolt insertion hole of the web is plasticized, the plate thickness is increased, so the rate of decrease in plate thickness due to plasticization is suppressed to a low level, and the introduction axial force of the high-strength bolt is reduced. Therefore, it is possible to maintain a large frictional resistance between the splice plate and the joint surface due to the axial force introduced by the high-strength bolt.
【００１４】これにより、制振部材が塑性変形するほど
の振動エネルギーが構造物に入力されると、振動エネル
ギーが梁連結部材、スプライスプレートを介して制振部
材に伝達されるが、連結部のボルト挿通孔の周囲に応力
が集中しても、連結部の塑性化を防ぐことができ、仮に
連結部が塑性化した場合でも、スプライスプレートと連
結部の接合面間にすべりは発生せず、破損にも至らな
い。したがって、地震によって入力された振動エネルギ
ーは、制振部材に伝達されて履歴エネルギーとして確実
に消費され、該振動エネルギーを早期に減衰させること
が可能となる。As a result, when vibration energy enough to plastically deform the vibration damping member is input to the structure, the vibration energy is transmitted to the vibration damping member via the beam connecting member and the splice plate. Even if stress is concentrated around the bolt insertion hole, it is possible to prevent plasticization of the connection part, and even if the connection part is plasticized, slip does not occur between the joint surface of the splice plate and the connection part, It will not be damaged. Therefore, the vibration energy input by the earthquake is transmitted to the vibration damping member and is surely consumed as hysteresis energy, so that the vibration energy can be attenuated at an early stage.
【００１５】この発明の請求項２記載の鉄骨構造物の制
振構造によれば、スライスプレートと連結する制振部材
の連結部に補助プレートが一体に接合され、連結部と補
強プレートにボルト挿通孔が穿設されると、制振部材の
連結部の板厚が制振部よりも厚い形状となる。これによ
り、制振部材が塑性変形するほどの振動エネルギーが構
造物に入力されると、振動エネルギーが梁連結部材、ス
プライスプレートを介して制振部材及び補強プレートに
伝達されるが、連結部のボルト挿通孔の周囲に応力が集
中しても、連結部が早期に塑性変形せず、スプライスプ
レートと連結部の接合面間にすべりが発生したり、破損
に至ことがない。したがって、地震によって入力された
振動エネルギーは、制振部材に伝達されて履歴エネルギ
ーとして確実に消費され、該振動エネルギーを早期に減
衰させることが可能となる。According to the vibration damping structure for a steel structure according to claim 2 of the present invention, the vibration damping member connected to the slice plate is provided.
When the auxiliary plate is integrally joined to the connecting portion and the bolt insertion hole is formed in the connecting portion and the reinforcing plate, the plate thickness of the connecting portion of the damping member becomes thicker than that of the damping portion. As a result, when vibration energy enough to plastically deform the vibration damping member is input to the structure, the vibration energy is transmitted to the vibration damping member and the reinforcing plate through the beam connecting member and the splice plate. Even if stress is concentrated around the bolt insertion hole, the connecting portion does not plastically deform at an early stage, and slippage does not occur between the splicing plate and the connecting surface of the connecting portion and damage does not occur. Therefore, the vibration energy input by the earthquake is transmitted to the vibration damping member and is surely consumed as hysteresis energy, so that the vibration energy can be attenuated at an early stage.
【００１６】この発明の請求項３記載の鉄骨構造物の制
振構造によれば、制振部材は、前記梁連結部材と同一材
料の降伏点が高い建築用鋼材で形成され、前記梁連結部
材と同一の板厚として前記スプライスプレートと連結さ
れる連結部と、梁連結部材より降伏点が極めて低い金属
部材により形成され、且つ前記連結部と一体接合されて
いる制振部とで構成されているので、ボルト挿通孔が穿
設された連結部は、従来構造と比較してボルト挿通孔の
周囲に応力が集中しても早期に塑性変形することがな
い。According to the vibration damping structure for a steel structure according to claim 3 of the present invention, the damping member is the same material as the beam connecting member.
Made of building steel with a high yield point,
Connected to the splice plate with the same thickness as the material
Since the connecting portion is formed of a metal member having a yield point extremely lower than that of the beam connecting member and is integrally joined to the connecting portion, a connection having a bolt insertion hole is formed. Compared with the conventional structure, the portion does not plastically deform early even if stress is concentrated around the bolt insertion hole.
【００１７】これにより、制振部材が塑性変形するほど
の振動エネルギーが構造物に入力されると、振動エネル
ギーが梁連結部材、スプライスプレートを介して制振部
材に伝達されるが、連結部のボルト挿通孔の周囲に応力
が集中しても、連結部が早期に塑性変形せず、スプライ
スプレートと連結部の接合面間にすべりが発生したり、
破損に至ることがないので、地震によって入力された振
動エネルギーは、制振部材の制振部に伝達されて履歴エ
ネルギーとして確実に消費され、該振動エネルギーを早
期に減衰させることが可能となる。Thus, when vibration energy enough to plastically deform the vibration damping member is input to the structure, the vibration energy is transmitted to the vibration damping member via the beam connecting member and the splice plate. Even if stress concentrates around the bolt insertion hole, the joint does not plastically deform early and slip occurs between the splice plate and the joint surface.
Since the vibration energy is not damaged, the vibration energy input by the earthquake is transmitted to the vibration damping portion of the vibration damping member and is surely consumed as hysteresis energy, so that the vibration energy can be quickly attenuated.
【００１８】[0018]
【実施例】以下、この発明の鉄骨構造物の制振構造の実
施例について、図を参照して説明する。なお、図７から
図９で示した構成と同一構成部分には、同一符号を付し
てその説明を省略する。図１及び図２に示すものは、本
発明に係る第１の実施例を示すものである。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENT An embodiment of the vibration damping structure for steel structure of the present invention will be described below with reference to the drawings. The same components as those shown in FIGS. 7 to 9 are designated by the same reference numerals and the description thereof will be omitted. 1 and 2 show a first embodiment according to the present invention.
【００１９】本実施例の梁連結部材３Ａ、３Ｂ及びスプ
ライスプレート８は、一般の建築用鋼材により形成され
ている。また、本実施例で使用されている制振部材１０
は、間柱形式のせん断降伏型制振部材であり、ウェブ１
０ａは一般の建築用鋼材と比較して降伏点が極めて低い
極軟鋼により形成されている。本実施例の制振部材１０
の形状は、ウェブ１０ａ及び一対のフランジ１０ｂを有
する横断面Ｈ形状に形成されているとともに、ウェブ１
０ａの連結部１０Ｃの板厚ｔ2 が、ウェブ１０ａの他の
位置の板厚ｔ3 より大きい寸法（ｔ2 ＞ｔ3 ）となるよ
うに形成されている。また、連結部１０Ｃには、挿通さ
れる高力ボルト９のボルト部の外径より僅かに拡径され
たボルト挿通孔１１が、所定間隔をあけて表裏方向に穿
設されている。The beam connecting members 3A and 3B and the splice plate 8 of this embodiment are made of general building steel. Further, the vibration damping member 10 used in this embodiment
Is a stud type shear yield type damping member, and is a web 1
0a is made of extremely mild steel having a very low yield point as compared with general construction steel materials. Vibration damping member 10 of the present embodiment
Has a cross-sectional H-shape having a web 10a and a pair of flanges 10b.
The plate thickness t 2 of the connecting portion 10C of 0a is larger than the plate thickness t 3 at other positions of the web 10a (t 2 > t 3 ). In addition, a bolt insertion hole 11 that is slightly larger in diameter than the outer diameter of the bolt portion of the high-strength bolt 9 to be inserted is formed in the connecting portion 10C in the front-back direction at a predetermined interval.
【００２０】そして、２枚のスプライスプレート８を、
梁連結部材３Ａのウェブ３Ａａ、ウェブ１０ａの連結部
１０Ｃの表面及び裏面に当接し、全てのボルト挿通孔７
をボルト挿通孔６、１１に対応させる。そして、対応す
るそれぞれのボルト挿通孔に高力ボルト９をそれぞれ挿
通してナットと螺合し、全ての高力ボルト９を強力に締
め付けていくことにより、スプライスプレート８及びウ
ェブ３Ａａ、ウェブ１０ａの接合面間に大きな摩擦抵抗
を発生させた状態で、梁連結部材３Ａと制振部材１０が
高力ボルト接合により連結される。Then, the two splice plates 8 are
All the bolt insertion holes 7 are in contact with the web 3Aa of the beam connecting member 3A and the front and back surfaces of the connecting portion 10C of the web 10a.
Correspond to the bolt insertion holes 6 and 11. Then, the high-strength bolts 9 are respectively inserted into the corresponding bolt insertion holes, screwed with the nuts, and all the high-strength bolts 9 are strongly tightened, so that the splice plate 8, the web 3Aa, and the web 10a are tightened. The beam connecting member 3A and the vibration damping member 10 are connected by high-strength bolt connection in a state where a large frictional resistance is generated between the connection surfaces.
【００２１】上記構成の鉄骨構造物の制振構造によれ
ば、制振部材１０が塑性変形するほどの振動エネルギー
が構造物に入力されると、振動エネルギーが梁連結部材
３Ａ、３Ｂを介して制振部材１０に伝達されるが、本実
施例においては、他の領域より板厚寸法が大きくされた
連結部１０Ｃにボルト挿通孔１１が穿設されているの
で、ボルト挿通孔１１の周囲に応力が集中しても、連結
部１０Ｃは、ウェブ４ａの他の部分が十分に塑性変形す
る前に早期に塑性変形することがない。According to the vibration damping structure of the steel frame structure having the above-described structure, when vibration energy enough to plastically deform the vibration damping member 10 is input to the structure, the vibration energy is transmitted through the beam connecting members 3A, 3B. Although transmitted to the vibration damping member 10, in the present embodiment, since the bolt insertion hole 11 is formed in the connecting portion 10C whose plate thickness dimension is larger than other regions, the bolt insertion hole 11 is provided around the bolt insertion hole 11. Even if the stress is concentrated, the connecting portion 10C does not plastically deform early before the other portions of the web 4a sufficiently plastically deform.
【００２２】このように、ウェブ１０ａの連結部１０Ｃ
が早期に塑性変形せず、スプライスプレート８とウェブ
３Ａａ、ウェブ３Ｂａ及びウェブ１０ａの接合面間にす
べりが発生したり、破損に至ることがないので、地震に
よって入力された振動エネルギーは、制振部材１０に伝
達されて履歴エネルギーとして確実に消費され、該振動
エネルギーを早期に減衰させることが可能となる。Thus, the connecting portion 10C of the web 10a is
Does not plastically deform at an early stage, and slippage or damage does not occur between the joint surfaces of the splice plate 8 and the webs 3Aa, 3Ba, and 10a. Therefore, the vibration energy input by the earthquake is It is transmitted to the member 10 and is surely consumed as hysteresis energy, so that the vibration energy can be attenuated at an early stage.
【００２３】図３及び図４に示すものは、本発明に係る
第２の実施例を示すものである。本実施例の制振部材１
５は、ウェブ１５ａ及び一対のフランジ１５ｂを有する
横断面Ｈ形形状に形成されているとともに、ウェブ１５
ａは均一の板厚ｔ4 に設定されている。そして、連結部
１５Ｃには、所定間隔をあけてボルト挿通孔１６が穿設
されている。FIGS. 3 and 4 show a second embodiment according to the present invention. Damping member 1 of this embodiment
5 has an H-shaped cross section having a web 15a and a pair of flanges 15b.
a is set to a uniform plate thickness t 4 . Bolt insertion holes 16 are formed in the connecting portion 15C at predetermined intervals.
【００２４】そして、本実施例では、ウェブ１５ａの連
結部１５Ｃの表裏面と、一対のスプライスプレート８と
の間に、補強プレート１７が配設されている。すなわ
ち、補強プレート１７は、前記ボルト挿通孔１６と同一
径のボルト挿通孔１８が所定間隔をあけて穿設されてい
る。そして、補強プレート１７は、ボルト挿通孔１６、
１８どうしを対応させながら、連結部１５Ｃの表裏面に
溶接される。これにより、ウェブ１５ａと２枚の補強プ
レート１７とが一体接合されてなる連結部１５Ｃの板厚
ｔ5 は、ウェブ１０ａの他の位置の板厚ｔ4 より大きい
寸法（ｔ4 ＞ｔ5 ）となる。In this embodiment, the reinforcing plate 17 is arranged between the front and back surfaces of the connecting portion 15C of the web 15a and the pair of splice plates 8. That is, the reinforcing plate 17 is provided with bolt insertion holes 18 having the same diameter as the bolt insertion holes 16 with a predetermined interval. Then, the reinforcing plate 17 includes the bolt insertion holes 16,
The 18 parts are made to correspond to each other and welded to the front and back surfaces of the connecting part 15C. Accordingly, the plate thickness t 5 of the connecting portion 15C formed by integrally joining the web 15a and the two reinforcing plates 17 is larger than the plate thickness t 4 at other positions of the web 10a (t 4 > t 5 ). Becomes
【００２５】そして、２枚のスプライスプレート８を、
梁連結部材３Ａのウェブ３Ａａ、ウェブ１５ａの連結部
１５Ｃの表面及び裏面に当接し、全てのボルト挿通孔７
をボルト挿通孔６、１８に対応させる。そして、対応す
るそれぞれのボルト挿通孔に高力ボルト９を挿通してナ
ットと螺合し、全ての高力ボルト９を強力に締め付けて
いくことにより、スプライスプレート８及びウェブ３Ａ
ａ、ウェブ１５ａの接合面間に大きな摩擦抵抗を発生さ
せた状態で、梁連結部材３Ａと制振部材１５が高力ボル
ト接合により連結される。Then, the two splice plates 8 are
All the bolt insertion holes 7 are brought into contact with the web 3Aa of the beam connecting member 3A and the front and back surfaces of the connecting portion 15C of the web 15a.
Correspond to the bolt insertion holes 6 and 18. Then, the high-strength bolts 9 are inserted into the corresponding bolt insertion holes, screwed with the nuts, and all the high-strength bolts 9 are strongly tightened, whereby the splice plate 8 and the web 3A.
The beam connecting member 3A and the vibration damping member 15 are connected by the high-strength bolt connection in a state where a large frictional resistance is generated between the joining surfaces of the a and the web 15a.
【００２６】上記構成の鉄骨構造物の制振構造によれ
ば、制振部材１５が塑性変形するほどの振動エネルギー
が構造物に入力されると、振動エネルギーが梁連結部材
３Ａ、３Ｂを介して制振部材１５に伝達されるが、本実
施例においては、連結部１５Ｃに２枚の補強プレート１
７が溶接接合されて、連結部１５Ｃの板厚が他の領域と
比較して厚く形成されているので、ボルト挿通孔１６、
１８の周囲に応力が集中しても、連結部１５Ｃは、ウェ
ブ１５ａの他の部分が十分に塑性変形する前に早期に塑
性変形することがない。According to the structure for damping the vibration of the steel frame structure, when the vibration energy enough to plastically deform the damping member 15 is input to the structure, the vibration energy is transmitted through the beam connecting members 3A, 3B. Although transmitted to the vibration damping member 15, in the present embodiment, the two reinforcing plates 1 are connected to the connecting portion 15C.
7 is welded and joined, and the plate thickness of the connecting portion 15C is formed thicker than other regions. Therefore, the bolt insertion holes 16,
Even if stress is concentrated on the periphery of 18, the connecting portion 15C is not plastically deformed early before other portions of the web 15a are sufficiently plastically deformed.
【００２７】このように、ウェブ１５ａの連結部１５Ｃ
が早期に塑性変形せず、スプライスプレート８とウェブ
３Ａａ、ウェブ３Ｂａ及びウェブ１５ａの接合面間にす
べりが発生したり、破損に至ることがないので、地震に
よって入力された振動エネルギーは、制振部材１５に伝
達されて履歴エネルギーとして確実に消費され、該振動
エネルギーを早期に減衰させることが可能となる。Thus, the connecting portion 15C of the web 15a
Does not plastically deform at an early stage, and slippage does not occur between the splicing plate 8 and the joint surfaces of the web 3Aa, the web 3Ba, and the web 15a, and damage does not occur. Therefore, the vibration energy input by the earthquake is The vibration energy is transmitted to the member 15 and is surely consumed as hysteresis energy, so that the vibration energy can be quickly attenuated.
【００２８】図５及び図６に示すものは、本発明に係る
第３の実施例を示すものである。本実施例の制振部材２
０は、ウェブ２０ａ及び一対のフランジ２０ｂを有する
横断面Ｈ形形状に形成されているとともに、ウェブ２０
ａは、一般の建築用鋼材と比較して降伏点が極めて低い
極軟鋼により形成された塑性変形部（制振部）２０ａ1
と、この塑性変形部２０ａ1 の上下端部に一体接合され
た一般の建築用鋼材からなる連結部２０ａ2 により構成
されている。FIG. 5 and FIG. 6 show a third embodiment according to the present invention. Damping member 2 of this embodiment
0 is formed in an H-shaped cross section having a web 20a and a pair of flanges 20b.
a is a plastically deformed portion (vibration damping portion) 20a 1 formed of ultra-soft steel whose yield point is extremely lower than that of general building steel materials.
When it is configured by connecting portions 20a 2 formed of integrally bonded general construction steel the upper and lower end portions of the plastically deformed portion 20a 1.
【００２９】すなわち、連結部２０ａ2 は、所定間隔を
あけてボルト挿通孔２１が穿設された板材である。そし
て、この連結部２０ａ2 の上下方向の端部に、所定の板
厚ｔ 6 に設定された板状の塑性変形部２０ａ1 が溶接接
合されている。そして、２枚のスプライスプレート８
を、梁連結部材３Ａのウェブ３Ａａ、ウェブ２０ａの連
結部２０ａ2 の表面及び裏面に当接し、全てのボルト挿
通孔７をボルト挿通孔６、２１に対応させる。そして、
対応するそれぞれのボルト挿通孔に高力ボルト９を挿通
してナットと螺合し、全ての高力ボルト９を強力に締め
付けていくことにより、スプライスプレート８及びウェ
ブ３Ａａ、ウェブ２０ａの接合面間に大きな摩擦抵抗を
発生させた状態で、梁連結部材３Ａと制振部材２０が高
力ボルト接合により連結される。That is, the connecting portion 20a2Is a predetermined interval
It is a plate material in which a bolt insertion hole 21 is opened. That
This connecting portion 20a2At the vertical end of the
Thickness t 6Plate-like plastic deformation portion 20a set to1Welded
Have been combined. And two splice plates 8
Is connected to the web 3Aa of the beam connecting member 3A and the web 20a.
Knot 20a2Abut the front and back of the
The through hole 7 corresponds to the bolt insertion holes 6 and 21. And
Insert the high-strength bolt 9 into the corresponding bolt insertion hole.
And screw it into the nut, and tighten all high-strength bolts 9 firmly.
By attaching the splice plate 8 and the wafer,
Large frictional resistance between the joint surfaces of the web 3Aa and the web 20a
With the beam generated, the beam connecting member 3A and the damping member 20 are
Connected by force bolting.
【００３０】上記構成の鉄骨構造物の制振構造によれ
ば、制振部材２０が塑性変形するほどの振動エネルギー
が構造物に入力されると、振動エネルギーが梁連結部材
３Ａ、３Ｂを介して制振部材２０に伝達されるが、本実
施例においては、連結部２０ａ 2 が一般の建築用鋼材に
より形成されているので、ボルト挿通孔２１の周囲に応
力が集中しても、連結部２０ａ2 は、塑性変形部２０ａ
1 より早期に塑性変形することがない。According to the vibration damping structure of the steel structure having the above-mentioned structure
For example, the vibration energy is such that the damping member 20 is plastically deformed.
Is input to the structure, the vibration energy is applied to the beam connecting member.
It is transmitted to the vibration damping member 20 via 3A and 3B.
In the embodiment, the connecting portion 20a 2To general steel for construction
Since it is formed by
Even if the force is concentrated, the connecting portion 20a2Is the plastically deformed portion 20a
1It does not undergo plastic deformation earlier.
【００３１】このように、ウェブ２０ａの連結部２０ａ
2 が早期に塑性変形せず、スプライスプレート８とウェ
ブ３Ａａ、ウェブ３Ｂａ及びウェブ２０ａの接合面間に
すべりが発生したり、破損に至ることがないので、地震
によって入力された振動エネルギーは、制振部材２０に
伝達されて履歴エネルギーとして確実に消費され、該振
動エネルギーを早期に減衰させることが可能となる。In this way, the connecting portion 20a of the web 20a is
2 does not undergo plastic deformation at an early stage, and slippage or damage does not occur between the joint surfaces of the splice plate 8 and the webs 3Aa, 3Ba, and 20a. Therefore, the vibration energy input by the earthquake is suppressed. The vibration energy is transmitted to the vibration member 20 and is surely consumed as hysteresis energy, so that the vibration energy can be attenuated at an early stage.
【００３２】なお、上記第１の実施例から第３の実施例
で示した制振構造は、間柱形式のせん断降伏型制振部材
に採用されているが、例えば、間柱形式の曲げ降伏型制
振部材に採用しても同様の効果を得ることができ、さら
には、一般の建築用鋼材と比較して降伏点が極めて低い
極軟鋼により形成されている制振部材の連結部に、高力
ボルト接合が採用された制振構造にも適用できる。The vibration damping structures shown in the first to third embodiments are adopted for a stud type shear yield type vibration damping member. For example, a stud type bending yield type damping member is used. Even if it is adopted as a vibration member, the same effect can be obtained, and further, high strength is applied to the connection part of the vibration damping member formed of ultra-soft steel whose yield point is extremely low compared to general steel materials for construction. It can also be applied to vibration control structures that employ bolt connections.
【００３３】[0033]
【発明の効果】以上説明したように、この発明の請求項
１記載の鉄骨構造物の制振構造は、制振部材の連結部
が、上下の梁部材に対向配置されている梁連結部材と同
一の板厚とし、且つ該制振部材の他の部位より板厚が厚
い形状とされているので、連結部のボルト挿通孔の周囲
の応力集中が緩和される。これにより制振部材が塑性変
形するほどの振動エネルギーが構造物に入力され、連結
部のボルト挿通孔の周囲に応力が集中しても、連結部は
他の部分が十分に塑性変形する前に早期に塑性変形する
ことがない。As described above, in the vibration damping structure for a steel frame structure according to claim 1 of the present invention, the connecting portion of the vibration damping member is a beam connecting member arranged to face the upper and lower beam members. same
Since the plate thickness is one and the plate thickness is thicker than the other portions of the vibration damping member , stress concentration around the bolt insertion hole of the connecting portion is relieved. As a result, vibration energy that causes plastic deformation of the damping member is input to the structure, and even if stress concentrates around the bolt insertion holes of the connection part, the connection part will not be fully plastically deformed before the other parts. There is no early plastic deformation.
【００３４】したがって、連結部が早期に塑性変形せ
ず、スプライスプレートと連結部の接合面間にすべりが
発生したり、破損に至ることがないので、地震によって
入力された振動エネルギーは、制振部材に伝達されて履
歴エネルギーとして確実に消費され、該振動エネルギー
を早期に減衰させることが可能な制振構造を得ることが
できる。Therefore, the connecting portion is not plastically deformed at an early stage, slippage does not occur between the splicing plate and the connecting surface of the connecting portion, and damage is not caused. Therefore, the vibration energy input by the earthquake is suppressed. It is possible to obtain a vibration damping structure that is transmitted to a member and is surely consumed as hysteresis energy, and that the vibration energy can be attenuated at an early stage.
【００３５】また、請求項２記載の鉄骨構造物の制振構
造は、スライスプレートと連結する制振部材の連結部に
補助プレートが一体に接合され、連結部と補強プレート
にボルト挿通孔が穿設されると、制振部材の連結部の板
厚が制振部よりも厚い形状となっているので、連結部の
ボルト挿通孔の周囲の応力集中が緩和される。したがっ
て、連結部が早期に塑性変形せず、スプライスプレート
と連結部の接合面間にすべりが発生したり、破損に至る
ことがないので、地震によって入力された振動エネルギ
ーは、制振部材に伝達されて履歴エネルギーとして確実
に消費され、該振動エネルギーを早期に減衰させること
が可能な制振構造を提供することができる。Further, in the vibration damping structure for a steel frame structure according to claim 2, the vibration damping member is connected to the slice plate at the connecting portion.
Auxiliary plate is joined together, connecting part and reinforcing plate
When a bolt insertion hole is drilled in the
Since the thickness is thicker than that of the vibration damping portion , stress concentration around the bolt insertion hole of the connecting portion is relieved. Therefore, the connecting part is not plastically deformed at an early stage, slippage does not occur between the splice plate and the connecting surface of the connecting part, and damage is not caused, so the vibration energy input by the earthquake is transmitted to the damping member. Thus, it is possible to provide a vibration damping structure that can be surely consumed as hysteresis energy and can damp the vibration energy at an early stage.
【００３６】一方、請求項３記載の鉄骨構造物の制振構
造は、制振部材は、前記梁連結部材と同一材料の降伏点
が高い建築用鋼材で形成され、前記梁連結部材と同一の
板厚として前記スプライスプレートと連結される連結部
と、梁連結部材より降伏点が極めて低い金属部材により
形成され、且つ前記連結部と一体接合されている制振部
とで構成されているので、ボルト挿通孔が穿設された連
結部は、従来構造と比較してボルト挿通孔の周囲に応力
が集中しても早期に塑性変形することがない。On the other hand, in the vibration damping structure for a steel structure according to claim 3, the damping member is made of the same material as that of the beam connecting member.
Made of high-grade steel, which is the same as the beam connecting member
Since the connecting portion that is connected to the splice plate as the plate thickness , and the vibration damping portion that is formed of a metal member having a yield point extremely lower than the beam connecting member, and that is integrally joined to the connecting portion, Compared with the conventional structure, the connecting portion in which the bolt insertion hole is formed is not plastically deformed early even if stress is concentrated around the bolt insertion hole.
【００３７】したがって、制振部材が塑性変形するほど
の振動エネルギーが構造物に入力されると、振動エネル
ギーが梁連結部材、スプライスプレートを介して制振部
材に伝達されるが、連結部のボルト挿通孔の周囲に応力
が集中しても、連結部が早期に塑性変形せず、スプライ
スプレートと連結部の接合面間にすべりが発生したり、
破損に至ることがないので、地震によって入力された振
動エネルギーは、制振部材の制振部に伝達されて履歴エ
ネルギーとして確実に消費され、該振動エネルギーを早
期に減衰させることが可能な制振構造を提供することが
できる。Therefore, when vibration energy to such an extent that the vibration damping member is plastically deformed is input to the structure, the vibration energy is transmitted to the vibration damping member via the beam connecting member and the splice plate. Even if stress is concentrated around the insertion hole, the joint does not plastically deform at an early stage, and slippage occurs between the splice plate and the joint surface.
Since the damage does not result in damage, the vibration energy input by the earthquake is transmitted to the vibration control part of the vibration control member and is surely consumed as hysteresis energy, and it is possible to damp the vibration energy at an early stage. A structure can be provided.
【図１】請求項１記載の発明における一方の梁連結部材
と制振部材の高力ボルト接合による連結構造を示す正面
図である。FIG. 1 is a front view showing a connecting structure of one beam connecting member and a vibration damping member in the invention according to claim 1 by high-strength bolt connection.
【図２】図１における縦断面形状を示した図である。FIG. 2 is a diagram showing a vertical cross-sectional shape in FIG.
【図３】請求項２記載の発明における一方の梁連結部材
と制振部材の高力ボルト接合による連結構造を示す正面
図である。FIG. 3 is a front view showing a connection structure of one beam connection member and a vibration damping member by high-strength bolt connection in the invention according to claim 2;
【図４】図３における縦断面形状を示した図である。FIG. 4 is a diagram showing a vertical cross-sectional shape in FIG.
【図５】請求項３記載の発明における一方の梁連結部材
と制振部材の高力ボルト接合による連結構造を示す正面
図である。FIG. 5 is a front view showing a connecting structure of one beam connecting member and a vibration damping member by high-strength bolt joining in the invention according to claim 3;
【図６】図５における縦断面形状を示した図である。6 is a diagram showing a vertical cross-sectional shape in FIG.
【図７】鉄骨構造物の上下の梁部材間に配設された制振
構造を示す図である。FIG. 7 is a diagram showing a vibration damping structure disposed between upper and lower beam members of a steel frame structure.
【図８】従来の一方の梁連結部材と制振部材の高力ボル
ト接合による連結構造を示す正面図である。FIG. 8 is a front view showing a conventional connection structure of one beam connecting member and a vibration damping member by high-strength bolt connection.
【図９】図８における縦断面形状を示した図である。9 is a diagram showing a vertical cross-sectional shape in FIG.
２ 梁部材 ３Ａ、３Ｂ 梁連結部材 ７ スプライスプレートのボルト挿通孔 ８ スプライスプレート ９ 高力ボルト １０、１５、２０ 制振部材 １０ａ、１５ａ、２０ａ ウェブ １０Ｃ、１５Ｃ、２０ａ2 連結部 １１、１６、２１ 連結部のボルト挿通孔 １７ 補助プレート ２０ａ1 制振部2 Beam members 3A, 3B Beam connection member 7 Splice plate bolt insertion hole 8 Splice plate 9 High-strength bolts 10, 15, 20 Damping members 10a, 15a, 20a Webs 10C, 15C, 20a 2 Connection parts 11, 16, 21 Bolt insertion hole 17 of connecting part Auxiliary plate 20a 1 Damping part
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 平７−317370（ＪＰ，Ａ) 特開 平６−341246（ＪＰ，Ａ) (58)調査した分野(Int.Cl.7，ＤＢ名) E04H 9/02,9/02 301 - 351 E04B 1/58 503 ─────────────────────────────────────────────────── ─── Continuation of front page (56) Reference JP-A-7-317370 (JP, A) JP-A-6-341246 (JP, A) (58) Fields investigated (Int.Cl. 7 , DB name) E04H 9 / 02,9 / 02 301-351 E04B 1/58 503
Claims (3)
築用鋼材からなる一対の梁連結部材が互いに対向配置さ
れ、これら梁連結部材の開放端部に、それら梁連結部材
より降伏点が極めて低い金属部材からなる制振部材が、
スプライスプレートを介して高力ボルト接合により連結
されてなる鉄骨構造物の制振構造において、 前記スプライスプレートと連結する前記制振部材の連結
部は、前記梁連結部材と同一の板厚とし、且つ該制振部
材の他の部位より板厚が厚い形状とされていることを特
徴とする鉄骨構造物の制振構造。Claims: 1. The upper and lower beam members made of building steel,
A pair of beam connecting members made of building steel are placed facing each other.
Then, at the open ends of these beam connecting members, a damping member made of a metal member having a yield point extremely lower than those of the beam connecting members,
In damping of steel structure composed are connected by high-strength bolted connection through the splice plate, the connecting portion of the damping member connected to the splice plate, the same plate thickness and the beam connection member, and damping structure for steel structure, wherein a plate thickness is thicker shape than other parts of the damping member.
築用鋼材からなる一対の梁連結部材が互いに対向配置さ
れ、これら梁連結部材の開放端部に、それら梁連結部材
より降伏点が極めて低い金属部材からなる制振部材が、
スプライスプレートを介して高力ボルト接合により連結
されてなる鉄骨構造物の制振構造において、前記スライスプレートと連結する前記制振部材の連結部
に補助プレートが一体に接合され、前記制振部材及び前
記補助プレートを合わせた板厚が、前記梁連結部材と同
一の板厚とし、且つ該制振部材の他の部位より板厚が厚
い形状とされている ことを特徴とする鉄骨構造物の制振
構造。2. An upper and lower beam member made of steel for construction,
A pair of beam connecting members made of building steel are placed facing each other.
Then, at the open ends of these beam connecting members, a damping member made of a metal member having a yield point extremely lower than those of the beam connecting members,
In a vibration damping structure for a steel structure, which is connected by a high-strength bolt connection via a splice plate, a connecting portion of the vibration damping member connected to the slice plate
The auxiliary plate is integrally joined to the
The plate thickness of the auxiliary plates is the same as the beam connecting member.
One plate thickness and thicker than other parts of the damping member
A vibration-damping structure for steel-framed structures, which is characterized by its shape .
築用鋼材からなる一対の梁連結部材が互いに対向配置さ
れ、これら梁連結部材の開放端部に、制振部材がスプラ
イスプレートを介して高力ボルト接合により連結されて
なる鉄骨構造物の制振構造において、前記 制振部材は、前記梁連結部材と同一材料の降伏点が
高い建築用鋼材で形成され、前記梁連結部材と同一の板
厚として前記スプライスプレートと連結される連結部
と、前記梁連結部材より降伏点が極めて低い金属部材に
より形成され、且つ前記連結部と一体接合されている制
振部とで構成されていることを特徴とする鉄骨構造物の
制振構造。3. The upper and lower beam members made of steel for construction,
A pair of beam connecting members made of building steel are placed facing each other.
Is, the open end of the beam connecting members, in the damping of the steel structure comprising damping member is connected by a high-strength bolted connection through the splice plate, said damping member, said beam linking member The yield point of the same material
The same plate as the beam connecting member, which is made of high building steel
It is composed of a connecting portion that is connected to the splice plate as a thickness , and a vibration damping portion that is formed of a metal member having a yield point extremely lower than that of the beam connecting member and that is integrally joined to the connecting portion. A characteristic damping structure for steel structures.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11906094A JP3432590B2 (en) | 1994-05-31 | 1994-05-31 | Damping structure of steel structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP11906094A JP3432590B2 (en) | 1994-05-31 | 1994-05-31 | Damping structure of steel structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH07324516A JPH07324516A (en) | 1995-12-12 |
| JP3432590B2 true JP3432590B2 (en) | 2003-08-04 |
Family
ID=14751919
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP11906094A Expired - Fee Related JP3432590B2 (en) | 1994-05-31 | 1994-05-31 | Damping structure of steel structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3432590B2 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP7157611B2 (en) * | 2018-09-28 | 2022-10-20 | 株式会社フジタ | Vibration control damper |
| JP7432408B2 (en) * | 2020-03-17 | 2024-02-16 | 株式会社フジタ | Vibration damper |
-
1994
- 1994-05-31 JP JP11906094A patent/JP3432590B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH07324516A (en) | 1995-12-12 |
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