JPH11303451A - Vibration damping member for construction - Google Patents
Vibration damping member for constructionInfo
- Publication number
- JPH11303451A JPH11303451A JP10965498A JP10965498A JPH11303451A JP H11303451 A JPH11303451 A JP H11303451A JP 10965498 A JP10965498 A JP 10965498A JP 10965498 A JP10965498 A JP 10965498A JP H11303451 A JPH11303451 A JP H11303451A
- Authority
- JP
- Japan
- Prior art keywords
- vibration damping
- vibration
- stiffening
- steel plate
- welded
- 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.)
- Pending
Links
Landscapes
- Building Environments (AREA)
- Load-Bearing And Curtain Walls (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、建築用制震部材に
係り、さらに詳しくは、一部又は大部分に板厚が薄く降
伏耐力の低い制震作用部材を用いた建築用制震部材の補
剛構造に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a vibration damping member for a building, and more particularly, to a vibration damping member for a building in which a part or most of the vibration damping member has a small thickness and a low yield strength. It relates to a stiffening structure.
【０００２】[0002]
【従来の技術】従来より、鉄骨構造物などの制震性の向
上のために鋼板制震壁を用いてる場合は、設計された所
定の耐力を発揮させるために、制震作用部材の面外座屈
補剛を行うのが一般的である。また、制震間柱状の制震
部材の面外座屈補剛も、この鋼板制震壁の補剛方法に準
じて行われていた。例えば、実開平７−２９２２６号公
報に開示された考案においては、制震壁を構成する極低
降伏点鋼板に垂直に、縦横の補剛リブを溶接により取付
けてその剛性を大きくしているが、このような場合は、
溶接の入熱によって極低降伏点鋼板が硬化しないよう
に、十分な入熱管理が必要である。2. Description of the Related Art Conventionally, when a steel plate damping wall has been used to improve the damping performance of a steel structure or the like, in order to exert a designed strength, the outside of the surface of the damping member is required. It is common to perform buckling stiffening. In addition, out-of-plane buckling of the columnar damping member was also carried out in accordance with the stiffening method of the steel plate damping wall. For example, in the invention disclosed in Japanese Utility Model Laid-Open Publication No. Hei 7-29226, vertical and horizontal stiffening ribs are attached by welding vertically to the extremely low yield point steel plate constituting the damping wall to increase the rigidity. , In such a case,
Sufficient heat input control is necessary so that the extremely low yield point steel sheet is not hardened by the heat input of welding.
【０００３】[0003]
【発明が解決しようとする課題】上記のような鋼板制震
壁や制震間柱状の制震部材（以下、これらを一括して制
震部材という）は、建築物の梁や柱などより先に降伏さ
せる目的で耐力の小さい鋼板を用いることが多いが、板
厚が極端に薄いと、補剛リブの溶接による大入熱で鋼板
の性状が変化するおそれがあった。そのため、鋼板への
入熱管理を十分行うなどの措置を伴い、コスト増を余儀
なくされていた。The above-mentioned steel plate damping wall or the damping member in the form of a pillar between the damping members (hereinafter, collectively referred to as a damping member) is located ahead of the beams and columns of the building. In many cases, a steel sheet having a low proof stress is used for the purpose of yielding, but if the sheet thickness is extremely thin, the properties of the steel sheet may change due to a large heat input due to welding of the stiffening ribs. Therefore, measures such as sufficient control of the heat input to the steel sheet have been required, and the cost has been increased.
【０００４】本発明は、上記の課題を解決するためにな
されたもので、制震作用部材への入熱を抑制して補剛部
材を取付けることにより、性能の低下を防止した建築用
制震部材を得ることを目的としたものである。SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned problems, and a building vibration control device in which a reduction in performance is prevented by mounting a stiffening member while suppressing heat input to a vibration control member. It is intended to obtain a member.
【０００５】[0005]
【課題を解決するための手段】本発明は、制震作用部材
を有し、鉄骨構造物などに設置される建築用制震部材に
おいて、前記制震作用部材の少なくとも一方の面側に補
剛部材を配設し、該補剛部材を前記制震作用部材以外の
部材に溶接して取付けたものである。SUMMARY OF THE INVENTION The present invention relates to a building damping member having a vibration damping member and installed on a steel structure or the like, wherein at least one surface of the vibration damping member is stiffened. A member is provided, and the stiffening member is attached to a member other than the vibration control member by welding.
【０００６】また、上記の制震作用部材の外周にこれと
直交して額縁を設け、補剛部材を前記額縁に溶接した。Further, a frame is provided on the outer periphery of the above-mentioned vibration damping member at right angles to the frame, and a stiffening member is welded to the frame.
【０００７】さらに、Ｈ形部材のウェブに開口部を設け
て該開口部に制震作用部材を一体的に取付け、補剛部材
を前記Ｈ形部材に溶接した。Further, an opening is provided in the web of the H-shaped member, a vibration control member is integrally attached to the opening, and a stiffening member is welded to the H-shaped member.
【０００８】[0008]
【発明の実施の形態】［実施形態１］図１は本発明の実
施形態１の正面図、図２はそのＡ−Ａ断面図、図３は図
１の各部の構成を原理的に示した斜視図である。図にお
いて、１は建築用制震部材（以下、制震部材という）
で、左右の鉄骨柱２１と上梁２２ａ及び下梁２２ｂとで
構成した主架構２３内に設置されている。２は制震作用
部材である極低降伏点鋼板、３は普通鋼板からなり、極
低降伏点鋼板２の外周に、その幅方向のほぼ中央部を当
接して極低降伏点鋼板２に対して垂直に溶接してなる額
縁である。DESCRIPTION OF THE PREFERRED EMBODIMENTS [Embodiment 1] FIG. 1 is a front view of an embodiment 1 of the present invention, FIG. 2 is a sectional view taken along the line AA, and FIG. It is a perspective view. In the figure, reference numeral 1 denotes a building damping member (hereinafter referred to as a damping member).
Thus, it is installed in a main frame 23 composed of left and right steel columns 21 and upper beams 22a and lower beams 22b. Reference numeral 2 denotes a very low yield point steel plate which is a vibration damping member, and 3 denotes a normal steel plate. It is a picture frame that is vertically welded.
【０００９】４は普通鋼板からなり、額縁３の外面の幅
方向のほぼ中央部に、溶接、ねじ止め等により垂直に取
付けられ、制震部材１を主架構２３内に取付けるための
取付鋼板である。５は縦リブ５ａと横リブ５ｂを溶接に
より格子状（十字状）に接合してなる補剛部材で、縦リ
ブ５ａは額縁３の上下方向の内のり寸法とほぼ等しい長
さに形成され、横リブ５ｂは額縁３の左右方向の内のり
寸法とほぼ等しい長さに形成されている。そして、極低
降伏点鋼板２の一方の面側において額縁３内に挿入して
その端面を極低降伏点鋼板２に当接又は近接させ、各端
部をそれぞれ額縁３の内面に溶接により取付けたもので
ある。上記のように構成した制震部材１は主架構２３内
に配設され、左右の鉄骨柱２１、上梁２２ａ及び下梁２
２ｂに設けた接合部材２４に、取付鋼板４をねじ止めし
て設置される。Reference numeral 4 denotes a steel plate which is vertically mounted by welding, screwing, or the like, substantially at the center of the outer surface of the frame 3 in the width direction, and which is used for mounting the vibration damping member 1 in the main frame 23. is there. Reference numeral 5 denotes a stiffening member formed by joining the vertical ribs 5a and the horizontal ribs 5b in a lattice shape (cross shape) by welding. The vertical ribs 5a have a length substantially equal to the vertical dimension of the frame 3 in the vertical direction. The rib 5b is formed to have a length substantially equal to the inner dimension of the frame 3 in the left-right direction. Then, one end of the extremely low yield point steel plate 2 is inserted into the picture frame 3 so that its end surface is in contact with or close to the extremely low yield point steel plate 2, and each end is attached to the inner surface of the picture frame 3 by welding. It is a thing. The vibration control member 1 configured as described above is disposed in the main frame 23, and includes the left and right steel columns 21, the upper beam 22a, and the lower beam 2.
The mounting steel plate 4 is screwed and installed on the joining member 24 provided in 2b.
【００１０】図４は本実施形態の他の例を示すもので、
（ａ）は正面図、（ｂ）は背面図である。本例は、極低
降伏点鋼板２の一方の面側に例えば縦リブ５ａを配設し
てその両端部をそれぞれ額縁３の内面に溶接し、他方の
面側に横リブ５ｂを縦リブ５ａと交差して配設してその
両端部をそれぞれ額縁３の内面に溶接し、これら縦リブ
５ａと横リブ５ｂとにより補剛部材５を構成したもので
ある。FIG. 4 shows another example of the present embodiment.
(A) is a front view, (b) is a rear view. In this embodiment, for example, a vertical rib 5a is disposed on one surface side of the extremely low yield point steel plate 2 and both ends thereof are welded to the inner surface of the frame 3, respectively, and the horizontal rib 5b is connected to the vertical rib 5a on the other surface side. And the both ends thereof are welded to the inner surface of the frame 3, respectively, and the stiffening member 5 is constituted by the vertical ribs 5a and the horizontal ribs 5b.
【００１１】このように、本実施形態においては、極低
降伏点鋼板２の一方の面側だけに補剛部材５を設け、あ
るいは両面に同方向又は交差して補剛部材５を設けても
よく、その数も適宜設定することができる。また、補剛
部材５はその両端部を額縁に溶接し、極低降伏点鋼板２
に対しては補剛部材５を溶接せず、接触又は近接させる
だけで補剛効果を得ることができるので、溶接の入熱に
よる極低降伏点鋼板２への悪影響はほとんどない。As described above, in the present embodiment, the stiffening member 5 is provided only on one surface of the extremely low yield point steel plate 2, or the stiffening member 5 is provided on both surfaces in the same direction or crossing each other. The number can be set as appropriate. Further, the stiffening member 5 is welded at both ends thereof to a picture frame to form an extremely low yield point steel plate 2.
In this case, the stiffening effect can be obtained only by contacting or approaching the stiffening member 5 without welding, so that there is almost no adverse effect on the extremely low yield point steel plate 2 due to the heat input of welding.
【００１２】［実施形態２］図５は本発明の実施形態２
に係る間柱状の制震部材を鉄骨構造物の主架構内に設置
した状態を示す正面図である。図において、１１は制震
部材で、図６に示すように、例えば、普通鋼板からなる
ウェブ１３に、同じ普通鋼板からなるフランジ１４を溶
接して断面Ｈ形状の部材（以下、Ｈ形部材という）１２
を構成し、そのウェブ１３に、例えば、ガス切断により
窓状の開口部１５を設け、この開口部１５を、開口部１
５とほぼ同じ大きさの制震作用部材である極低降伏点鋼
板１６で塞ぎ、溶接により一体に接合してウェブ１３よ
り降伏耐力の低い領域を形成する。[Embodiment 2] FIG. 5 shows Embodiment 2 of the present invention.
It is a front view which shows the state which installed the stud-shaped vibration control member concerning this in the main frame of a steel structure. In the figure, reference numeral 11 denotes a vibration damping member, as shown in FIG. 6, for example, a member 13 having the same H-shaped section by welding a flange 14 made of the same ordinary steel plate to a web 13 made of an ordinary steel plate. ) 12
The web 13 is provided with a window-shaped opening 15 by, for example, gas cutting, and the opening 15 is connected to the opening 1.
5 is closed with a very low yielding point steel plate 16 which is a vibration control member having substantially the same size as that of the web 5 and is integrally joined by welding to form a region having a lower yield strength than the web 13.
【００１３】そして、図７（ａ）に示すように、縦リブ
５ａと横リブ５ｂを十字状に接合して構成した補剛部材
５を、極低降伏点鋼板１６の一方の面側に配設して、横
リブ５ｂの両端部をＨ形部材１２のフランジ１４に溶接
したもので、これにより制震部材１１が構成される。な
お、このとき、補剛部材１１の端面は極低降伏点鋼板１
６に接触するか又は僅かな隙間を隔てて近接している。As shown in FIG. 7A, a stiffening member 5 formed by joining longitudinal ribs 5a and horizontal ribs 5b in a cross shape is disposed on one surface side of the extremely low yield point steel plate 16. The lateral ribs 5b are welded at both ends to the flange 14 of the H-shaped member 12, thereby forming the vibration damping member 11. At this time, the end face of the stiffening member 11 is the extremely low yield point steel plate 1.
6 or close by a slight gap.
【００１４】図７（ｂ）の例は、複数の縦リブ５ａと横
リブ５ｂを交差させて補剛部材５を構成し、これを極低
降伏点鋼板１６の一方の面側に配設して横リブ５ｂの両
端部をフランジ１４に溶接して取付けたものである。な
お、ウェブ１３を普通鋼板で構成した場合は、図に示す
ように、縦リブ５ａの端面を開口部１５の上下において
ウェブに溶接してもよい。In the example of FIG. 7 (b), a plurality of vertical ribs 5a and horizontal ribs 5b intersect to form a stiffening member 5, which is disposed on one side of an extremely low yield point steel plate 16. Then, both ends of the lateral rib 5b are welded to the flange 14. When the web 13 is made of a normal steel plate, the end faces of the vertical ribs 5a may be welded to the web above and below the opening 15 as shown in the figure.
【００１５】図８（ａ）の例は、極低降伏点鋼板１６の
一方の面側に縦リブ５ａを配設してその端面をウェブ１
３に溶接し、他方の面側には横リブ５ｂを縦リブ５ａと
交差させて配設し、その両端部をフランジ１４に溶接し
たものである。また、図８（ｂ）の例は、開口部１５の
上下においてウェブ１３に溶接したスチフナ１７の間に
十字状の補剛部材５を挿入し、縦リブ５ａの両端部をス
チフナ１７に溶接すると共に、横リブ５ｂの両端部をフ
ランジ１４に溶接して取付けたものである。なお、上記
の説明では、同じ普通鋼板からなるウェブ１３とフラン
ジ１４とによりＨ形部材１２を構成した場合を示した
が、ウェブ１３をフランジ１４より耐力の低い鋼材で構
成してもよく、また、Ｈ形部材１２にＨ形鋼を用いても
よい。FIG. 8 (a) shows an example in which a longitudinal rib 5a is disposed on one surface of an extremely low yield point
3 and a horizontal rib 5b is disposed on the other surface so as to intersect the vertical rib 5a, and both ends of the horizontal rib 5b are welded to the flange 14. In the example of FIG. 8B, the cross-shaped stiffening member 5 is inserted between the stiffeners 17 welded to the web 13 above and below the opening 15, and both ends of the vertical rib 5 a are welded to the stiffener 17. At the same time, both ends of the lateral rib 5b are welded to the flange 14. In the above description, the case where the H-shaped member 12 is constituted by the web 13 and the flange 14 made of the same ordinary steel plate has been described, but the web 13 may be constituted by a steel material having a lower proof strength than the flange 14. , H-shaped member 12 may be made of H-shaped steel.
【００１６】上記のように構成した制震部材１１は主架
構２３内に配設され、そのウェブ１３と、上梁２２ａ及
び下梁２２ｂに設けた例えばＨ形鋼からなる接合部材２
４とを、それぞれ固定部材２５を介してボルト・ナット
で固定すると共に、両者のフランジ１４を固定部材２５
を介してボルト・ナットで固定する。これにより、制震
部材１１は主架構２３内の所定の位置に設置される。な
お、上梁２２ａ、下梁２２ｂへの制震部材１１の取付け
は、上記の例の限定するものではなく、適宜の取付手段
を用いることができる。The damping member 11 constructed as described above is disposed in the main frame 23, and its web 13 and the joining member 2 made of, for example, H-section steel provided on the upper beam 22a and the lower beam 22b.
4 are fixed with bolts and nuts through fixing members 25, and both flanges 14 are fixed to the fixing members 25.
And fix with bolts and nuts. Thereby, the vibration control member 11 is installed at a predetermined position in the main frame 23. The attachment of the vibration damping member 11 to the upper beam 22a and the lower beam 22b is not limited to the above example, and an appropriate attachment means can be used.
【００１７】本実施形態に係る制震部材１１は、補剛部
材５はその両端部をフランジ１４等に溶接し、極低降伏
点鋼板１６に対しては補剛部材５を溶接せず、接触又は
近接させるだけで補剛効果を得ることができるので、溶
接の入熱による極低降伏点鋼板１６への悪影響はほとん
どない。また、Ｈ形部材１２に設けた開口部１５の両側
のウェブ１３とフランジ１４とが連続しているため、比
較的高い剛性を有して軸力を支持すると共に、面内曲げ
を拘束する。このため、大きい地震などが発生すると、
極低降伏点鋼板１６が鉄骨構造物などの骨組みより先に
降伏して履歴エネルギーを吸収し、主架構２３の塑性化
や疲労損傷を低減して健全な状態に維持することができ
る。In the vibration damping member 11 according to the present embodiment, the stiffening member 5 is welded at both ends to the flange 14 and the like, and the stiffening member 5 is not welded to the extremely low yield point steel plate 16, Alternatively, since the stiffening effect can be obtained only by bringing the steel sheet into close proximity, there is almost no adverse effect on the extremely low yield point steel plate 16 due to the heat input of welding. Further, since the webs 13 and the flanges 14 on both sides of the opening 15 provided in the H-shaped member 12 are continuous, they have relatively high rigidity to support the axial force and restrain in-plane bending. Therefore, when a large earthquake occurs,
The extremely low yield point steel plate 16 yields earlier than a frame such as a steel structure, absorbs hysteresis energy, reduces plasticization and fatigue damage of the main frame 23, and can maintain a healthy state.
【００１８】図９は本実施形態に係る制震部材１１を、
鉄骨構造物などの主架構２３内に複数個（図には３個の
場合が示してある）並設したものである。すなわち、制
震部材１１のウェブ１３を、上下の梁２２ａ，２２ｂに
設けたＨ形状の接合部材２４のウェブに、固定部材２５
を介してボルト・ナットにより順次取付ける。ついで、
中間部に配置した制震部材１１のフランジ１４及び接合
部材２４のフランジと、隣接する制震部材１１のフラン
ジ１４及び接合部材２４のフランジとを、固定部材２５
を介してボルト・ナットで固定すると共に、当該フラン
ジ１４と隣接する制震部材１１のフランジ１４とをボル
ト・ナットで固定する。そして、両側の制震部材１１の
フランジ１４と接合部材２４のフランジとを、固定部材
２５を介してボルト・ナットで固定したものである。FIG. 9 shows a vibration damping member 11 according to this embodiment.
A plurality (three are shown in the figure) are juxtaposed in a main frame 23 such as a steel structure. That is, the web 13 of the vibration damping member 11 is fixed to the web of the H-shaped joining member 24 provided on the upper and lower beams 22a and 22b by the fixing member 25.
And sequentially attached with bolts and nuts. Then
The flange 14 of the vibration damping member 11 and the flange of the joining member 24 disposed in the middle portion and the flange 14 of the adjacent vibration damping member 11 and the flange of the joining member 24 are fixed to the fixing member 25.
And the flange 14 and the adjacent flange 14 of the vibration damping member 11 are fixed with bolts and nuts. Then, the flanges 14 of the vibration damping members 11 on both sides and the flanges of the joining members 24 are fixed with bolts and nuts via fixing members 25.
【００１９】また、図１０も図９の場合と同様に複数個
の制震部材１１を並設したものであるが、本例において
は、中間部に配置した制震部材１１のフランジ１４とこ
れに隣接する制震部材１１のフランジ１４とをボルト・
ナットで固定すると共に、両側の制震部材１１のフラン
ジ１４と接合部材２４のフランジとを、固定部材２５を
介してボルト・ナットで固定したものである。図９、図
１０における複数個の制震部材１１を並設した場合の作
用・効果も、基本的には図５に示した制震部材１１の場
合と同様であるが、耐力をより向上させることができ
る。FIG. 10 also shows a case in which a plurality of damping members 11 are juxtaposed similarly to the case of FIG. 9, but in this embodiment, a flange 14 of the damping member 11 disposed Bolt with the flange 14 of the damping member 11 adjacent to
In addition to fixing with a nut, the flanges 14 of the damping members 11 on both sides and the flange of the joining member 24 are fixed with bolts and nuts via fixing members 25. The operation and effect when a plurality of vibration damping members 11 in FIGS. 9 and 10 are arranged side by side are basically the same as the case of the vibration damping member 11 shown in FIG. 5, but further improve the proof stress. be able to.
【００２０】[0020]
【実施例】本実施形態の実施例では、降伏点が主架構２
３を構成する鉄骨柱２１及び上梁２２ａ、下梁２２ｂと
ほぼ同じ（例えば、２４０Ｎ／ｍｍ2 程度）で、長さが
２２００ｍｍのＨ形部材１２を用い、開口部１５の長手
方向の長さを５６０ｍｍとした。なお、開口部１５の幅
は、ウェブ１３の幅が使用するＨ形部材１２によって異
なるため一定ではないが、フランジ１４の近傍まで開口
した。また、開口部１５に接合する極低降伏点鋼板１６
は、板厚がＨ形部材１２のウェブ１３の板厚とほぼ等し
く、開口部１５とほぼ同じ大きさで、降伏点が７０〜１
５０Ｎ／ｍｍ2 程度の鋼板を用い、補剛部材５は板厚
ｍｍ程度の普通鋼板からなる縦リブ５ａと横リブ５ｂ
を十字状に接合し、開口部１５の一方の側に配設して横
リブ５ｂの両端部をフランジ１４に溶接して取付けた。EXAMPLE In the example of the present embodiment, the yield point is
The length of the opening 15 in the longitudinal direction is substantially the same as that of the steel column 21 and the upper beam 22a and the lower beam 22b (for example, about 240 N / mm 2 ) and the length of which is 2200 mm. Was set to 560 mm. Although the width of the opening 15 is not constant because the width of the web 13 varies depending on the H-shaped member 12 used, the width of the opening 15 is increased to the vicinity of the flange 14. Further, the extremely low yield point steel plate 16 joined to the opening 15
Has a thickness substantially equal to the thickness of the web 13 of the H-shaped member 12, is substantially the same size as the opening 15, and has a yield point of 70 to 1
A steel plate of about 50 N / mm 2 is used, and the stiffening member 5 is
Vertical ribs 5a and horizontal ribs 5b made of ordinary steel plate of about mm
Were joined in a cross shape, arranged on one side of the opening 15 and both ends of the lateral rib 5b were welded to the flange 14.
【００２１】上記の説明では、制震部材１１を構成する
Ｈ形部材１２のウェブ１３に１個の開口部１５を設け、
この開口部１５に制震作用部材である極低降伏点鋼板１
６を接合した場合を示したが、ウェブ１３の長手方向に
２個以上の開口部１５を設け、各開口部１５又は一部の
開口部１５に制震作用部材１６を接合し、制震作用部材
１６を接合した開口部１５の一方の面側又は両面側に補
剛部材５を設けてもよい。また、制震作用部材１６とし
て、板厚がＨ形部材１２のウェブ１３の板厚とほぼ等し
く、降伏点がウェブ１３の降伏点より低い鋼材を用いて
場合を示したが、降伏点がウェブ１３のそれとほぼ等し
く、板厚がウェブ１３の板厚より低い鋼材を用いてもよ
い。In the above description, one opening 15 is provided in the web 13 of the H-shaped member 12 constituting the vibration damping member 11.
The opening 15 has a very low yield point steel plate 1
6 is shown, but two or more openings 15 are provided in the longitudinal direction of the web 13, and the damping member 16 is joined to each of the openings 15 or a part of the openings 15, and the damping action is performed. The stiffening member 5 may be provided on one side or both sides of the opening 15 to which the member 16 is joined. Further, the case where a steel material having a plate thickness substantially equal to the plate thickness of the web 13 of the H-shaped member 12 and a yield point lower than the yield point of the web 13 is used as the vibration damping member 16 has been described. 13, a steel material having a thickness smaller than the thickness of the web 13 may be used.
【００２２】上記の実施形態１及び２においては、鉄骨
構造物に本発明を実施した場合を示したが、本発明は、
鉄骨鉄筋コンクリート構造物、鉄筋コンクリート構造
物、柱鉄筋コンクリート構造物、梁鉄骨構造物などの混
合構造物にも実施しうることは云う迄もない。なお、鉄
筋鉄骨コンクリート構造物、鉄筋コンクリート構造物に
設置する場合は、制震部材をアンカー、スタッド及びグ
ラウトモルタルにより接合すればよい。In the first and second embodiments, the case where the present invention is applied to a steel structure is shown.
It goes without saying that the present invention can be applied to a mixed structure such as a steel reinforced concrete structure, a reinforced concrete structure, a column reinforced concrete structure, and a beam steel structure. In addition, when installing in a reinforced concrete structure or a reinforced concrete structure, the damping member may be joined with an anchor, a stud, and a grout mortar.
【００２３】[0023]
【発明の効果】本発明に係る建築用制震部材は、制震作
用部材の少なくとも一方の面側に補剛部材を配設し、こ
の補剛部材を制震作用部材以外の部材に溶接して取付け
るようにしたので、溶接による入熱によって制震作用部
材に性状の変化などの悪影響を与えることがない。According to the vibration damping member for buildings according to the present invention, a stiffening member is provided on at least one surface of the vibration damping member, and the stiffening member is welded to members other than the vibration damping member. Since it is attached by mounting, the heat input by welding does not adversely affect the vibration control member, such as a change in properties.
【００２４】上記の制震作用部材の外周にこれと直交し
て額縁を設け、補剛部材をこの額縁に溶接したので、溶
接による制震作用部材への入熱を抑制することができ
る。Since a frame is provided on the outer periphery of the above-mentioned vibration damping member at right angles to the frame and the stiffening member is welded to the frame, heat input to the vibration damping member by welding can be suppressed.
【００２５】Ｈ形部材のウェブに開口部を設けてこの開
口部に制震作用部材を一体的に取付け、上記の補剛部材
をＨ形部材に溶接したので、上記と同様の効果を得るこ
とができる。Since an opening is provided in the web of the H-shaped member and the vibration control member is integrally attached to the opening and the stiffening member is welded to the H-shaped member, the same effect as described above can be obtained. Can be.
【図１】本発明の実施形態１に係る制震部材を主架構に
設置した状態を示す正面図である。FIG. 1 is a front view showing a state where a vibration damping member according to Embodiment 1 of the present invention is installed on a main frame.
【図２】図１のＡ−Ａ断面図である。FIG. 2 is a sectional view taken along line AA of FIG.
【図３】図１の制震部材の各部の説明図である。FIG. 3 is an explanatory diagram of each part of the vibration damping member of FIG. 1;
【図４】実施形態１の制震部材の他の例の説明図であ
る。FIG. 4 is an explanatory diagram of another example of the vibration damping member of the first embodiment.
【図５】本発明の実施形態２に係る制震部材を主架構に
設置した状態を示す正面図である。FIG. 5 is a front view showing a state where a vibration damping member according to Embodiment 2 of the present invention is installed on a main frame.
【図６】図１のＨ形部材の斜視図である。FIG. 6 is a perspective view of the H-shaped member of FIG.
【図７】制震部材の他の例の要部斜視図である。FIG. 7 is a perspective view of a main part of another example of the vibration damping member.
【図８】制震部材の他の例の要部斜視図である。FIG. 8 is a perspective view of a main part of another example of the vibration damping member.
【図９】実施形態２の制震部材の主架構への取付例を示
す正面図である。FIG. 9 is a front view showing an example of attachment of the vibration damping member of the second embodiment to a main frame.
【図１０】実施形態２の制震部材の主架構への取付例を
示す正面図である。FIG. 10 is a front view showing an example of attaching the vibration damping member of the second embodiment to a main frame.
１，１１ 制震部材 ２，１６ 制震作用部材（極低降伏点鋼板） ３ 額縁 ５ 補剛部材 １２ Ｈ形部材 １３ ウェブ １４ フランジ １５ 開口部 ２１ 鉄骨柱 ２２ａ 上梁 ２２ｂ 下梁 ２３ 主架構 DESCRIPTION OF SYMBOLS 1, 11 Damping member 2, 16 Damping action member (extremely low yield point steel plate) 3 Picture frame 5 Stiffening member 12 H-shaped member 13 Web 14 Flange 15 Opening 21 Steel column 22a Upper beam 22b Lower beam 23 Main frame
───────────────────────────────────────────────────── フロントページの続き (72)発明者 加村 久哉 東京都千代田区丸の内一丁目１番２号 日 本鋼管株式会社内 (72)発明者 岡本 晴仁 東京都千代田区丸の内一丁目１番２号 日 本鋼管株式会社内 (72)発明者 中村 信行 東京都千代田区丸の内一丁目１番２号 日 本鋼管株式会社内 (72)発明者 廣田 実 東京都千代田区丸の内一丁目１番２号 日 本鋼管株式会社内 (72)発明者 太田 道彦 東京都中央区銀座８丁目21番１号 株式会 社竹中工務店東京本店内 (72)発明者 高橋 賢司 東京都中央区銀座８丁目21番１号 株式会 社竹中工務店東京本店内 (72)発明者 金子 洋文 千葉県印西市大塚１丁目５番地１ 株式会 社竹中工務店技術研究所内 (72)発明者 鹿島 孝 東京都中央区銀座８丁目21番１号 株式会 社竹中工務店東京本店内 (72)発明者 樋口 満 千葉県印西市大塚１丁目５番地１ 株式会 社竹中工務店技術研究所内 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Hisaya Kamura 1-1-2 Marunouchi, Chiyoda-ku, Tokyo Inside Nihon Kokan Co., Ltd. (72) Haruhito Okamoto 1-1-2 Marunouchi, Chiyoda-ku, Tokyo Nippon Kokan Co., Ltd. (72) Inventor Nobuyuki Nakamura 1-1-2 Marunouchi, Chiyoda-ku, Tokyo Nihon Kokan Co., Ltd. (72) Minoru Hirota 1-1-2 Marunouchi, Chiyoda-ku, Tokyo Japan Inside the Kokan Co., Ltd. (72) Inventor Michihiko Ota 8-21-1, Ginza, Chuo-ku, Tokyo Inside the Tokyo head office of Takenaka Corporation (72) Inventor Kenji Takahashi 8-2-1-1, Ginza, Chuo-ku, Tokyo Takenaka Corporation Tokyo Main Store (72) Inventor Hirofumi Kaneko 1-5-1, Otsuka, Inzai City, Chiba Prefecture Inside Takenaka Corporation Technical Research Institute (72) Inventor Kashima Takashi 8-21-1, Ginza, Chuo-ku, Tokyo Inside Takenaka Corporation Tokyo Main Branch (72) Inventor Mitsuru Higuchi 1-5-1, Otsuka, Inzai City, Chiba Prefecture Inside Takenaka Corporation Technical Research Institute
Claims (3)
設置される建築用制震部材において、 前記制震作用部材の少なくとも一方の面側に補剛部材を
配設し、該補剛部材を前記制震作用部材以外の部材に溶
接して取付けたことを特徴とする建築用制震部材。1. An architectural vibration damping member having a vibration damping member and installed on a steel structure or the like, wherein a stiffening member is provided on at least one surface side of the vibration damping member. A building vibration damping member, wherein a rigid member is welded to a member other than the vibration damping member.
縁を設け、補剛部材を前記額縁に溶接したことを特徴と
する請求項１記載の建築用制震部材。2. The vibration damping member for a building according to claim 1, wherein a frame is provided on an outer periphery of the vibration damping member at right angles to the frame, and a stiffening member is welded to the frame.
口部に制震作用部材を一体的に取付け、補剛部材を前記
Ｈ形部材に溶接したことを特徴とする請求項１記載の建
築用制震部材。3. The H-shaped member according to claim 1, wherein an opening is provided in the web of the H-shaped member, a vibration control member is integrally attached to the opening, and a stiffening member is welded to the H-shaped member. Building structural damping members.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10965498A JPH11303451A (en) | 1998-04-20 | 1998-04-20 | Vibration damping member for construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10965498A JPH11303451A (en) | 1998-04-20 | 1998-04-20 | Vibration damping member for construction |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH11303451A true JPH11303451A (en) | 1999-11-02 |
Family
ID=14515778
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP10965498A Pending JPH11303451A (en) | 1998-04-20 | 1998-04-20 | Vibration damping member for construction |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH11303451A (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103161239A (en) * | 2013-04-09 | 2013-06-19 | 东南大学 | U-steel anti-bending steel plate shearing energy absorber |
| CN103290950A (en) * | 2012-02-28 | 2013-09-11 | 杨新生 | Frame beam and frame beam wall |
| CN103397718A (en) * | 2013-07-23 | 2013-11-20 | 广州大学 | Buckling-restrained stiffened steel plate shear wall |
| CN103835385A (en) * | 2013-02-07 | 2014-06-04 | 陈明中 | Metal damper with buckling-prevention devices |
| CN105908856A (en) * | 2016-06-22 | 2016-08-31 | 杭州铁木辛柯钢结构设计有限公司 | Prefabricated reinforcement concrete block T-shaped rib anti-buckling steel plate earthquake resistant wall |
| CN106013506A (en) * | 2016-06-22 | 2016-10-12 | 杭州铁木辛柯钢结构设计有限公司 | Anti-buckling steel plate seismic shear wall provided with stiffening ribs |
| JP2020056282A (en) * | 2018-09-28 | 2020-04-09 | 株式会社フジタ | Frame structure |
| JP2020076295A (en) * | 2018-09-28 | 2020-05-21 | Ｊｆｅスチール株式会社 | Steel plate earthquake-resisting wall |
| CN111236472A (en) * | 2020-01-23 | 2020-06-05 | 盐城笃诚建设有限公司 | Wallboard is filled in modularization shock attenuation |
| JP2023004536A (en) * | 2021-06-28 | 2023-01-17 | Ｊｆｅシビル株式会社 | Stud-type steel damper |
-
1998
- 1998-04-20 JP JP10965498A patent/JPH11303451A/en active Pending
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103290950A (en) * | 2012-02-28 | 2013-09-11 | 杨新生 | Frame beam and frame beam wall |
| CN103835385A (en) * | 2013-02-07 | 2014-06-04 | 陈明中 | Metal damper with buckling-prevention devices |
| CN103161239A (en) * | 2013-04-09 | 2013-06-19 | 东南大学 | U-steel anti-bending steel plate shearing energy absorber |
| CN103397718A (en) * | 2013-07-23 | 2013-11-20 | 广州大学 | Buckling-restrained stiffened steel plate shear wall |
| CN105908856B (en) * | 2016-06-22 | 2018-03-16 | 杭州铁木辛柯钢结构设计有限公司 | The prefabricated anti-buckling steel plate seismic structural wall, earthquake resistant wall of the T-shaped rib of armored concrete block |
| CN106013506A (en) * | 2016-06-22 | 2016-10-12 | 杭州铁木辛柯钢结构设计有限公司 | Anti-buckling steel plate seismic shear wall provided with stiffening ribs |
| CN105908856A (en) * | 2016-06-22 | 2016-08-31 | 杭州铁木辛柯钢结构设计有限公司 | Prefabricated reinforcement concrete block T-shaped rib anti-buckling steel plate earthquake resistant wall |
| CN106013506B (en) * | 2016-06-22 | 2018-11-13 | 杭州铁木辛柯钢结构设计有限公司 | The anti-buckling steel plate seismic structural wall, earthquake resistant wall of ribbed stiffener |
| JP2020056282A (en) * | 2018-09-28 | 2020-04-09 | 株式会社フジタ | Frame structure |
| JP2020076295A (en) * | 2018-09-28 | 2020-05-21 | Ｊｆｅスチール株式会社 | Steel plate earthquake-resisting wall |
| CN111236472A (en) * | 2020-01-23 | 2020-06-05 | 盐城笃诚建设有限公司 | Wallboard is filled in modularization shock attenuation |
| CN111236472B (en) * | 2020-01-23 | 2021-03-16 | 盐城笃诚建设有限公司 | Wallboard is filled in modularization shock attenuation |
| JP2023004536A (en) * | 2021-06-28 | 2023-01-17 | Ｊｆｅシビル株式会社 | Stud-type steel damper |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JP2003090089A (en) | Boundary beam damper | |
| JPH11303451A (en) | Vibration damping member for construction | |
| JP2013044132A (en) | Buckling restraining brace | |
| JP2009047193A (en) | Damper device and structure | |
| JP2020041319A (en) | Joint structure of main structure and brace | |
| JP3254603B2 (en) | Earthquake-resistant wall and its mounting structure | |
| JP2000045560A (en) | Vibration damping device and octagonal panel type damper | |
| JPH0849349A (en) | Structure for reinforcing steel structural member | |
| JPH11336332A (en) | Reinforcing structure for existing structure and reinforcing construction | |
| JP3852195B2 (en) | Steel shear wall | |
| JPH10220063A (en) | Earthquake resistant wall | |
| JP6669088B2 (en) | Steel plate shear walls, frames and buildings equipped with them | |
| JP3271239B2 (en) | Steel shear wall | |
| JP4698054B2 (en) | Damping stud and its construction method | |
| JPH0776953A (en) | Damping structure | |
| JP3254602B2 (en) | Seismic member, method of manufacturing the same, and mounting structure of the member | |
| JPH09328925A (en) | Vibration control device having excellent impact load characteristic | |
| JPH08246547A (en) | Pole-beam junction structure | |
| JP2007100404A (en) | Shearing panel type damper mounting structure to structure and shearing panel type damper | |
| JPH10317712A (en) | Damping wall and construction method therefor | |
| JP3638142B2 (en) | Column and beam joining device | |
| JP3639552B2 (en) | Damping structure for ramen frame | |
| JPH11256871A (en) | Vibration control damper and vibration control structure | |
| JP7495309B2 (en) | Ladder-type load-bearing wall structure and portal structure | |
| JPH10184075A (en) | Earthquake-resistant wall made of steel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A521 | Written amendment |
Effective date: 20031226 Free format text: JAPANESE INTERMEDIATE CODE: A523 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20040323 |
|
| A02 | Decision of refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A02 Effective date: 20040713 |