JPH11181920A - Steel-made earthquake-resistant wall - Google Patents
Steel-made earthquake-resistant wallInfo
- Publication number
- JPH11181920A JPH11181920A JP35658297A JP35658297A JPH11181920A JP H11181920 A JPH11181920 A JP H11181920A JP 35658297 A JP35658297 A JP 35658297A JP 35658297 A JP35658297 A JP 35658297A JP H11181920 A JPH11181920 A JP H11181920A
- Authority
- JP
- Japan
- Prior art keywords
- steel
- web
- panel
- earthquake
- small
- 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.)
- Granted
Links
Landscapes
- 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、鉄骨構造物などの
柱と上下の梁からなる主架構内に取付けられ、地震時に
おいて構造物に入力されるエネルギーを塑性変形による
履歴エネルギーとして吸収させ、構造物の塑性化を低減
するための鋼製耐震壁に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention is applied to a main frame comprising columns such as a steel structure and upper and lower beams, and absorbs energy input to the structure during an earthquake as hysteresis energy due to plastic deformation. The present invention relates to a steel shear wall for reducing plasticization of a structure.
【０００２】[0002]
【従来の技術】従来のこの種鋼製耐震壁として、例え
ば、実開平７−２９２６６号公報に記載された考案があ
る。この鋼製耐震壁は、図１５に示すように、極低降伏
点鋼板からなるせん断パネル３１の両面に、溶接により
縦横に補強リブ（スチフナ）３２を取付けてその周縁部
に端部補強リブ３３を溶接接合し、この端部補強リブ３
３に柱及び梁との接合のための、多数のねじ挿通穴３５
を有する額縁と称する取付枠３４を溶接により取付けた
構造となっている。2. Description of the Related Art As a conventional steel-made earthquake-resistant wall of this type, there is a device described in, for example, Japanese Utility Model Laid-Open No. 7-29266. As shown in FIG. 15, the steel earthquake-resistant wall is provided with reinforcing ribs (stiffeners) 32 attached by welding to both sides of a shear panel 31 made of an extremely low yield point steel plate by welding, and end reinforcing ribs 33 on the peripheral edge thereof. Are welded, and the end reinforcing ribs 3
3. A large number of screw insertion holes 35 for connection with columns and beams
The structure is such that a mounting frame 34 called a picture frame having is attached by welding.
【０００３】そして、補強リブ３２は、補強リブ３２又
は補強リブ３２と端部補強リブ３３で囲まれたせん断パ
ネル３１の部分が、簡単には局部座屈しない程度の大き
さになるように、例えば、４０〜７０程度の幅厚比に区
画し、かつ、壁全体の座屈も押えるようにその寸法が決
められている。[0003] The reinforcing ribs 32 are formed so that the reinforcing ribs 32 or the portion of the shear panel 31 surrounded by the reinforcing ribs 32 and the end reinforcing ribs 33 have a size that does not cause local buckling easily. For example, the dimensions are determined so as to be divided into width-to-thickness ratios of about 40 to 70 and to suppress buckling of the entire wall.
【０００４】[0004]
【発明が解決しようとする課題】上記の補強リブ３２
は、せん断パネル３１の板厚が比較的薄い場合は、図か
らも明らかなようにかなりの数になり、このため加工及
び溶接に多くの工数を要し、コストが増大する。また、
このように多数の補強リブ３２が溶接された鋼製耐震壁
は、溶接歪によりせん断パネル３１の平面度が悪くなっ
て、座屈や塑性化が生じ易い。特に、せん断パネル３１
が大きい場合や細長い場合は、加工が大変面倒で、四周
を柱や梁に固定されるために要求される高い精度を確保
することが困難である。さらに、大型のため運搬、搬入
などが大変であり、大きな地震などの後における補修や
取替も面倒である。The above-mentioned reinforcing rib 32
When the thickness of the shear panel 31 is relatively thin, the number becomes large as is apparent from the drawing, and therefore, many man-hours are required for processing and welding, and the cost is increased. Also,
In such a steel earthquake-resistant wall to which a large number of reinforcing ribs 32 are welded, the flatness of the shear panel 31 deteriorates due to welding strain, and buckling and plasticization are likely to occur. In particular, the shear panel 31
When the diameter is large or slender, machining is very troublesome, and it is difficult to secure the high accuracy required for fixing the four circumferences to columns or beams. In addition, transportation and carrying in are difficult due to the large size, and repair and replacement after a large earthquake or the like is troublesome.
【０００５】このような鋼製耐震壁に必要な性能、要件
を要約すれば、次の通りである。 （１）地震エネルギーなどを負担できるように、比較的
高い剛性を有すること。 （２）構造物の骨組より先に降伏してエネルギー吸収を
負担できるように、低めの降伏耐力材であること。 （３）降伏後に座屈などにより耐力を低下しないよう
な、適切な幅厚比や補剛を有すること。 （４）先に損傷を受けさせ（エネルギーを負担する）、
主架構への被害を最小限にとどめることを目的とした部
材であるため、大きな地震などの後には、容易に補修や
取替えができるような寸法、組立・取付け方法であるこ
と。 （５）製作・施工コストが低いこと。[0005] The following summarizes the performance and requirements necessary for such a steel earthquake-resistant wall. (1) To have relatively high rigidity so that it can bear earthquake energy and the like. (2) The yield strength material is low so that it can yield before the frame of the structure and bear energy absorption. (3) Having an appropriate width-to-thickness ratio and stiffening so that the proof stress does not decrease due to buckling after yielding. (4) Damage first (bear energy),
The dimensions and assembly / mounting method must be such that they can be easily repaired or replaced after a major earthquake, etc., because they are intended to minimize damage to the main frame. (5) Manufacturing and construction costs are low.
【０００６】本発明は、上記の点に鑑みてなされたもの
で、比較的高い剛性を有し、地震などのエネルギーを効
率よく吸収することができ、かつ、製作・運搬・施工、
修理などが容易な鋼製耐震壁を得ることを目的としたも
のである。[0006] The present invention has been made in view of the above points, has relatively high rigidity, can efficiently absorb energy such as earthquakes, and can manufacture, transport, construct,
The purpose is to obtain a steel shear wall that can be easily repaired.
【０００７】[0007]
【課題を解決するための手段】（１）本発明は、Ｈ形断
面鋼材のウェブに開口部を設け、該開口部に前記Ｈ形断
面鋼材より降伏耐力の低い鋼板からなる小パネルを取付
けた複数の主パネルを有し、これら主パネルを横方向に
連接してなる鋼製耐震壁であって、前記小パネルの両面
に補剛板を配設し、これら補剛板と前記小パネルとをボ
ルト・ナット等により拘束したものである。(1) In the present invention, an opening is provided in a web of an H-shaped cross section steel, and a small panel made of a steel plate having a lower yield strength than the H-shaped cross section steel is attached to the opening. A steel earthquake-resistant wall having a plurality of main panels and connecting these main panels in the horizontal direction, stiffening plates are provided on both sides of the small panel, and these stiffening plates and the small panel Is restrained by bolts and nuts.
【０００８】（２）上記（１）の鋼製耐震壁において、
２枚の小パネルを当て板を介して開口部の両面に取付け
ると共に、前記小パネルの外面にそれぞれ補剛板を配設
し、これら補剛板、小パネル及び当て板をボルト・ナッ
ト等により拘束したものである。(2) In the steel earthquake-resistant wall of (1),
Two small panels are attached to both sides of the opening via a backing plate, and a stiffening plate is provided on the outer surface of the small panel, respectively. It is bound.
【０００９】（３）また、本発明は、普通鋼より降伏耐
力の低い鋼板からなるウェブと、普通鋼からなり前記ウ
ェブの両側縁に取付けたフランジとにより構成したＨ形
断面部材からなる複数の主パネルを横方向に連接してな
る鋼製耐震壁であって、前記主パネルのウェブの両面の
長手方向に補剛板を配設し、これら補剛板と前記ウェブ
とをボルト・ナット等により拘束したものである。(3) The present invention also relates to a plurality of H-shaped cross-sectional members comprising a web made of a steel plate having a lower yield strength than ordinary steel and flanges made of ordinary steel and attached to both side edges of the web. A steel earthquake-resistant wall formed by connecting a main panel in a lateral direction, a stiffening plate is disposed in a longitudinal direction on both surfaces of a web of the main panel, and the stiffening plate and the web are bolted, nutd, etc. Is restricted by
【００１０】（４）上記（１），（２）の小パネル又は
（３）の主パネルのウェブと、補剛板との間に、摩擦を
低減する材料又はずれに追従する材料を介装したもので
ある。(4) A material for reducing friction or a material for following the displacement is interposed between the stiffening plate and the web of the small panel of (1) or (2) or the main panel of (3). It was done.
【００１１】[0011]
【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に係る鋼製耐震壁を鉄骨構造物の主架構に設置
した一例を示す正面図である。１は複数の主パネル２か
らなる鋼製耐震壁で、主パネル２は図２に示すように、
Ｈ形鋼の如きＨ断面部材３のウェブ４に例えばガス切断
により窓状の開口部６を設け、この開口部６を、表裏に
補剛板１１が接合された開口部６とほぼ同じ大きさでＨ
形鋼３のウェブ４より降伏耐力の低い、例えば、極軟鋼
板からなる小パネル９で塞ぎ、溶接により一体に接合し
てウェブ４に降伏耐力の低い領域を形成したものであ
る。なお、ウェブ４の両端部は、フランジ５の両端部か
ら突出して複数のボルト挿通孔７が設けられている。８
はフランジ５の両端部側に設けた複数のボルト挿通孔で
ある。なお、ウェブ４のボルト挿通孔７に挿通するボル
トと、フランジ５のボルト挿通孔８に挿通するボルトと
が干渉しない場合は、ウェブ４の両端部は突出させなく
てもよい。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS [Embodiment 1] FIG. 1 is a front view showing an example in which a steel shear wall according to Embodiment 1 of the present invention is installed on a main frame of a steel structure. 1 is a steel earthquake-resistant wall composed of a plurality of main panels 2, and the main panel 2 is, as shown in FIG.
A window-shaped opening 6 is provided in the web 4 of the H-section member 3 such as an H-section steel by, for example, gas cutting, and the opening 6 has substantially the same size as the opening 6 to which the stiffening plate 11 is joined on the front and back. In H
The web 4 of the section steel 3 is closed with a small panel 9 having a lower yield strength, for example, made of an extremely mild steel plate, and joined together by welding to form a region with a lower yield strength in the web 4. In addition, both ends of the web 4 are provided with a plurality of bolt insertion holes 7 protruding from both ends of the flange 5. 8
Are a plurality of bolt insertion holes provided at both ends of the flange 5. In addition, when the bolt inserted into the bolt insertion hole 7 of the web 4 and the bolt inserted into the bolt insertion hole 8 of the flange 5 do not interfere with each other, both ends of the web 4 need not be projected.
【００１２】次に、主パネル２の開口部６に取付ける小
パネル９と補剛板１１について、図３、図４により説明
する。補剛板１１は、小パネル９より降伏耐力の高い鋼
板からなり、中心部にはボルト挿通穴１１ａが設けられ
ており、この補剛板１１を小パネル９の表裏両面に配設
してそのボルト挿通穴１１ａを小パネル９の中心部に設
けたボルト挿通穴９ａと整合させ、これらボルト挿通穴
１１ａ，９ａにボルト１２（以下、ボルト・ナット１２
と云うことがある）を挿通してナットを締め、一体に接
合し拘束したものである。そして、両面に補剛板１１が
接合された小パネル９を、主パネル２の開口部に片面隅
肉溶接、両面隅肉溶接などにより固着し、開口部６を閉
塞する。なお、小パネル１１を主パネル２の開口部６に
固着したのち補剛板１１を取付けてもよい。Next, the small panel 9 and the stiffening plate 11 attached to the opening 6 of the main panel 2 will be described with reference to FIGS. The stiffening plate 11 is made of a steel plate having a higher yield strength than the small panel 9, and is provided with a bolt insertion hole 11 a at the center. The stiffening plate 11 is arranged on both front and back surfaces of the small panel 9. The bolt insertion holes 11a are aligned with the bolt insertion holes 9a provided in the center of the small panel 9, and bolts 12 (hereinafter referred to as bolts and nuts 12) are inserted into the bolt insertion holes 11a, 9a.
Is inserted), the nut is tightened, and the nuts are integrally joined and restrained. Then, the small panel 9 having the stiffening plates 11 joined to both sides is fixed to the opening of the main panel 2 by one-side fillet welding, double-side fillet welding, or the like, and the opening 6 is closed. After the small panel 11 is fixed to the opening 6 of the main panel 2, the stiffening plate 11 may be attached.
【００１３】ここで、図３、図４に示すように、小パネ
ル９の１辺の長さがＨの正方形で、板厚がｔp の場合、
補剛板１１の大きさ（１辺の長さＬ及びＢ）及び板厚ｔ
は、次のようにして決定することができる。 Ｌ＝Ｂ＝１／４〜１／２×Ｈ（Ｈの２５％から５０％程
度） ｔ＝１／１０〜１／５×Ｌ（但し、ｔp の１．５倍以
上）[0013] Here, FIG. 3, as shown in FIG. 4, a square the length of one side of the H of the small panel 9, the plate thickness of t p,
Size (length L and B of one side) and thickness t of the stiffening plate 11
Can be determined as follows. L = B = 1 / 4~1 / 2 × H (H 25% from about 50%) t = 1 / 10~1 / 5 × L ( where, 1.5 times or more of t p)
【００１４】再び図１において、２５は左右の鉄骨柱、
２６ａは上階の鉄骨梁（上梁）、２６ｂは下階の鉄骨梁
（下梁）で、これらにより主架構２７が構成されてい
る。１５はパネル２を主架構１３内に取付けるための取
付部材で、例えば図５に示すように、鋼材からなり、主
パネル２のウェブ４の固定部となるウェブ１７及びフラ
ンジ１８とからなるＴ字状部材１６と、このＴ字状部材
１６のフランジ１８の両端部に、ウェブ１７と同方向で
かつこれと直交して溶接により固定され、主パネル２の
フランジ５の固定部となるプレート２０とからなってい
る。１９はウェブ１７に設けた複数のボルト挿通孔、２
１はプレート２０に設けた複数のボルト挿通孔である。
なお、Ｔ字状部材１６にはＴ形鋼を用いてもよく、ま
た、プレート２０の一方を省略することもあり、この場
合は取付部材を符号１５ａで示す。Referring again to FIG. 1, reference numeral 25 denotes left and right steel columns.
26a is a steel beam (upper beam) on the upper floor, and 26b is a steel beam (lower beam) on the lower floor, and these constitute the main frame 27. Reference numeral 15 denotes a mounting member for mounting the panel 2 in the main frame 13, for example, as shown in FIG. 5, formed of a steel material and formed of a T-shaped web 17 and a flange 18 which are fixed portions of the web 4 of the main panel 2. And a plate 20 fixed to both ends of the flange 18 of the T-shaped member 16 by welding in the same direction as the web 17 and at right angles thereto, and serving as a fixing portion of the flange 5 of the main panel 2. Consists of Reference numeral 19 denotes a plurality of bolt insertion holes provided in the web 17, 2
Reference numeral 1 denotes a plurality of bolt insertion holes provided in the plate 20.
The T-shaped member 16 may be made of T-shaped steel, or one of the plates 20 may be omitted. In this case, the mounting member is indicated by reference numeral 15a.
【００１５】次に、上記のような鋼製耐震壁１を鉄骨構
造物の主架構２７内に設置する場合の施工の一例を説明
する。先ず、取付部材１５のフランジ１８を主架構２７
内において上梁２６ａの下面と下梁２６ｂの上面に対向
して配設し、溶接あるいはボルト接合により上梁２６ａ
及び下梁２６ｂにそれぞれ固定する。ついで、この取付
部材１５に当接して、一方のプレート２０を省略した取
付部材１５ａを順次上梁２６ａ、下梁２６ｂに固定す
る。このとき、両側の取付部材１５，１５ａと鉄骨柱１
１との間にはすき間Ｄが形成される。Next, an example of the construction in the case where the steel earthquake-resistant wall 1 as described above is installed in the main frame 27 of a steel structure will be described. First, the flange 18 of the mounting member 15 is connected to the main frame 27.
The upper beam 26a is disposed opposite to the lower surface of the upper beam 26a and the upper surface of the lower beam 26b by welding or bolting.
And the lower beam 26b. Next, the mounting member 15a, in which one of the plates 20 is omitted, comes into contact with the mounting member 15, and is sequentially fixed to the upper beam 26a and the lower beam 26b. At this time, the mounting members 15, 15a on both sides and the steel column 1
1, a gap D is formed.
【００１６】そして、主パネル２のウェブ４の両端部を
対向する取付部材１５のプレート２０の間に挿入し、ウ
ェブ４に設けたボルト挿通孔７を取付部材１５のウェブ
１７に設けたボルト挿通孔１９と整合させ、両ボルト挿
通孔７，１９にボルトを挿通してナットで固定する。同
様にして対向する各取付部材１５ａの間に順次主パネル
２を固定する。なお、この場合、上梁２６ａと下梁２６
ｂとの間が高く、主パネル２が取付けられない場合は、
取付部材１５のウェブ１７及びプレート２０を長くする
か、上梁２６ａの下面と下梁２６ｂの上面に腰壁部材を
取付けて調整すればよい。Then, both ends of the web 4 of the main panel 2 are inserted between the plates 20 of the mounting member 15 facing each other, and the bolt insertion holes 7 formed in the web 4 are inserted into the bolts 17 formed in the web 17 of the mounting member 15. The bolts are aligned with the holes 19, and bolts are inserted into the bolt insertion holes 7, 19, and fixed with nuts. Similarly, the main panel 2 is sequentially fixed between the opposed mounting members 15a. In this case, the upper beam 26a and the lower beam 26
b is high and the main panel 2 cannot be mounted,
The web 17 and the plate 20 of the mounting member 15 may be lengthened or adjusted by attaching a waist wall member to the lower surface of the upper beam 26a and the upper surface of the lower beam 26b.
【００１７】ついで、隣接する主パネル２のフランジ５
に設けたボルト挿通孔８と、各取付部材１５，１５ａの
プレート２０に設けたボルト挿通孔２１にボルトを挿通
し、ナットで固定する。これにより、主パネル２の主架
構２７への取付けを終り、鋼製耐震壁１が構成される。
この場合、隣接する主パネル２のフランジ５どうしの固
定範囲を変えることにより、鋼製耐震壁１のせん断剛性
とフランジ５に生じる応力とを調整することができる。Next, the flange 5 of the adjacent main panel 2
The bolts are inserted through the bolt insertion holes 8 provided in the mounting holes 15 and the bolt insertion holes 21 provided in the plates 20 of the mounting members 15 and 15a, and are fixed with nuts. Thereby, the attachment of the main panel 2 to the main frame 27 is completed, and the steel earthquake-resistant wall 1 is formed.
In this case, by changing the fixing range of the flanges 5 of the adjacent main panels 2, the shear rigidity of the steel earthquake-resistant wall 1 and the stress generated in the flanges 5 can be adjusted.
【００１８】上記のような鋼製耐震壁１は、各主パネル
２に設けた開口部６の両側のウェブ４及びフランジ５が
連続しており、かつこれら主パネル２が取付部材１５，
１５ａにボルトにより接合されているため、比較的高い
剛性を有し、軸力を支持すると共に、面内曲げを拘束す
る。このため、鋼製耐震壁１が地震時に想定される数％
から５％に達する大きな歪を受けると、各主パネル２の
降伏耐力の低い小パネル９が鉄骨構造物などの骨組より
先に降伏して履歴エネルギーを吸収し、主架構２７の塑
性化や疲労損傷を軽減して健全な状態に維持することが
できる。In the steel earthquake-resistant wall 1 as described above, the webs 4 and the flanges 5 on both sides of the opening 6 provided in each main panel 2 are continuous, and these main panels 2 are attached to the mounting members 15,
Since it is joined to the bolt 15a by bolts, it has relatively high rigidity, supports axial force, and restrains in-plane bending. For this reason, steel earthquake-resistant wall 1 is a few percent
When a large strain of 5% is applied, the small panel 9 having a low yield strength of each main panel 2 yields earlier than a frame such as a steel frame structure, absorbs hysteresis energy, and causes the main frame 27 to be plasticized or fatigued. Damage can be reduced and a healthy state can be maintained.
【００１９】ところで、開口部６及びこれに取付けた小
パネル９の大きさ及び板厚が本実施形態と同じで、補剛
板１１が設けられていない主パネルによって構成した鋼
製耐震壁が、地震時に前述のような大きな歪を受ける
と、小パネル９には、図６（ａ）に示すように、大きな
変形、歪Ｓを交互に、かつ繰返し受けるため、図６
（ｂ）に示すようにその交点近傍の領域Ａが損傷し易
く、きわめて大きい局部座屈が発生する。これに対し
て、本実施形態に係る鋼製耐震壁１は、小パネル９に補
剛板１１を設けて上記の領域Ａを押え込んでいるので、
前述のような大きい歪を受けても、図７（ａ）に示すよ
うに補剛板１１の周辺の広い領域Ｂに分散されるため、
たとえ図７（ｂ），（ｃ）に示すように小さい変形や局
部座屈を生じたとしても損傷の集中がなく、疲労特性が
向上して耐震性能の高い鋼製耐震壁を得ることができ
る。The size and thickness of the opening 6 and the small panel 9 attached thereto are the same as those of the present embodiment, and the steel earthquake-resistant wall constituted by the main panel without the stiffening plate 11 is provided. When a large strain as described above is received during the earthquake, the small panel 9 receives a large deformation and a strain S alternately and repeatedly as shown in FIG.
As shown in (b), the area A near the intersection is easily damaged, and extremely large local buckling occurs. On the other hand, in the steel earthquake-resistant wall 1 according to the present embodiment, the stiffening plate 11 is provided on the small panel 9 to hold down the area A.
Even if a large strain as described above is received, it is dispersed in a wide area B around the stiffening plate 11 as shown in FIG.
Even if small deformation or local buckling occurs as shown in FIGS. 7 (b) and 7 (c), there is no concentration of damage, the fatigue characteristics are improved, and a steel earthquake-resistant wall with high earthquake resistance can be obtained. .
【００２０】また、鋼製耐震壁１又は主パネル２の一部
が損傷したときは、各主パネル２間及び各主パネル２と
取付部材１５，１５ａを接合するボルトを外すことによ
り、主パネル２を主架構２７から簡単に取外すことがで
きるので、補修や取替えを容易に行うことができる。こ
のとき、主パネル２はエレベータにより運搬することが
できる。When a part of the steel earthquake-resistant wall 1 or the main panel 2 is damaged, the bolts for connecting the main panels 2 and connecting the main panels 2 to the mounting members 15 and 15a are removed. 2 can be easily removed from the main frame 27, so that repair and replacement can be easily performed. At this time, the main panel 2 can be carried by an elevator.
【００２１】［実施形態２］図８は本発明の実施形態２
の要部の正面図、図９は図８のＢ−Ｂ断面図である。な
お、実施形態１（図１）と同じ部分にはこれと同じ符号
を付し、説明を省略する。本実施形態は２枚の小パネル
９ａ，９ｂを用い、両小パネル９ａ，９ｂの間に、中心
部にボルト挿通穴を有し、開口部６のウェブ４の厚みと
同じ厚みで小パネル９ａ，９ｂとほぼ同じ大きさの当て
板１３を挟んで、開口部６の両面からウェブ４に当接
し、周縁部を溶接によりウェブ４に固着する。そして、
小パネル９ａ，９ｂの外面にそれぞれ補剛板１１を配設
し、補剛板１１、小パネル９ａ，９ｂ及び当て板１３に
設けたボルト挿通穴にボルト１２を挿通し、ナットを締
めてこれらを一体に接合し、拘束したものである。[Embodiment 2] FIG. 8 shows Embodiment 2 of the present invention.
9 is a sectional view taken along the line BB in FIG. 8. The same parts as those in the first embodiment (FIG. 1) are denoted by the same reference numerals, and description thereof will be omitted. This embodiment uses two small panels 9a and 9b, has a bolt insertion hole in the center between both small panels 9a and 9b, and has a thickness equal to the thickness of the web 4 of the opening 6 in the small panel 9a. , 9b are in contact with the web 4 from both sides of the opening 6 with a backing plate 13 of substantially the same size as the one sandwiched therebetween, and the periphery is fixed to the web 4 by welding. And
A stiffening plate 11 is provided on the outer surface of each of the small panels 9a and 9b. A bolt 12 is inserted through a bolt insertion hole provided in the stiffening plate 11, the small panels 9a and 9b and the backing plate 13, and the nuts are tightened. Are integrally joined and constrained.
【００２２】本実施形態の作用、効果は実施形態１の場
合とほぼ同様であるが、鋼製耐震壁１が地震時に大きな
歪を受けると、小パネル９ａ，９ｂは、図１０に示すよ
うに、互いに外側に変形しようとするのを補剛板１１に
より同時に拘束されるため、座屈変形が抑制され又は小
さくなり、座屈耐力を向上させることができる。 ま
た、小パネル９ａ，９ｂを２枚設けたのでその板厚を薄
くすることができ、このため小パネル９ａ，９ｂの開口
部６の周縁への溶接が簡単であり、ウェブ４の厚みが厚
い場合でも小パネル９ａ，９ｂの取付けが容易である。The operation and effects of this embodiment are almost the same as those of the first embodiment. However, when the steel earthquake-resistant wall 1 receives a large strain during an earthquake, the small panels 9a and 9b are moved as shown in FIG. Since the stiffening plates 11 simultaneously restrain the stiffening plates 11 from deforming outward, buckling deformation is suppressed or reduced, and buckling resistance can be improved. Further, since the two small panels 9a and 9b are provided, the thickness thereof can be reduced. Therefore, welding of the small panels 9a and 9b to the periphery of the opening 6 is easy, and the thickness of the web 4 is large. Even in this case, the small panels 9a and 9b can be easily mounted.
【００２３】［実施形態３］図１１は本発明の実施形態
３の要部の正面図、図１２は図１１のＣ−Ｃ断面図であ
る。なお、実施形態１，２と同じ部分にはこれと同じ符
号を付し、説明を省略する。本実施形態は、主パネル２
のウェブ４に、主パネル２の長手方向に長い長方形の開
口部６を設け、この開口部６に長方形の小パネル１１を
取付けたものである。この小パネル１１の幅方向のほぼ
中央部の表裏両面には、長手方向に沿って溝形鋼の如き
溝形断面部材からなる補剛板１４のウェブが当接され、
両補剛板１４及び小パネル９の複数箇所をボルト・ナッ
ト１２により接合し、この小パネル９を開口部６の周縁
に溶接して開口部６を閉塞したものである。[Third Embodiment] FIG. 11 is a front view of a main part of a third embodiment of the present invention, and FIG. 12 is a sectional view taken along the line CC of FIG. The same parts as those in the first and second embodiments are denoted by the same reference numerals, and description thereof will be omitted. In the present embodiment, the main panel 2
The web 4 has a rectangular opening 6 long in the longitudinal direction of the main panel 2, and a rectangular small panel 11 is attached to the opening 6. A web of a stiffening plate 14 made of a channel-shaped section member such as a channel steel is abutted on the front and back surfaces of the small panel 11 at a substantially central portion in the width direction along the longitudinal direction,
The stiffening plates 14 and the small panel 9 are joined at a plurality of locations by bolts and nuts 12, and the small panel 9 is welded to the periphery of the opening 6 to close the opening 6.
【００２４】上記のように、幅がＨ、長さが２Ｈで板厚
がｔp の長方形の小パネル９の場合、補剛板１４の大き
さ（幅Ｌ、長さＢ）及び板厚ｔは、次のようにして決定
することができる。 Ｌ＝１／４〜１／２×Ｈ（Ｈの２５％から５０％程度） Ｂ＝５／４〜６／４×Ｈ ｔ＝１／１０〜１／５×Ｌ（但し、ｔp の１．５倍以
上）[0024] As described above, when the width is H, a plate thickness in length 2H of rectangular small panel 9 of t p, the size of the stiffening plate 14 (the width L, the length B) and the thickness t Can be determined as follows. L = 1 / 4~1 / 2 × H ( about 25% to 50% of H) B = 5 / 4~6 / 4 × H t = 1 / 10~1 / 5 × L ( where the t p 1 .5 times or more)
【００２５】本実施形態も実施形態１，２とほぼ同様の
作用、効果を得ることができる。なお、上記の説明で
は、小パネル９の表裏両面に溝形断面部材の如き補剛板
１４を取付けた場合を示したが、これに代えて、実施形
態１，２の場合と同様に平鋼板を用いてもよく、あるい
は山形鋼の如き形鋼を用いてもよい。In this embodiment, substantially the same operations and effects as those of the first and second embodiments can be obtained. In the above description, the case where the stiffening plate 14 such as the groove-shaped cross-section member is attached to both the front and back surfaces of the small panel 9 is shown. May be used, or a shape steel such as an angle iron may be used.
【００２６】［実施形態４］図１３は本発明の実施形態
４に係る主パネルの正面図、図１４は図１３のＤ−Ｄ断
面図である。本実施形態は、主パネル２を構成するウェ
ブ４ａに普通鋼より降伏耐力の低い鋼板を用い、その両
側縁に普通鋼からなるフランジ５ａを溶接接合したＨ形
断面部材により主パネル２を構成する。そして、ウェブ
４ａの幅方向のほぼ中央部の長手方向の表裏両面に、例
えば、溝形鋼からなる補剛板１４のウェブを当接し、ウ
ェブ４ａと共に複数のボルト・ナット１２で接合し、拘
束したものである。なお、補剛板１４を長手方向に複数
に分割し、僅かな間隙を隔て主パネル２のウェブ４ａの
表裏両面に当接し、それぞれボルト・ナット１２で接合
し、拘束してもよい。[Fourth Embodiment] FIG. 13 is a front view of a main panel according to a fourth embodiment of the present invention, and FIG. 14 is a sectional view taken along the line DD of FIG. In the present embodiment, a steel plate having a lower yield strength than ordinary steel is used for a web 4a constituting the main panel 2 and flanges 5a made of ordinary steel are welded to both side edges of the main panel 2 to form the main panel 2 by H-shaped members. . Then, the web of a stiffening plate 14 made of, for example, a channel steel is brought into contact with the front and back surfaces in the longitudinal direction substantially at the center in the width direction of the web 4a, and is joined together with the web 4a by a plurality of bolts and nuts 12 to restrain the web 4a. It was done. Note that the stiffening plate 14 may be divided into a plurality of pieces in the longitudinal direction, abut on both the front and back surfaces of the web 4a of the main panel 2 with a slight gap therebetween, and may be joined and restrained by the bolts and nuts 12, respectively.
【００２７】本実施形態の作用・効果は、上述の実施形
態１〜３とほぼ同様である。なお、上記の説明では、補
剛板１４に溝形鋼を用いた場合を示したが、平鋼板ある
いは山形鋼の如き形鋼を用いてもよい。The operation and effect of this embodiment are almost the same as those of the above-described first to third embodiments. In the above description, a case where a channel steel is used for the stiffening plate 14 is shown, but a shape steel such as a flat steel plate or an angle steel may be used.
【００２８】［実施形態５］本実施形態は、上述の各実
施形態の小パネル９（又はウェブ４ａ）と補剛板１１
（又は１４）との間に、摩擦を低減させるグリースやテ
フロンシートを介装し、あるいは上記両者の間に両者の
ずれに追従できるゴム系の材料を介装したものである。
上記のように構成した本実施形態においては、小パネル
９（又はウェブ４ａ）と補剛板１１（又は１４）との間
の摩擦を低減し、あるいは両者のずれに対する追従を容
易にしたので、地震時に小パネル９（又はフランジ４
ａ）の面内変形を円滑かつ容易にすることができ、ま
た、補剛板１１（又は１４）が外面変形するのを防止す
ることができる。[Embodiment 5] In this embodiment, the small panel 9 (or the web 4a) and the stiffening plate 11 of each of the above embodiments are used.
(Or 14), a grease or a Teflon sheet for reducing friction is interposed, or a rubber-based material capable of following the displacement between the two is interposed between the two.
In the present embodiment configured as described above, the friction between the small panel 9 (or the web 4a) and the stiffening plate 11 (or 14) is reduced, or the follow-up of the displacement between them is facilitated. Small panel 9 (or flange 4)
The in-plane deformation a) can be performed smoothly and easily, and the stiffening plate 11 (or 14) can be prevented from being deformed on the outer surface.
【００２９】上述の実施形態１〜３では、主パネル２に
Ｈ形鋼を用いた場合を示したが、本発明はこれに限定す
るものではなく、例えば、普通鋼板を溶接接合して断面
Ｈ形状の主パネルを構成してもよい。また、上述の実施
形態１〜３においては、主パネル２のウェブ４の１か所
に開口部６を設け、この開口部６に補剛板１１を有する
極軟鋼板からなる小パネル９を接合して降伏耐力の低い
領域を形成した場合を示したが、開口部６を２か所以上
設け、各開口部６又は一部の開口部６に補剛板１１を有
する小パネル９を接合してもよい。さらに、各実施形態
においては、補剛板１１（又は１４）をボルト・ナット
１２により小パネル９（又はウェブ４ａ）に接合した場
合を示したが、リベットその他の接合手段を用いてもよ
い。In the first to third embodiments, the case where the H-shaped steel is used for the main panel 2 has been described. However, the present invention is not limited to this. You may comprise the main panel of a shape. In the above-described first to third embodiments, an opening 6 is provided at one place of the web 4 of the main panel 2, and a small panel 9 made of an ultra-soft steel plate having a stiffening plate 11 is joined to the opening 6. In this case, two or more openings 6 are provided, and a small panel 9 having a stiffening plate 11 is joined to each of the openings 6 or a part of the openings 6. You may. Further, in each embodiment, the case where the stiffening plate 11 (or 14) is joined to the small panel 9 (or the web 4a) by the bolt / nut 12 is shown, but a rivet or other joining means may be used.
【００３０】また、上記の各実施形態では、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、鉄骨鉄筋コ
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、耐震壁をアンカー、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 each of the above embodiments, the case where the present invention is applied to a steel structure is shown. However, the present invention relates to a steel reinforced concrete structure, a reinforced concrete structure, a column reinforced concrete structure, a beam steel structure and the like. It is needless to say that the present invention can be applied to the mixed structure of the above. In addition, when installing in a steel-framed reinforced concrete structure or a reinforced concrete structure, the earthquake-resistant wall may be joined with an anchor, a stud, and a grout mortar.
【００３１】さらに、上記の説明では、複数の主パネル
からなる鋼製耐震壁により主として地震エネルギーを吸
収する場合について述べたが、本発明に係る鋼製耐震壁
は、風などによる振動エネルギーを吸収する制振壁とし
て使用することもできる。Further, in the above description, the case where the steel earthquake-resistant wall composed of a plurality of main panels mainly absorbs seismic energy has been described. However, the steel earthquake-resistant wall according to the present invention absorbs vibration energy due to wind or the like. It can also be used as a damping wall.
【００３２】[0032]
【発明の効果】（１）本発明には、Ｈ形断面鋼材のウェ
ブに開口部を設け、この開口部に前記Ｈ形断面鋼材より
降伏耐力の低い鋼板からなる小パネルを取付けた複数の
主パネルを有し、これら主パネルを横方向に連接してな
る鋼製耐震壁であって、小パネルの両面に補剛板を配設
し、これら補剛板と小パネル等をボルト・ナット等によ
り拘束したので、次のような効果を得ることができる。(1) According to the present invention, a plurality of main panels each having an opening formed in an H-section steel web and having small panels made of a steel plate having a lower yield strength than the H-section steel are attached to the opening. A steel earthquake-resistant wall that has panels and connects these main panels in the horizontal direction. Stiffening plates are provided on both sides of the small panels, and these stiffening plates and the small panels are bolted, nuts, etc. Therefore, the following effects can be obtained.
【００３３】上記の鋼製耐震壁を鉄骨構造物などの主架
構に設置したときは、大きな地震が発生すると構造物の
骨組より先に鋼製耐震壁が降伏して地震エネルギーを吸
収するので、構造物の塑性化や疲労損傷を軽減すること
ができる。また、このとき、開口部に取付けた小パネル
に補剛板を設けて座屈耐力を向上させたので、小パネル
には小さい座屈変形又は小さい局部座屈を生じるだけで
局部歪が小さくなり、疲労特性がより向上して耐震性能
を高めることができる。When the above-mentioned steel earthquake-resistant wall is installed on a main frame such as a steel structure, if a large earthquake occurs, the steel earthquake-resistant wall yields before the frame of the structure and absorbs seismic energy. Plasticization of the structure and fatigue damage can be reduced. Also, at this time, a stiffening plate is provided on the small panel attached to the opening to improve the buckling resistance, so that only small buckling deformation or small local buckling occurs in the small panel, and local distortion is reduced. In addition, the fatigue characteristics can be further improved and the seismic performance can be enhanced.
【００３４】また、比較的高い剛性を有し、軸力を支持
すると共に、面内曲げを拘束するため、降伏後において
も座屈などにより耐力が低下することがない。さらに、
複数の主パネルを着脱可能に連接して構成したので、製
作、運搬、施工が容易で安価であり、また、主パネルは
エレベータに収容できるので、補修や取替が容易であ
る。Also, since it has relatively high rigidity, supports axial force and restrains in-plane bending, the yield strength does not decrease due to buckling or the like even after yielding. further,
Since a plurality of main panels are connected in a detachable manner, manufacture, transportation, and construction are easy and inexpensive, and since the main panels can be housed in an elevator, repair and replacement are easy.
【００３５】（２）上記（１）の鋼製耐震壁において、
２枚の小パネルを当て板を介して開口部の両面に取付け
ると共に、小パネルの外面にそれぞれ補剛板を配設し、
これら補剛板、小パネル及び当て板をボルト・ナット等
で拘束したので、上記（１）と同様の効果が得られると
共に、小パネルを２枚設けたのでその板厚を薄くするこ
とができ、このため、開口部への小パネルの溶接による
取付けが簡単であり、ウェブの厚みが厚い場合でも小パ
ネルを容易に取付けることができる。(2) In the steel shear wall of the above (1),
Attach two small panels to both sides of the opening via the backing plate, and arrange stiffening plates on the outer surfaces of the small panels, respectively.
Since the stiffening plate, the small panel, and the backing plate are restrained by bolts and nuts, the same effect as in the above (1) can be obtained, and the thickness of the two small panels can be reduced. Therefore, the small panel can be easily attached to the opening by welding, and the small panel can be easily attached even when the thickness of the web is large.
【００３６】（３）また、本発明は、普通鋼より降伏耐
力の低い鋼板からなるウェブと、普通鋼からなりウェブ
の両側縁に取付けたフランジとにより構成したＨ形断面
部材からなる複数の主パネルを横方向に連接してなる鋼
製耐震壁であって、主パネルのウェブの両面の長手方向
に補剛板を配設し、これら補剛板とウェブとをボルト・
ナット等で拘束したので、上記（１）とほぼ同様の効果
を得ることができる。(3) The present invention also relates to a plurality of main members formed of a H-shaped cross-sectional member constituted by a web made of a steel plate having a lower yield strength than ordinary steel and flanges made of ordinary steel and attached to both side edges of the web. A steel earthquake-resistant wall formed by connecting panels in the horizontal direction. A stiffening plate is provided in the longitudinal direction on both sides of the main panel web, and these stiffening plates and the web are bolted together.
Since it is constrained by a nut or the like, substantially the same effects as in (1) above can be obtained.
【００３７】（４）また、上記（１），（２）の小パネ
ルと補剛板との間又は上記（３）のウェブと小パネルと
の間に、摩擦を低減する材料又はずれに追従する材料を
介装したので、地震時に小パネル又はウェブの面内変形
を円滑かつ容易にすることができ、また、補剛板の面外
変形を防止することができる。(4) In addition, following the material or the slip which reduces friction between the small panel of (1) and (2) and the stiffening plate or between the web and small panel of (3). Since the interposed material is interposed, the in-plane deformation of the small panel or the web can be made smooth and easy at the time of the earthquake, and the out-of-plane deformation of the stiffening plate can be prevented.
【図１】本発明の実施形態１の正面図である。FIG. 1 is a front view of a first embodiment of the present invention.
【図２】図１の主パネルの斜視図である。FIG. 2 is a perspective view of a main panel of FIG.
【図３】実施形態１要部の拡大図である。FIG. 3 is an enlarged view of a main part of the first embodiment.
【図４】図３のＡ−Ａ断面図である。FIG. 4 is a sectional view taken along line AA of FIG. 3;
【図５】図１の取付部材の斜視図である。FIG. 5 is a perspective view of the mounting member of FIG. 1;
【図６】実施形態１の比較例の作用説明図である。FIG. 6 is an operation explanatory view of a comparative example of the first embodiment.
【図７】実施形態１の要部の作用説明図である。FIG. 7 is an operation explanatory view of a main part of the first embodiment.
【図８】本発明の実施形態２の要部正面図である。FIG. 8 is a front view of a main part according to a second embodiment of the present invention.
【図９】図８のＢ−Ｂ断面図である。FIG. 9 is a sectional view taken along line BB of FIG. 8;
【図１０】実施形態２の要部の作用説明図である。FIG. 10 is an operation explanatory view of a main part of the second embodiment.
【図１１】本発明の実施形態３の要部の正面図である。FIG. 11 is a front view of a main part according to a third embodiment of the present invention.
【図１２】図１１のＣ−Ｃ断面図である。FIG. 12 is a sectional view taken along the line CC of FIG. 11;
【図１３】本発明の実施形態４の要部の正面図である。FIG. 13 is a front view of a main part according to a fourth embodiment of the present invention.
【図１４】図１３のＤ−Ｄ断面図である。FIG. 14 is a sectional view taken along line DD of FIG. 13;
【図１５】従来の鋼製耐震壁の一例の正面図である。FIG. 15 is a front view of an example of a conventional steel earthquake-resistant wall.
１ 鋼製耐震壁 ２ 主パネル ４，４ａ ウェブ ５，５ａ，５ｂ フランジ ６ 開口部 ９，９ａ，９ｂ 小パネル １１，１４ 補剛板 １２ ボルト・ナット １３ 当て板 DESCRIPTION OF SYMBOLS 1 Steel shear wall 2 Main panel 4,4a Web 5,5a, 5b Flange 6 Opening 9,9a, 9b Small panel 11,14 Stiffening plate 12 Bolt and nut 13 Patch plate
───────────────────────────────────────────────────── フロントページの続き (51)Int.Cl.6 識別記号 ＦＩ Ｅ０４Ｂ 2/56 ６３２ Ｅ０４Ｂ 2/56 ６３２Ｃ ６３２Ｈ ６４３ ６４３Ａ Ｅ０４Ｈ 9/02 ３２１ Ｅ０４Ｈ 9/02 ３２１Ｂ ──────────────────────────────────────────────────の Continued on the front page (51) Int.Cl. 6 Identification code FI E04B 2/56 632 E04B 2/56 632C 632H 644 643A E04H 9/02 321 E04H 9/02 321B
Claims (4)
該開口部に前記Ｈ形断面鋼材より降伏耐力の低い鋼板か
らなる小パネルを取付けた複数の主パネルを有し、これ
ら主パネルを横方向に連接してなる鋼製耐震壁であっ
て、前記小パネルの両面に補剛板を配設し、これら補剛
板と前記小パネルとをボルト・ナット等により拘束した
ことを特徴とする鋼製耐震壁。An opening is provided in a web of H-section steel material,
A steel earthquake-resistant wall comprising: a plurality of main panels each having a small panel made of a steel plate having a lower yield strength than the H-shaped cross-section steel material attached to the opening; and connecting the main panels in a lateral direction. A steel earthquake-resistant wall comprising stiffening plates disposed on both sides of a small panel, and the stiffening plates and the small panel are restrained by bolts and nuts.
の両面に取付けると共に、前記小パネルの外面にそれぞ
れ補剛板を配設し、これら補剛板、小パネル及び当て板
をボルト・ナット等により拘束したことを特徴とする請
求項１記載の耐震壁。2. A small panel is attached to both sides of an opening via a backing plate, and a stiffening plate is provided on an outer surface of the small panel, and the stiffening plate, the small panel, and the backing plate are attached. The earthquake-resistant wall according to claim 1, wherein the wall is restrained by bolts and nuts.
ウェブと、普通鋼からなり前記ウェブの両側縁に取付け
たフランジとにより構成したＨ形断面部材からなる複数
の主パネルを横方向に連接してなる鋼製耐震壁であっ
て、前記主パネルのウェブの両面の長手方向に補剛板を
配設し、これら補剛板と前記ウェブとをボルト・ナット
等により拘束したことを特徴とする鋼製耐震壁。3. A plurality of main panels comprising an H-shaped cross-section member formed of a steel sheet having a lower yield strength than ordinary steel and flanges made of ordinary steel and attached to both side edges of the web are connected in a lateral direction. A steel earthquake-resistant wall comprising: a stiffening plate disposed in a longitudinal direction on both sides of the web of the main panel; and the stiffening plate and the web are restrained by bolts and nuts. Steel shear walls.
ェブと補剛板との間に、摩擦を低減する材料又はずれた
追従する材料を介装したことを特徴とする請求項１，２
又は３記載の鋼製耐震壁。4. A material for reducing friction or a displaced following material is interposed between the small panel and the stiffening plate or between the web of the main panel and the stiffening plate.
Or the steel earthquake-resistant wall according to 3.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP35658297A JP3852195B2 (en) | 1997-12-25 | 1997-12-25 | Steel shear wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP35658297A JP3852195B2 (en) | 1997-12-25 | 1997-12-25 | Steel shear wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH11181920A true JPH11181920A (en) | 1999-07-06 |
| JP3852195B2 JP3852195B2 (en) | 2006-11-29 |
Family
ID=18449750
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP35658297A Expired - Fee Related JP3852195B2 (en) | 1997-12-25 | 1997-12-25 | Steel shear wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3852195B2 (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009150499A (en) * | 2007-12-21 | 2009-07-09 | Jfe Steel Corp | Energy absorption member and manufacturing method |
| JP2009150221A (en) * | 2009-04-03 | 2009-07-09 | Takenaka Komuten Co Ltd | Vibration control wall and vibration control structure |
| JP2010084514A (en) * | 2010-01-18 | 2010-04-15 | Takenaka Komuten Co Ltd | Earthquake resisting wall and seismic control structure |
| WO2017183898A1 (en) * | 2016-04-19 | 2017-10-26 | 조선대학교 산학협력단 | Shear link having replaceable cover plates |
| JP2021152389A (en) * | 2020-03-24 | 2021-09-30 | 株式会社フジタ | Damping device |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5280939B2 (en) * | 2009-05-22 | 2013-09-04 | 株式会社竹中工務店 | building |
| CN102535679B (en) * | 2012-01-06 | 2014-08-06 | 西安理工大学 | Shear wall with dense ribs and clad steel plates |
-
1997
- 1997-12-25 JP JP35658297A patent/JP3852195B2/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009150499A (en) * | 2007-12-21 | 2009-07-09 | Jfe Steel Corp | Energy absorption member and manufacturing method |
| JP2009150221A (en) * | 2009-04-03 | 2009-07-09 | Takenaka Komuten Co Ltd | Vibration control wall and vibration control structure |
| JP2010084514A (en) * | 2010-01-18 | 2010-04-15 | Takenaka Komuten Co Ltd | Earthquake resisting wall and seismic control structure |
| WO2017183898A1 (en) * | 2016-04-19 | 2017-10-26 | 조선대학교 산학협력단 | Shear link having replaceable cover plates |
| US10184244B2 (en) | 2016-04-19 | 2019-01-22 | Industry-Academic Cooperation Foundation, Chosun University | Shear link including replaceable cover plates |
| JP2021152389A (en) * | 2020-03-24 | 2021-09-30 | 株式会社フジタ | Damping device |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3852195B2 (en) | 2006-11-29 |
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