JPH1136654A - Aseismic wall - Google Patents
Aseismic wallInfo
- Publication number
- JPH1136654A JPH1136654A JP19153597A JP19153597A JPH1136654A JP H1136654 A JPH1136654 A JP H1136654A JP 19153597 A JP19153597 A JP 19153597A JP 19153597 A JP19153597 A JP 19153597A JP H1136654 A JPH1136654 A JP H1136654A
- Authority
- JP
- Japan
- Prior art keywords
- steel plate
- earthquake
- stiffener
- resistant wall
- wall
- 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
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】この発明は、例えば、中層か
ら超高層の建造物の骨組み（鉄筋構造、鉄骨鉄筋コンク
リート構造、鉄筋コンクリート構造、および、これら構
造の合成構造等の骨組み）を構成する上下の梁を鋼板に
より連結して、上記構造の耐震性を高める耐震壁に関す
る。BACKGROUND OF THE INVENTION The present invention relates to upper and lower beams constituting, for example, frames of a middle- to high-rise building (a reinforced structure, a steel reinforced concrete structure, a reinforced concrete structure, and a composite structure of these structures). And steel plates connected by steel plates to improve the earthquake resistance of the structure.
【０００２】[0002]
【従来の技術】従来、建造物の骨組を構成する上下の梁
を鋼板により連結してなる耐震壁として、例えば、図４
に示すような耐震壁Ｐ１が提案されている。同図（ａ）
は耐震壁Ｐ１の正面図、（ｂ）はその側面図である。こ
の耐震壁Ｐ１は、上下の梁Ｐ４，Ｐ５を鋼板Ｐ２で連結
してなるもので、その鋼板Ｐ２には、鋼板Ｐ２の板面の
上下に延びるスリットＰ３，Ｐ３…が設けられている。
なお、側面図において柱Ｈ，Ｈは省略してある。2. Description of the Related Art Conventionally, as an earthquake-resistant wall formed by connecting upper and lower beams constituting a frame of a building with steel plates, for example, FIG.
The following earthquake-resistant wall P1 has been proposed. FIG.
Is a front view of the earthquake-resistant wall P1, and (b) is a side view thereof. This earthquake-resistant wall P1 is formed by connecting upper and lower beams P4 and P5 with a steel plate P2, and the steel plate P2 is provided with slits P3, P3... Extending vertically above and below the plate surface of the steel plate P2.
Note that the columns H, H are omitted in the side view.
【０００３】このような耐震壁Ｐ１によれば、上下の梁
Ｐ４，Ｐ５の長手方向の水平なずれに対して剛性および
耐力が得られるようになっている。特に、スリットＰ
３，Ｐ３…を設けたことにより、スリットＰ３，Ｐ３…
の間の部分や、鋼板の側縁部分が柱状となり、該柱状部
に大きな変形能力が生じるため、耐震壁Ｐ１に安定した
復元能力が得られる。According to such an earthquake-resistant wall P1, rigidity and strength can be obtained with respect to horizontal displacement of the upper and lower beams P4 and P5 in the longitudinal direction. In particular, slit P
By providing 3, P3..., Slits P3, P3.
And the side edge portion of the steel plate become columnar, and the columnar portion has a large deformation capacity, so that a stable restoring ability is obtained for the earthquake-resistant wall P1.
【０００４】更に、上記のスリットＰ３，Ｐ３…の長さ
や数および配置を変えることで、耐震壁Ｐ１の剛性およ
び耐力が調整可能になっている。建造物全体の耐震性を
考えた場合、その骨組みを構成する各構成部分の剛性
は、その構成部分の部位に応じたものであることが望ま
れるため、上記のようなスリットによる剛性や耐力の調
整は有用なものになっている。Further, the rigidity and strength of the earthquake-resistant wall P1 can be adjusted by changing the length, number and arrangement of the slits P3, P3. When considering the seismic resistance of the entire building, it is desirable that the stiffness of each component constituting the skeleton be in accordance with the site of the component. Coordination has become useful.
【０００５】[0005]
【発明が解決しようとする課題】図３のグラフ中に上記
従来の耐震壁の特性線Ｂ１，Ｂ２を示す。グラフ中、縦
軸は無次元化された耐力、横軸は水平方向の変形の度合
を示している。上記従来の耐震壁Ｐ１では、梁Ｐ４，Ｐ
５の水平方向のずれに対して、最大耐力ＳB1，ＳB2に達
した直後に、最も側方の柱状部Ｐ２ａ，Ｐ２ａが面外変
形を起こして、急激な耐力の低下を招き、安定した復元
力が得られないという特性を有している。面外変形と
は、鋼板の板面からその垂直方向の変位を伴う変形のこ
とである。The characteristic lines B1 and B2 of the above-mentioned conventional earthquake-resistant wall are shown in the graph of FIG. In the graph, the vertical axis shows the dimensionless proof stress, and the horizontal axis shows the degree of horizontal deformation. In the above-mentioned conventional earthquake-resistant wall P1, beams P4, P
5 immediately after the maximum proof stress S B1 , S B2 is reached, the outermost columnar portions P2a, P2a undergo out-of-plane deformation, causing a sudden decrease in proof stress, resulting in a stable displacement. It has the property that no restoring force can be obtained. The out-of-plane deformation is a deformation accompanied by a displacement in the vertical direction from the plate surface of the steel plate.
【０００６】この発明は、上記の面外変形を防いで、本
来の剛性、耐力の向上、並びに、安定した復元力の得ら
れる耐震壁を提供することを目的としている。SUMMARY OF THE INVENTION It is an object of the present invention to provide an earthquake-resistant wall capable of preventing the above-mentioned out-of-plane deformation, improving the original rigidity and proof strength, and obtaining a stable restoring force.
【０００７】[0007]
【課題を解決するための手段】上記課題を解決するた
め、請求項１記載の発明は、建造物の骨組を構成する上
下の梁を鋼板により連結してなる耐震壁において、前記
鋼板に、該鋼板の板面の上下方向に伸びるスリットと、
前記鋼板の側縁部に接合され該鋼板の面外変形を抑える
補剛材とが設けられている構成とした。Means for Solving the Problems In order to solve the above problems, the invention according to claim 1 is directed to an earthquake-resistant wall in which upper and lower beams constituting a frame of a building are connected by steel plates, A slit extending in the vertical direction of the steel plate surface,
A stiffener that is joined to a side edge of the steel plate and suppresses out-of-plane deformation of the steel plate is provided.
【０００８】この請求項１記載の発明によれば、上記側
縁部に設けられた補剛材により、鋼板の最も側方の柱状
部（最も側方のスリットと鋼板側端との間の部分）の面
外変形が抑えられるので、最大耐力の向上、および、安
定した復元力の獲得が計られる。即ち、補剛材が接合さ
れてないものでは、上下の梁の水平方向（梁の長手方
向）のずれに対して、最大耐力に達した直後に上記柱状
部が面外変形して急激に耐力を失うという特性があった
のに対して、この発明では耐震壁の最大耐力が増すと共
に、最大耐力直後の急激な耐力低下が発生せず、最大耐
力後の安定した復元力が得られる。According to the first aspect of the present invention, the stiffener provided at the side edge portion allows the stiffener to be provided at the most lateral columnar portion of the steel sheet (the portion between the most lateral slit and the steel sheet side end). Since the out-of-plane deformation of (1) is suppressed, the maximum proof stress is improved, and a stable restoring force is obtained. That is, when the stiffener is not joined, the columnar portion is deformed out-of-plane immediately after reaching the maximum strength against the displacement of the upper and lower beams in the horizontal direction (longitudinal direction of the beam), and the strength is rapidly increased. In contrast to this, in the present invention, the maximum strength of the shear wall is increased, and a sudden decrease in strength immediately after the maximum strength is not caused, and a stable restoring force after the maximum strength is obtained.
【０００９】更に、上記補剛材は、鋼板の側縁部の面外
変形を抑える程度の剛性で良いため、耐震壁全体の剛性
に影響を与えない。従って、スリットの変化による耐震
壁の剛性の調整を従来と同様に行うことが可能でありと
ても有用である。Further, since the stiffener has sufficient rigidity to suppress the out-of-plane deformation of the side edges of the steel plate, it does not affect the rigidity of the entire earthquake-resistant wall. Therefore, it is possible to adjust the rigidity of the earthquake-resistant wall by changing the slit in the same manner as in the related art, which is very useful.
【００１０】ここで、補剛材が接合される鋼板の側縁部
とは、鋼板の側端面、鋼板の側端近傍の板面、側端近傍
のスリットの上記側縁部側の内側面などのことである。Here, the side edge of the steel sheet to which the stiffener is joined includes a side end face of the steel sheet, a plate surface near the side edge of the steel sheet, an inner surface of the slit near the side end on the side edge side. That is.
【００１１】請求項２記載の発明は、請求項１記載の耐
震壁において、前記補剛材が、該補剛材の上端から上梁
までの間、並びに、該補剛材の下端から下梁までの間に
それぞれ間隔を開けた状態で、前記鋼板の側縁部に接合
されている構成とした。According to a second aspect of the present invention, in the earthquake-resistant wall according to the first aspect, the stiffener is between an upper end of the stiffener and an upper beam and a lower beam from a lower end of the stiffener. The steel plates were joined to the side edges of the steel plate with a space between them.
【００１２】この請求項２記載の発明によれば、補剛材
が上下の梁に接合されていないので、梁に変形が生じた
場合でも、補剛材はこの梁の変形の影響を受けることが
なく、補剛材に鋼板の側縁部の面外変形を防ぐという本
来の機能のみを付加することが出来る。従って、この補
剛材により鋼板の側縁部の面外変形が確実に抑えられる
こととなって、耐震壁の最大耐力の向上と最大耐力後の
安定した復元力を確実に得ることが出来る。According to the second aspect of the present invention, since the stiffener is not joined to the upper and lower beams, even when the beam is deformed, the stiffener is affected by the deformation of the beam. Therefore, only the original function of preventing the out-of-plane deformation of the side edge of the steel plate can be added to the stiffener. Therefore, out-of-plane deformation of the side edge portion of the steel plate is surely suppressed by the stiffener, so that the maximum strength of the earthquake-resistant wall and the stable restoring force after the maximum strength can be reliably obtained.
【００１３】請求項３記載の発明は、請求項１記載の耐
震壁において、前記補剛材が、前記鋼板の上端から下端
まで亘り、前記上下の梁に接合されている構成とした。According to a third aspect of the present invention, in the earthquake-resistant wall according to the first aspect, the stiffener is joined to the upper and lower beams from an upper end to a lower end of the steel plate.
【００１４】この請求項３記載の発明によれば、補剛材
が鋼板の側縁部の上端から下端に亘って上下の梁に接合
されているので、耐震壁の水平方向の変形に対して鋼板
の側縁部に生じる応力の勾配が、上端から下端に掛けて
なだらかなものとなる。従って、補剛材により鋼板の側
縁部の剛性の補いが確実に行われることとなって、鋼板
の側縁部の面外変形が確実に抑えられ、この面外変形の
抑止により耐震壁の最大耐力の向上および最大耐力後の
安定した復元力を確実に得ることが出来る。According to the third aspect of the present invention, since the stiffener is joined to the upper and lower beams from the upper end to the lower end of the side edge of the steel plate, the stiffener is protected against horizontal deformation of the earthquake-resistant wall. The gradient of the stress generated at the side edge of the steel plate becomes gentle from the upper end to the lower end. Therefore, the rigidity of the side edges of the steel plate is reliably compensated for by the stiffener, and out-of-plane deformation of the side edges of the steel plate is reliably suppressed. It is possible to reliably improve the maximum proof stress and obtain a stable restoring force after the maximum proof stress.
【００１５】[0015]
【発明の実施の形態】以下、この発明の実施の形態につ
いて、図１と図２の図面を参照しながら説明する。 ［第１の実施の形態］図１は、この発明の第１の実施の
形態の耐震壁１を示すもので、（ａ）はその正面図、
（ｂ）は側面図である。なお、同図（ｂ）において、柱
Ｈ，Ｈは省略してある。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the present invention will be described below with reference to FIGS. [First Embodiment] FIG. 1 shows a shear wall 1 according to a first embodiment of the present invention.
(B) is a side view. In FIG. 3B, the pillars H, H are omitted.
【００１６】この実施の形態の耐震壁１は、上下の梁
４，５を鋼板２により接合し、更に、この鋼板２に補剛
材７，７を接合して構成される。上下の梁４，５は柱
Ｈ，Ｈに架設され、これら柱Ｈ，Ｈと共に建造物の骨組
を構成している。鋼板２は、平面視矩形の板面を有する
板状の剛材で、その板面には上下に延びる複数のスリッ
ト３，３…が設けられている。この鋼板２の上下の端部
は、上下の梁４，５にそれぞれ剛接合されている。The earthquake-resistant wall 1 of this embodiment is configured by joining upper and lower beams 4 and 5 with a steel plate 2 and further joining stiffeners 7 and 7 to the steel plate 2. The upper and lower beams 4, 5 are erected on columns H, H, and together with the columns H, H, form a framework of a building. The steel plate 2 is a plate-shaped rigid material having a rectangular plate surface in a plan view, and the plate surface is provided with a plurality of slits 3 extending vertically. Upper and lower ends of the steel plate 2 are rigidly connected to upper and lower beams 4 and 5, respectively.
【００１７】スリット３，３…は、耐震壁１に求められ
る剛性および耐力に応じて、その位置や数および配置を
変化させて設けられるものである。ここでは、複数のス
リット３，３…が水平方向に等間隔に並んで、且つ、そ
れぞれのスリット３，３…が上下の梁４，５から一定間
隔を開けた状態で上下垂直に設けられている。The slits 3, 3,... Are provided with their positions, numbers, and arrangements changed in accordance with the rigidity and strength required for the earthquake-resistant wall 1. Here, a plurality of slits 3, 3... Are arranged at equal intervals in the horizontal direction, and each slit 3, 3,. I have.
【００１８】そして、これら複数のスリット３，３…の
間の部分に、水平方向（鋼板２の板面に沿った方向）に
変形能力を有する柱状の柱状部２ａ，２ａ…が形成され
る。また、最も側方のスリット３，３と鋼板２の側端面
との間の部分にも、側縁部としての柱状部２ｂ，２ｂが
形成される。Column portions 2a, 2a,... Having a deformability in a horizontal direction (a direction along the plate surface of the steel plate 2) are formed between the plurality of slits 3, 3,. Further, columnar portions 2b, 2b as side edges are formed also in portions between the slits 3, 3 on the sidemost sides and the side end surfaces of the steel plate 2.
【００１９】補剛材７，７は、最も側方の柱状部２ｂ，
２ｂの面外変形（鋼板２の板面の垂直方向の変位を伴う
変形）を抑えるためのもので、最も側方のスリット３，
３と同じ長さか或いは少し長めに設けられ、鋼板２の側
端面において上記スリット３，３の上端の高さから下端
の高さに掛けて接合されており、上下の梁４，５から間
隔を開けた状態で接合されている。この補剛材７，７
は、柱状部２ｂ，２ｂの水平変形（鋼板２の板面に沿っ
た水平方向の変形）に対して比較的小さな剛性しか付加
せず、柱状部２ｂ，２ｂの面外変形に対しては比較的大
きな剛性を付加するものになっている。The stiffeners 7, 7 are arranged at the sidemost columnar portions 2b,
2b to suppress the out-of-plane deformation (deformation of the steel sheet 2 accompanied by vertical displacement), and
3 is provided at the same length as or slightly longer than the upper and lower beams 4, 5 at the side end surface of the steel plate 2 from the upper end to the lower end of the slits 3, 3. They are joined in an open state. This stiffener 7,7
Adds relatively little rigidity to the horizontal deformation of the columnar portions 2b, 2b (horizontal deformation along the plate surface of the steel plate 2), and compares it to the out-of-plane deformation of the columnar portions 2b, 2b. It is intended to add significant rigidity.
【００２０】上記のような構成の耐震壁１によれば、従
来と同様に、上下の梁４，５の水平方向（鋼板２の板面
に沿った方向）のずれに対して、鋼板２に形成された柱
状部２ａ，２ａ…，２ｂ，２ｂに所定の変形能力が発生
するので、耐震壁１に所定のの剛性および耐力および復
元能力が得られる。According to the earthquake-resistant wall 1 having the above-described structure, the steel plate 2 is not affected by the displacement of the upper and lower beams 4 and 5 in the horizontal direction (along the plate surface of the steel plate 2) as in the conventional case. Since the formed columnar portions 2a, 2a..., 2b, 2b have a predetermined deforming ability, the earthquake-resistant wall 1 can have a predetermined rigidity, strength and restoring ability.
【００２１】また、従来と同様に、上記のスリット３，
３…の長さや数および配置を変化させることで、耐震壁
１の剛性特性を適宜調整できるので、建造物全体から求
められる耐震壁の剛性を、上記スリット３，３…の変化
調整で容易に得ることが出来て、設計上とても有用であ
る。In addition, as in the conventional case,
By changing the length, number, and arrangement of the three walls, the rigidity characteristics of the earthquake-resistant wall 1 can be appropriately adjusted. Therefore, the rigidity of the earthquake-resistant wall required from the entire building can be easily adjusted by changing the slits 3, 3,. It can be obtained and is very useful in design.
【００２２】更に、鋼板２の側縁部に設けられた補剛材
７，７により、鋼板２の最も側方の柱状部２ｂ，２ｂの
面外変形が抑えられるので、最大耐力の向上、並びに、
最大耐力後の安定した復元力を得ることが出来る。即
ち、補剛材が接合されてない従来の耐震壁では、上下の
梁の水平方向（梁の長手方向）のずれに対して、最大耐
力に達した直後に最も側方の柱状部が面外変形して急激
に耐力を失うという特性を有していたのに対して、この
発明では上記の面外変形が防止されて、耐震壁の最大耐
力が従来に較べて増すと共に、最大耐力直後の急激な耐
力低下が発生せず、最大耐力後の安定した復元力が得ら
れる。Further, the stiffeners 7, 7 provided on the side edges of the steel plate 2 suppress the out-of-plane deformation of the columnar portions 2b, 2b on the sidemost sides of the steel plate 2, so that the maximum proof stress is improved, and ,
A stable restoring force after the maximum proof stress can be obtained. In other words, in a conventional shear wall to which no stiffeners are joined, the lateral side columnar portions are out of plane immediately after reaching the maximum strength against horizontal displacement of the upper and lower beams (longitudinal direction of the beams). While having the property of deforming and suddenly losing proof strength, the present invention prevents the above-mentioned out-of-plane deformation, increases the maximum proof strength of the earthquake-resistant wall compared to conventional, and immediately after the maximum proof strength No sudden decrease in proof stress occurs, and a stable restoring force after the maximum proof stress is obtained.
【００２３】また、補剛材７，７は、最も側方の柱状部
２ｂ，２ｂの面外変形を抑える程度の剛性であるため、
耐震壁１の全体の剛性には影響を与えず、スリット３，
３…の変化による耐震壁１の剛性の調整を従来と同様に
行うことが出来てとても有用である。Further, the stiffeners 7, 7 have such a rigidity that the out-of-plane deformation of the columnar portions 2b, 2b on the side is suppressed.
It does not affect the overall rigidity of the earthquake-resistant wall 1, and the slit 3,
It is very useful that the rigidity of the earthquake-resistant wall 1 can be adjusted in the same manner as in the prior art by changing the number 3.
【００２４】また、補剛材７，７は、上下の梁４，５に
接合されていないので、梁４，５に変形が生じた場合で
も、補剛材７，７はこの梁４，５の変形の影響を受ける
ことがなく、補剛材７，７に鋼板２の側縁部の面外変形
を防ぐという本来の機能のみを付加することが出来る。
従って、この補剛材７，７により鋼板２の最も側方の柱
状部２ｂ，２ｂの面外変形が確実に抑えられることとな
って、耐震壁１の最大耐力の向上と最大耐力後の安定し
た復元力を確実に得ることが出来る。Further, since the stiffeners 7, 7 are not joined to the upper and lower beams 4, 5, even if the beams 4, 5 are deformed, the stiffeners 7, 7 are not connected to the beams 4, 5. Stiffeners 7 and 7 can be added only to the original function of preventing out-of-plane deformation of the side edges of the steel plate 2 without being affected by the deformation.
Therefore, the stiffeners 7, 7 reliably suppress the out-of-plane deformation of the columnar portions 2b, 2b on the sidemost sides of the steel plate 2, thereby improving the maximum strength of the earthquake-resistant wall 1 and stabilizing after the maximum strength. The obtained restoring force can be reliably obtained.
【００２５】図３には、この実施の形態の耐震壁の特性
線と補剛材を有さない耐震壁の特性線とを比較したグラ
フを示す。同図中、（ａ）はスリットの数が比較的に少
ない耐震壁（例えば１２５ｍｍ間隔に３本のスリットを
有する耐震壁）について較べたグラフ、（ｂ）はスリッ
トの数が比較的に多い耐震壁（例えば６３ｍｍ間隔に７
本のスリットを有する耐震壁）について較べたグラフで
ある。FIG. 3 is a graph comparing the characteristic line of the shear wall of this embodiment with the characteristic line of a shear wall having no stiffener. In the figure, (a) is a graph comparing an earthquake-resistant wall with a relatively small number of slits (for example, an earthquake-resistant wall having three slits at 125 mm intervals), and (b) is a graph with a relatively large number of slits. Wall (for example, 7 at 63 mm intervals)
It is the graph which compared about the earthquake-resistant wall which has a book slit.
【００２６】これらのグラフ中、縦軸は、水平変位に対
する耐力Ｈｅを鋼板の板厚ｔ、幅Ｂ、降伏応力度σｙの
積で割った無次元化された耐力［Ｈｅ／ｔＢσｙ］を、
横軸は、水平変位の度合（鋼板の高さに対する水平変位
の比Ｒ）を表している。また、特性線Ａ１，Ａ２は、こ
の実施の形態の耐震壁２の特性を示すものであり、特性
線Ｂ１，Ｂ２は、補剛材を有さない耐震壁の特性を示す
ものである。In these graphs, the vertical axis represents the dimensionless proof stress [He / tBσy] obtained by dividing the proof stress He against horizontal displacement by the product of the thickness t of the steel sheet, the width B, and the yield stress σy.
The horizontal axis represents the degree of horizontal displacement (the ratio R of the horizontal displacement to the height of the steel plate). The characteristic lines A1 and A2 show the characteristics of the earthquake-resistant wall 2 of the present embodiment, and the characteristic lines B1 and B2 show the characteristics of the earthquake-resistant wall having no stiffener.
【００２７】同グラフに示すように、この実施の形態の
耐震壁２の最大耐力ＳA1，ＳA2は、補剛材を有さない耐
震壁の最大耐力ＳB1，ＳB2と比較して３０％〜４０％以
上も上昇しているのが分かる。また、補剛材を有さない
耐震壁は、最大耐力ＳB1，ＳB2に達した後、急激に耐力
を失い、その後、復元力が得られていないのに対して、
この実施の形態の耐震壁２は、最大耐力ＳA1，ＳA2に達
した後、比較的緩やかに耐力が低下し、その後も、安定
した復元力が得られている。また、水平変形の初期の傾
きが同じであることから、補剛材を有さない耐震壁の剛
性と、この実施の形態の耐震壁２の剛性とは、ほぼ同一
であることが分かる。As shown in the graph, the maximum strength S A1 , S A2 of the shear wall 2 of this embodiment is 30 times smaller than the maximum strength S B1 , S B2 of the shear wall having no stiffener. % To 40% or more. On the other hand, the shear walls without stiffeners lost their strength rapidly after reaching the maximum strength S B1 and S B2, and after that, the restoring force was not obtained.
After reaching the maximum strengths S A1 and S A2 , the strength of the earthquake-resistant wall 2 of this embodiment decreases relatively slowly, and thereafter a stable restoring force is obtained. Further, since the initial inclination of the horizontal deformation is the same, it can be seen that the rigidity of the earthquake-resistant wall having no stiffener and the rigidity of the earthquake-resistant wall 2 of this embodiment are almost the same.
【００２８】なお、本発明は、この実施の形態の耐震壁
１に限られるものでなく、例えば、補剛材の接合個所
は、鋼板２の側端面の他、最も側方の柱状部２ｂ，２ｂ
の板面や、最も側方のスリット３，３における柱状部２
ｂ，２ｂ側の内側面など、最も側方の柱状部２ｂ，２ｂ
の面外変形を抑える個所であればどこでも良い。また、
補剛材は、柱状部２ｂ，２ｂの上端から下端に架けて接
合される必要もなく、柱状部２ｂ，２ｂの面外変形が抑
えられれば、柱状部２ｂ，２ｂの上端から下端の内の一
部分だけに接合されていても良い。その他、鋼板２に設
けたスリットの数や配置など、具体的に示した細部構造
等は、発明の趣旨を逸脱しない範囲で適宜変更可能であ
る。It should be noted that the present invention is not limited to the earthquake-resistant wall 1 of this embodiment. For example, the joining points of the stiffener are not only the side end faces of the steel plate 2 but also the most lateral columnar portions 2b, 2b. 2b
And the columnar part 2 in the slits 3 and 3 on the sidemost sides
b, 2b, etc., the most lateral columnar portions 2b, 2b
Any place where the out-of-plane deformation is suppressed can be used. Also,
The stiffening material does not need to be joined from the upper ends to the lower ends of the columnar portions 2b, 2b. It may be joined to only a part. In addition, the detailed structure specifically shown, such as the number and arrangement of the slits provided in the steel plate 2, can be appropriately changed without departing from the spirit of the invention.
【００２９】［第２の実施の形態］図２は、この発明の
第２の実施の形態の耐震壁１０を示すもので、（ａ）は
その正面図、（ｂ）は側面図である。なお、同図（ｂ）
において、柱Ｈ，Ｈは省略してある。[Second Embodiment] FIGS. 2A and 2B show a seismic wall 10 according to a second embodiment of the present invention. FIG. 2A is a front view and FIG. 2B is a side view. In addition, FIG.
, Columns H, H are omitted.
【００３０】第２の実施の形態の耐震壁１０は、補剛材
１２，１２の接合個所に関して第１の実施の形態の耐震
壁１と異なり、その他の構成は同様のものである。従っ
て、同様の構成については同符号を振って説明を省略す
る。The earthquake-resistant wall 10 according to the second embodiment is different from the earthquake-resistant wall 1 according to the first embodiment with respect to the joining points of the stiffeners 12, 12, and the other configuration is the same. Therefore, the same components are denoted by the same reference numerals and description thereof is omitted.
【００３１】この実施の形態の耐震壁１０では、補剛材
１２，１２が、鋼板２の側端面の上端から下端に亘って
剛接合されると共に、該補剛材１２，１２の上下の端部
が上下の梁４，５にも剛接合されている。この補剛材１
２，１２は、柱状部２ｂ，２ｂの水平変形（鋼板２の板
面に沿った水平方向の変形）に対しては比較的小さな剛
性しか付加せず、柱状部２ｂ，２ｂの面外変形に対して
は比較的大きな剛性を付加するものになっている。In the earthquake-resistant wall 10 of this embodiment, the stiffeners 12 are rigidly joined from the upper end to the lower end of the side end surface of the steel plate 2, and the upper and lower ends of the stiffeners 12. The part is also rigidly connected to the upper and lower beams 4 and 5. This stiffener 1
2, 12 add relatively little rigidity to the horizontal deformation of the columnar portions 2b, 2b (deformation in the horizontal direction along the plate surface of the steel plate 2), and to the out-of-plane deformation of the columnar portions 2b, 2b. On the other hand, relatively large rigidity is added.
【００３２】この構成の耐震壁１０によれば、第１の実
施の形態の耐震壁１と同様の特性が得られると共に、補
剛材１２，１２が鋼板２の側端面の上端から下端に亘っ
て上下の梁４，５に接合されているので、耐震壁１の水
平方向の変形に対して鋼板２の側端面に生じる応力の勾
配が、上端から下端に掛けてなだらかなものとなる。従
って、補剛材１２，１２により鋼板２の側縁部の剛性の
補いが確実に行われることとなって、鋼板２の最も側方
の柱状部２ｂ，２ｂの面外変形が確実に抑えられ、この
面外変形の抑止により耐震壁１の最大耐力の向上および
最大耐力後の安定した復元力を確実に得ることが出来
る。According to the earthquake-resistant wall 10 of this configuration, the same characteristics as the earthquake-resistant wall 1 of the first embodiment can be obtained, and the stiffeners 12 extend from the upper end to the lower end of the side end surface of the steel plate 2. Since the upper and lower beams 4 and 5 are joined to each other, the gradient of the stress generated on the side end surface of the steel plate 2 with respect to the horizontal deformation of the earthquake-resistant wall 1 becomes gentle from the upper end to the lower end. Therefore, the rigidity of the side edges of the steel plate 2 is surely compensated for by the stiffeners 12, 12, and out-of-plane deformation of the outermost columnar portions 2 b, 2 b of the steel plate 2 is reliably suppressed. By suppressing the out-of-plane deformation, it is possible to improve the maximum strength of the earthquake-resistant wall 1 and reliably obtain a stable restoring force after the maximum strength.
【００３３】[0033]
【発明の効果】この請求項１記載の発明によれば、上記
側縁部に設けられた補剛材により、鋼板の最も側方の柱
状部（最も側方のスリットと鋼板側端との間の部分）の
面外変形が抑えられるので、最大耐力の向上、および、
安定した復元力の獲得が計られる。即ち、補剛材が接合
されてないものでは、上下の梁の水平方向（梁の長手方
向）のずれに対して、最大耐力に達した直後に上記柱状
部が面外変形して急激に耐力を失うという特性があった
のに対して、この発明では耐震壁の最大耐力が増すと共
に、最大耐力直後の急激な耐力低下が発生せず、最大耐
力後の安定した復元力が得られる。According to the first aspect of the present invention, the stiffener provided at the side edge allows the steel sheet to have the most lateral columnar portion (between the most lateral slit and the steel sheet side end). Part) is reduced, so the maximum proof stress is improved, and
Stable resilience is obtained. That is, in the case where the stiffener is not joined, the columnar portion is out-of-plane deformed immediately after reaching the maximum strength against the displacement of the upper and lower beams in the horizontal direction (longitudinal direction of the beam). In contrast to this, in the present invention, the maximum strength of the shear wall is increased, and a sudden drop in strength immediately after the maximum strength is not caused, and a stable restoring force after the maximum strength is obtained.
【００３４】更に、上記補剛材は、鋼板の側縁部の面外
変形を抑える程度の剛性で良いため、耐震壁全体の剛性
に影響を与えない。従って、スリットの変化による耐震
壁の剛性の調整を従来と同様に行うことが可能でありと
ても有用である。Further, since the stiffener has sufficient rigidity to suppress the out-of-plane deformation of the side edge portion of the steel plate, it does not affect the rigidity of the entire earthquake-resistant wall. Therefore, it is possible to adjust the rigidity of the earthquake-resistant wall by changing the slit in the same manner as in the related art, which is very useful.
【００３５】請求項２記載の発明によれば、補剛材が上
下の梁に接合されていないので、梁に変形が生じた場合
でも、補剛材はこの梁の変形の影響を受けることがな
く、補剛材に鋼板の側縁部の面外変形を防ぐという本来
の機能のみを付加することが出来る。従って、この補剛
材により鋼板の側縁部の面外変形が確実に抑えられるこ
ととなって、耐震壁の最大耐力の向上と最大耐力後の安
定した復元力を確実に得ることが出来る。According to the second aspect of the present invention, since the stiffener is not joined to the upper and lower beams, even if the beam is deformed, the stiffener may be affected by the deformation of the beam. In addition, the stiffener can be added with only the original function of preventing out-of-plane deformation of the side edges of the steel plate. Therefore, out-of-plane deformation of the side edge portion of the steel plate is surely suppressed by the stiffener, so that the maximum strength of the earthquake-resistant wall and the stable restoring force after the maximum strength can be reliably obtained.
【００３６】請求項３記載の発明によれば、補剛材が鋼
板の側縁部の上端から下端に亘って上下の梁に接合され
ているので、耐震壁の水平方向の変形に対して鋼板の側
縁部に生じる応力の勾配が、上端から下端に掛けてなだ
らかなものとなる。従って、補剛材により鋼板の側縁部
の剛性の補いが確実に行われることとなって、鋼板の側
縁部の面外変形が確実に抑えられ、この面外変形の抑止
により耐震壁の最大耐力の向上および最大耐力後の安定
した復元力を確実に得ることが出来る。According to the third aspect of the present invention, since the stiffener is joined to the upper and lower beams from the upper end to the lower end of the side edge of the steel plate, the steel plate is protected against horizontal deformation of the earthquake-resistant wall. The gradient of the stress generated at the side edge portion of the first portion becomes gentle from the upper end to the lower end. Therefore, the rigidity of the side edges of the steel plate is reliably compensated for by the stiffener, and out-of-plane deformation of the side edges of the steel plate is reliably suppressed. It is possible to reliably improve the maximum proof stress and obtain a stable restoring force after the maximum proof stress.
【図１】この発明の第１の実施の形態の耐震壁を示すも
ので、（ａ）はその正面図、（ｂ）は側面図である。FIGS. 1A and 1B show a shear wall according to a first embodiment of the present invention, in which FIG. 1A is a front view and FIG. 1B is a side view.
【図２】この発明の第２の実施の形態の耐震壁を示すも
ので、（ａ）はその正面図、（ｂ）は側面図である。FIGS. 2A and 2B show a shear wall according to a second embodiment of the present invention, wherein FIG. 2A is a front view and FIG. 2B is a side view.
【図３】この実施の形態の耐震壁の特性線、並びに、補
剛材を有さない耐震壁の特性線とを比較したグラフを示
す。FIG. 3 is a graph comparing a characteristic line of the shear wall of this embodiment and a characteristic line of a shear wall having no stiffener.
【図４】本発明に近い従来の耐震壁の一例を示すもの
で、（ａ）はその正面図、（ｂ）は側面図である。4A and 4B show an example of a conventional earthquake-resistant wall close to the present invention, wherein FIG. 4A is a front view and FIG. 4B is a side view.
１，１０ 耐震壁 ４，５ 梁 ２ 鋼板 ２ａ… 柱状部 ２ｂ，２ｂ 柱状部（側縁部） ３，３… スリット ７，７ 補剛材（第１の実施の形態） １２，１２ 補剛材（第２の実施の形態） 1,10 earthquake-resistant wall 4,5 beam 2 steel plate 2a ... columnar portion 2b, 2b columnar portion (side edge) 3,3 ... slit 7,7 stiffener (first embodiment) 12,12 stiffener (Second embodiment)
───────────────────────────────────────────────────── フロントページの続き (72)発明者 多賀 章 東京都千代田区富士見二丁目10番26号 前 田建設工業株式会社内 (72)発明者 今村 輝武 東京都千代田区富士見二丁目10番26号 前 田建設工業株式会社内 (72)発明者 吉野 茂 東京都千代田区富士見二丁目10番26号 前 田建設工業株式会社内 (72)発明者 吉田 直弘 東京都千代田区富士見二丁目10番26号 前 田建設工業株式会社内 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Akira Taga 2-10-26 Fujimi, Chiyoda-ku, Tokyo Maeda Construction Industry Co., Ltd. (72) Inventor Terutake Imamura 2- 10-26 Fujimi, Chiyoda-ku, Tokyo Maeda Construction Industry Co., Ltd. (72) Inventor Shigeru Yoshino 2--10-26 Fujimi, Chiyoda-ku, Tokyo Maeda Construction Industry Co., Ltd. (72) Naoyoshi Yoshida 2--10-26, Fujimi, Chiyoda-ku, Tokyo Maeda Corporation
Claims (3)
により連結してなる耐震壁において、 前記鋼板には、該鋼板の板面の上下方向に伸びる複数の
スリットと、 前記鋼板の側縁部に接合され該側縁部の面外変形を抑え
る補剛材とが設けられていることを特徴とする耐震壁。1. An earthquake-resistant wall formed by connecting upper and lower beams constituting a frame of a building with a steel plate, wherein the steel plate has a plurality of slits extending in a vertical direction of a plate surface of the steel plate, and a side of the steel plate. An earthquake-resistant wall, comprising: a stiffening member joined to an edge to suppress out-of-plane deformation of the side edge.
まで間、並びに、該補剛材の下端から下梁まで間にそれ
ぞれ間隔を開けた状態で、前記鋼板の側縁部に接合され
ていることを特徴とする請求項１記載の耐震壁。2. The steel sheet according to claim 1, wherein the stiffener is spaced from an upper end of the stiffener to an upper beam, and a space is provided between a lower end of the stiffener and a lower beam. The earthquake-resistant wall according to claim 1, wherein the wall is joined to a portion.
まで亘り、前記上下の梁に接合されていることを特徴と
する請求項１記載の耐震壁。3. The earthquake-resistant wall according to claim 1, wherein the stiffener is joined to the upper and lower beams from an upper end to a lower end of the steel plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19153597A JP3785250B2 (en) | 1997-07-16 | 1997-07-16 | Seismic wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP19153597A JP3785250B2 (en) | 1997-07-16 | 1997-07-16 | Seismic wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH1136654A true JPH1136654A (en) | 1999-02-09 |
| JP3785250B2 JP3785250B2 (en) | 2006-06-14 |
Family
ID=16276293
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP19153597A Expired - Fee Related JP3785250B2 (en) | 1997-07-16 | 1997-07-16 | Seismic wall |
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| Country | Link |
|---|---|
| JP (1) | JP3785250B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100442636B1 (en) * | 2002-08-30 | 2004-08-02 | 주식회사 포스코 | Rib-reinforced steel shear wall system with slits |
| KR101180240B1 (en) * | 2009-12-29 | 2012-09-05 | 재단법인 포항산업과학연구원 | Outrigger connection apparatus |
| CN104912226A (en) * | 2015-06-08 | 2015-09-16 | 同济大学 | Assembly type steel structure self-return module based on slotting steel plate shear wall energy consumption |
| CN112982730A (en) * | 2021-03-16 | 2021-06-18 | 北京工业大学 | Self-resetting wall with tuning-swinging-friction composite grading energy consumption function |
-
1997
- 1997-07-16 JP JP19153597A patent/JP3785250B2/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100442636B1 (en) * | 2002-08-30 | 2004-08-02 | 주식회사 포스코 | Rib-reinforced steel shear wall system with slits |
| KR101180240B1 (en) * | 2009-12-29 | 2012-09-05 | 재단법인 포항산업과학연구원 | Outrigger connection apparatus |
| CN104912226A (en) * | 2015-06-08 | 2015-09-16 | 同济大学 | Assembly type steel structure self-return module based on slotting steel plate shear wall energy consumption |
| CN112982730A (en) * | 2021-03-16 | 2021-06-18 | 北京工业大学 | Self-resetting wall with tuning-swinging-friction composite grading energy consumption function |
| CN112982730B (en) * | 2021-03-16 | 2022-05-31 | 北京工业大学 | Self-resetting wall with tuning-swinging-friction composite grading energy consumption function |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3785250B2 (en) | 2006-06-14 |
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