JP2002013227A - Earthquake resisting wall - Google Patents
Earthquake resisting wallInfo
- Publication number
- JP2002013227A JP2002013227A JP2000197526A JP2000197526A JP2002013227A JP 2002013227 A JP2002013227 A JP 2002013227A JP 2000197526 A JP2000197526 A JP 2000197526A JP 2000197526 A JP2000197526 A JP 2000197526A JP 2002013227 A JP2002013227 A JP 2002013227A
- Authority
- JP
- Japan
- Prior art keywords
- yield point
- low yield
- stiffening
- steel plate
- earthquake
- 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.)
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Links
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Load-Bearing And Curtain Walls (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は鉄骨造構造物に用い
られる耐震壁に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an earthquake-resistant wall used for a steel structure.
【０００２】[0002]
【従来の技術】図６は従来の極低降伏点鋼板を用いた鋼
製耐震壁の説明図である。図に示すように、従来の鋼製
耐震壁は、柱１と梁３で囲まれた架構部に極低降伏点鋼
板５を設置し、これに座屈補剛用の補剛スチフナ７を複
数設けている。また、極低降伏点鋼板を用いた鋼製耐震
壁の場合、耐震壁は幅厚比（幅寸法に対する板厚比）ご
とにその耐震性能が変わってくるため、補剛スチフナ７
の配置に際しては、耐震性能データの得られている幅厚
比と同じ幅厚比となるように、各補剛スチフナ７の間隔
を設定するのが一般的である。しかし、実際の建物の各
部寸法（柱間隔や階高さ）は建物により異なるため、現
実の建築物の架構部に極低降伏点鋼板を挿入する場合
に、データの得られている幅厚比に等分割できる場合は
極めて希である。そこで、図６に示すように、耐震壁の
大きさが、データの得られている幅厚比の定数倍となる
ように、幅調整用の間柱９などの部材を挿入していた。2. Description of the Related Art FIG. 6 is an explanatory view of a conventional steel shear wall using an extremely low yield point steel plate. As shown in the figure, a conventional steel earthquake-resistant wall has a very low yield point steel plate 5 installed on a frame portion surrounded by columns 1 and beams 3, and a plurality of stiffening stiffeners 7 for buckling stiffening. Provided. In the case of a steel shear wall using an extremely low yield point steel plate, the seismic performance of the shear wall changes with the width-to-thickness ratio (the ratio of the thickness to the width dimension).
In the arrangement of the stiffeners, it is general to set the interval between the stiffeners 7 so that the width-to-thickness ratio is the same as the width-to-thickness ratio obtained from the seismic performance data. However, since the actual dimensions of each part of the building (column spacing and floor height) differ depending on the building, when inserting a very low yield point steel plate into the frame of a real building, the width-to-thickness ratio obtained from the data is used. It is extremely rare that they can be equally divided into Therefore, as shown in FIG. 6, members such as studs 9 for width adjustment are inserted so that the size of the earthquake-resistant wall is a constant multiple of the width-thickness ratio for which data is obtained.
【０００３】[0003]
【発明が解決しようとする課題】しかしながら、このよ
うに間柱などの調整用の部材を設置する構造では、設計
当初には必要なかった間柱などの材料が別途必要とな
る。また、その間柱を挿入することによって、架構部全
体の応力状態が変化するため、別途、架構補強用の部材
が必要な場合が生ずる。However, in such a structure in which adjustment members such as studs are installed, materials such as studs that are not required at the beginning of the design are separately required. In addition, the insertion of the studs changes the stress state of the entire frame part, so that a separate member for reinforcing the frame may be required.
【０００４】本発明はかかる課題を解決するためになさ
れたものであり、間柱などの別途材料を不要とした耐震
壁を得ることを目的としている。The present invention has been made to solve such a problem, and has as its object to obtain a seismic wall which does not require a separate material such as a stud.
【０００５】[0005]
【課題を解決するための手段】本発明に係る耐震壁は、
極低降伏点鋼板と、該極低降伏点鋼板を複数の区画部に
分割補剛する補剛スチフナとを備えた耐震壁において、
前記複数の区画部が、大面積の大面積区画部と、該大面
積区画部より小面積の調整区画部からなるものである。The shear wall according to the present invention comprises:
Extremely low yield point steel sheet, and a shear wall having a stiffening stiffener for dividing and stiffening the extremely low yield point steel sheet into a plurality of sections,
The plurality of partitions include a large area partition having a large area and an adjustment partition having a smaller area than the large area partition.
【０００６】また、大面積区画部は、その幅厚比が所定
の幅厚比になるように区画されていることを特徴とする
ものである。Further, the large area partitioning section is characterized in that it is partitioned so that its width-to-thickness ratio becomes a predetermined width-to-thickness ratio.
【０００７】さらに、調整区画部を形成する補剛スチフ
ナが極低降伏点鋼板の中央部に配置されていることを特
徴とするものである。Further, the stiffening stiffener forming the adjusting section is disposed at the center of the extremely low yield point steel plate.
【０００８】また、調整区画部を形成する補剛スチフナ
が極低降伏点鋼板の縦横両方向に配置されていることを
特徴とするものである。Further, the stiffening stiffener forming the adjusting section is arranged in both the vertical and horizontal directions of the extremely low yield point steel plate.
【０００９】[0009]
【発明の実施の形態】実施の形態１．図１は本発明の実
施の形態１の説明図であり、従来技術を示した図６と同
一又は相当する部分には同一の符号を付している。本実
施の形態においては、柱１と梁３で囲まれた架構部に極
抵降伏点鋼板５を設置すると共に、極低降伏点鋼板５の
縦横両方向に複数の補剛スチフナ７を設置したものであ
る。そして、補剛スチフナ７によって極低降伏点鋼板５
を、所定の幅厚比となる大面積区画部５ａと、大面積区
画部５ａよりも小さい幅厚比の調整区画部５ｂに区画し
ている。ここで、所定の幅厚比とは、実験や解析モデル
によって耐震性能データの得られている幅厚比と同じ幅
厚比であって、設計者が設計に用いることのできる幅厚
比をいう。なお、幅厚比とは、補剛スチフナ間隔／板厚
をいう。DESCRIPTION OF THE PREFERRED EMBODIMENTS Embodiment 1 FIG. 1 is an explanatory view of Embodiment 1 of the present invention, and the same or corresponding parts as those in FIG. 6 showing the prior art are denoted by the same reference numerals. In the present embodiment, the extremely low yield point steel plate 5 is installed in the frame portion surrounded by the columns 1 and the beams 3 and a plurality of stiffening stiffeners 7 are installed in both the vertical and horizontal directions of the extremely low yield point steel plate 5. It is. Then, the extremely low yield point steel plate 5 is formed by the stiffening stiffener 7.
Is divided into a large-area partition 5a having a predetermined width-to-thickness ratio and an adjustment partition 5b having a width-thickness ratio smaller than that of the large-area partition 5a. Here, the predetermined width-thickness ratio is a width-thickness ratio that is the same as the width-thickness ratio for which seismic performance data is obtained by an experiment or an analysis model, and refers to a width-thickness ratio that can be used by a designer in designing. . The width / thickness ratio means stiffening stiffener interval / plate thickness.
【００１０】換言すれば、調整区画部５ｂを形成する補
剛スチフナ７を極低降伏点鋼板５の周縁部に配置するこ
とによって、極低降伏点鋼板５における前記補剛スチフ
ナ７を配置した内側の部分が所定の幅厚比の整数倍にな
るようにし、この部分にさらに補剛スチフナ７を配置し
て所定の幅厚比となる大面積区画部５ａを形成したもの
である。In other words, by arranging the stiffening stiffener 7 forming the adjustment section 5b on the periphery of the extremely low yield point steel plate 5, the inside of the extremely low yield point steel plate 5 where the stiffening stiffener 7 is arranged is arranged. Is made to be an integral multiple of a predetermined width-to-thickness ratio, and a stiffening stiffener 7 is further disposed in this portion to form a large area partitioning portion 5a having a predetermined width-to-thickness ratio.
【００１１】なお、この例では、補剛スチフナ７を表面
側には縦方向に配置し、裏面側には横方向に配置してい
る。In this example, the stiffening stiffeners 7 are arranged vertically on the front side and laterally on the back side.
【００１２】本実施の形態によれば、区画調整用の間柱
などの部材が不要となるので、材料コストを低減でき
る。また、架構部の応力状態が変化することもないの
で、別途、補強材などを設置することもない。According to the present embodiment, since members such as studs for section adjustment are not required, material costs can be reduced. Further, since the stress state of the frame does not change, there is no need to separately install a reinforcing material or the like.
【００１３】また、本実施の形態においては、縦横方向
に配置する補剛スチフナ７を表裏両面に分配して配置し
たので、補剛スチフナ７相互間で干渉することがなく施
工が容易である。In the present embodiment, the stiffening stiffeners 7 arranged in the vertical and horizontal directions are distributed on both the front and back surfaces, so that the stiffening stiffeners 7 can be easily installed without interference.
【００１４】なお、上記の例では調整区画部５ｂが極低
降伏点板５の全周に配置される例を示したが、本発明は
これに限られるものではなく、調整区画部５ｂが極低降
伏点板５のいずれかの辺に配置されるものでもよい。In the above-described example, the example in which the adjustment section 5b is arranged on the entire circumference of the extremely low yield point plate 5 is shown. However, the present invention is not limited to this. It may be arranged on any side of the low yield point plate 5.
【００１５】また、大面積区画部５ａは、縦横の長さの
等しい正方形の例を示したが、縦横の長さが異なる長方
形であってもよい。この場合の幅厚比は小さい方を優先
する。Although the large area partitioning section 5a has been described as an example of a square having the same vertical and horizontal lengths, it may be a rectangle having different vertical and horizontal lengths. In this case, the smaller the width-thickness ratio, the higher the priority.
【００１６】実施の形態２．図２は本発明の実施の形態
２の説明図であり、図１と同一又は相当する部分には同
一の符号を付している。本実施の形態においては、調整
区画部５ｂを形成する補剛スチフナ７を極低降伏点鋼板
５の中央部に配置することによって調整区画部５ｂを極
低降伏点鋼板５の内側寄りに形成し、大面積区画部５ａ
をその外側に形成したものである。また、この例では、
実施の形態１と同様に補剛スチフナ７を表面側には縦方
向に配置し、裏面側には横方向に配置している。Embodiment 2 FIG. 2 is an explanatory diagram of Embodiment 2 of the present invention, and the same or corresponding parts as in FIG. 1 are denoted by the same reference numerals. In the present embodiment, the stiffening stiffener 7 forming the adjustment section 5b is arranged at the center of the extremely low yield point steel sheet 5 to form the adjustment section 5b near the inside of the extremely low yield point steel sheet 5. , Large area section 5a
Is formed on the outside thereof. Also, in this example,
As in the first embodiment, the stiffening stiffeners 7 are vertically arranged on the front surface side, and horizontally arranged on the back surface side.
【００１７】本実施の形態によれば、実施の形態１に比
較して、リブ材の本数が少なくなるというメリットがあ
る。According to the present embodiment, there is an advantage that the number of rib members is reduced as compared with the first embodiment.
【００１８】また、調整区画部５ｂを内側寄りに形成し
たことにより、座屈荷重が向上するというメリットもあ
る。この点を実証するために、発明者は補剛スチフナ７
の配置をパラメータとした弾性座屈解析を行い、その座
屈荷重を比較した。解析の条件はつぎの通りである。板
厚を１９ｍｍとし、補剛スチフナ７で区画される大面積
区画部の幅厚比は８０になるように設定した。Further, by forming the adjustment section 5b on the inner side, there is an advantage that the buckling load is improved. In order to demonstrate this point, the inventor has proposed a stiffening stiffener 7
The buckling load was compared with the elastic buckling analysis using the arrangement of the buckles as a parameter. The analysis conditions are as follows. The plate thickness was set to 19 mm, and the width-to-thickness ratio of the large-area section sectioned by the stiffening stiffener 7 was set to 80.
【００１９】解析の試験体としては図３（ａ）（ｂ）、
図４（ａ）（ｂ）に示す４種類を想定した。図３（ａ）
（ｂ）、図４（ａ）（ｂ）において、Ｂｓは耐震性能デ
ータの得られている幅厚比となる寸法であり、ａは耐震
壁の縦又は横をＢｓ寸法で区画した場合に余る長さであ
る。FIGS. 3 (a) and 3 (b) show test specimens for analysis.
Four types shown in FIGS. 4A and 4B are assumed. FIG. 3 (a)
4 (b) and FIGS. 4 (a) and 4 (b), Bs is a dimension corresponding to the width-thickness ratio obtained from the seismic performance data, and a is a surplus when the vertical or horizontal direction of the earthquake-resistant wall is divided by the Bs dimension. Length.
【００２０】図３（ａ）（ｂ）は耐震壁の縦がＢｓの丁
度２倍の寸法であり、横がＢｓの２倍＋ａ寸法の例であ
る。そして、図３（ａ）は調整区画部５ｂを両端にそれ
ぞれ配置した実施の形態１に相当する試験体であり、各
調整区画部５ｂの短辺はａ／２に設定されている。図３
（ｂ）は調整区画部を内側寄りに配置した実施の形態２
に相当する試験体であり、調整区画部５ｂの短辺はａに
設定されている。3 (a) and 3 (b) show an example in which the length of the earthquake-resistant wall is just twice Bs and the width is twice Bs + a. FIG. 3A shows a test body corresponding to the first embodiment in which the adjustment sections 5b are arranged at both ends, respectively, and the short side of each adjustment section 5b is set to a / 2. FIG.
(B) is a second embodiment in which the adjustment partition is disposed on the inner side.
And the short side of the adjustment section 5b is set to a.
【００２１】図４（ａ）（ｂ）は耐震壁の縦横の寸法が
共に、Ｂｓ×２＋ａの例である。そして、図４（ａ）は
調整区画部５ｂを周縁部に配置した実施の形態１に相当
する試験体であり、調整区画部５ｂの短辺はａ／２に設
定されている。図４（ｂ）は調整区画部を内側寄りに配
置した実施の形態２に相当する試験体であり、調整区画
部５ｂの短辺はａに設定している。解析結果を次の表１
に示す。FIGS. 4 (a) and 4 (b) show an example in which both the vertical and horizontal dimensions of the shear wall are Bs × 2 + a. FIG. 4A shows a test body corresponding to the first embodiment in which the adjustment section 5b is arranged at the peripheral edge, and the short side of the adjustment section 5b is set to a / 2. FIG. 4B shows a test piece corresponding to the second embodiment in which the adjustment section is disposed on the inner side, and the short side of the adjustment section 5b is set to a. The analysis results are shown in Table 1 below.
Shown in
【００２２】[0022]
【表１】 [Table 1]
【００２３】表１から分かるように、調整区画部５ｂを
中央部に設けた実施の形態２のものの方が、調整区画部
を両端に配置した実施の形態１のものよりも座屈荷重が
大きくなっている（表中の荷重上昇率参照）。また、そ
の荷重上昇割合は、縦横２辺に適用した場合の方が大き
くなっていることもわかる。このように、調整区画部５
ｂを内側寄りに設けることによって座屈に対する性能が
向上することが実証できた。なお、２辺共に調整区画部
を設けたものの方が１辺のみに調整区画部を設けたもの
よりも座屈荷重自体は小さくなっているが、これは２辺
共に調整区画部を設けたものの縦寸法が１辺のみに調整
区画部を設けたものの縦寸法よりもａだけ長くなってい
るためである。As can be seen from Table 1, the buckling load of the second embodiment in which the adjustment partition 5b is provided at the center is larger than that of the first embodiment in which the adjustment partition is disposed at both ends. (Refer to the rate of increase in load in the table). It can also be seen that the rate of increase in the load is greater when applied to two sides vertically and horizontally. Thus, the adjustment partition 5
It has been proved that the performance against buckling is improved by providing b closer to the inside. Although the buckling load itself is smaller in the case where the adjustment section is provided on both sides than in the case where the adjustment section is provided only on one side, this is because the adjustment section is provided on both sides. This is because the vertical dimension is longer by a than the vertical dimension of the case where the adjustment section is provided only on one side.
【００２４】次に、繰り返し応力下における本実施の形
態の効果を検証するために、シェル要素によるＦＥＭ弾
塑性解析を行った。解析の条件は次の通りである。鋼板
耐震壁部分は板厚を１９ｍｍの極低降伏点鋼板（ここで
はσｙ＝１００Ｎ／ｍｍ2 のものを用いた）とし、その
他の材料（補剛スチフナなど）には普通鋼（ここではσ
ｙ＝３２５Ｎ／ｍｍ2 ）を用いた。大きさは鋼製耐震壁
の低降伏点鋼板部分の大きさが３０００×４０００ｍｍ
で、データを有する基準となる区画部の幅厚比が８０と
なるようにし、大面積区画部の幅を１５２０ｍｍとし
た。Next, in order to verify the effect of the present embodiment under repeated stress, FEM elasto-plastic analysis using shell elements was performed. The analysis conditions are as follows. The steel plate wall is made of a very low yield point steel plate having a thickness of 19 mm (here, σy = 100 N / mm 2 is used), and other materials (such as stiffening stiffeners) are made of ordinary steel (here, σy).
y = 325 N / mm 2 ). The size of the low yield point steel plate part of the steel shear wall is 3000 x 4000 mm
Thus, the width-thickness ratio of the reference section having data was set to 80, and the width of the large-area section was set to 1520 mm.
【００２５】試験体は２体を考えた。１つは補剛スチフ
ナで実施の形態１に示したようにで区画したもの（短辺
を７４０、１５２０、７４０ｍｍの順に区画し、長辺を
４８０、１５２０、１５２０、４８０ｍｍの順に区画）
である。他の１つは実施の形態２に示したように区画し
たもの（短辺を７４０、１５２０、７４０ｍｍの順に区
画し、長辺を１５２０、９６０、１５２０ｍの順に区画
したもの）である。これらの耐震壁の試験体に対して、
変形角±２％にあたる繰り返し変形を、正側３回、負側
２回ほど与えた。Two test pieces were considered. One is a stiffening stiffener partitioned as shown in Embodiment 1 (short side is partitioned in the order of 740, 1520, 740 mm, and long side is partitioned in the order of 480, 1520, 1520, 480 mm)
It is. The other one is divided as shown in Embodiment 2 (short side is divided in the order of 740, 1520, 740 mm, and long side is divided in the order of 1520, 960, 1520 m). For these specimens of shear walls,
Repeated deformation corresponding to a deformation angle of ± 2% was given three times on the positive side and twice on the negative side.
【００２６】解析結果を示す荷重−変形曲線を図５に示
す。図５に示すように、実施の形態１の配置では、面外
変形の増大が激しかったため、２回目ループ途中で不安
定状態となった。これに対して、実施の形態２のもので
は、面外変形も小さく抑えることができたため、３回目
ループ以降も安定状態を保ち、耐力低下も小さかった。
このように、実施の形態２によれば、繰り返し応力時に
おいても、極端な耐力低下を生じないようにすることが
できることが実証された。したがって、長期間に亘って
使用される耐震壁において、微小な地震等によって繰り
返し荷重を受けた場合の耐力低下を抑制し、さらに大き
な地震が発生したときにも規定の耐力に達するまで変形
することができるため、規定通りのエネルギー吸収がで
きる。FIG. 5 shows a load-deformation curve showing the analysis result. As shown in FIG. 5, in the arrangement of the first embodiment, the out-of-plane deformation greatly increased, so that an unstable state occurred in the middle of the second loop. On the other hand, in the case of the second embodiment, the out-of-plane deformation was able to be suppressed to a small level, so that a stable state was maintained even after the third loop, and a decrease in proof stress was small.
As described above, according to the second embodiment, it has been proved that an extreme decrease in proof stress can be prevented even at the time of repeated stress. Therefore, the seismic wall used for a long period of time is required to suppress the reduction of the proof stress when repeatedly subjected to a load due to a small earthquake, etc., and to deform even when a large earthquake occurs until the specified proof strength is reached. Energy can be absorbed as prescribed.
【００２７】[0027]
【発明の効果】本発明においては、極低降伏点鋼板を補
剛スチフナによって大面積区画部と、該大面積区画部よ
り小面積の調整区画部とに区分するようにしたので、寸
法調整用間柱が不要となり、コストを大きく削減でき
る。According to the present invention, the extremely low yield point steel sheet is divided into a large area section and an adjustment section having a smaller area than the large area section by the stiffening stiffener. Studs are not required, and costs can be greatly reduced.
【図１】 本発明の一実施の形態の説明図である。FIG. 1 is an explanatory diagram of an embodiment of the present invention.
【図２】 本発明の他の実施の形態の説明図である。FIG. 2 is an explanatory diagram of another embodiment of the present invention.
【図３】 本発明の実施の形態の効果を説明するための
試験体の説明図である。FIG. 3 is an explanatory diagram of a test body for explaining the effect of the embodiment of the present invention.
【図４】 本発明の実施の形態の効果を説明するための
試験体の説明図である。FIG. 4 is an explanatory diagram of a test body for explaining effects of the embodiment of the present invention.
【図５】 本発明の実施の形態の解析結果を示す線図で
ある。FIG. 5 is a diagram showing an analysis result of the embodiment of the present invention.
【図６】 従来例の説明図である。FIG. 6 is an explanatory diagram of a conventional example.
１ 柱 ３ 梁 ５ 極低降伏点鋼板 ５ａ 大面積区画部 ５ｂ 調整区画部 ７ 補剛スチフナ DESCRIPTION OF SYMBOLS 1 Column 3 Beam 5 Extremely low yield point steel plate 5a Large area section 5b Adjustment section 7 Stiffening stiffener
───────────────────────────────────────────────────── フロントページの続き (51)Int.Cl.7 識別記号 ＦＩ テーマコート゛(参考） Ｅ０４Ｂ 2/56 ６４３ Ｅ０４Ｂ 2/56 ６４３Ａ Ｅ０４Ｈ 9/02 ３２１ Ｅ０４Ｈ 9/02 ３２１Ｂ ──────────────────────────────────────────────────の Continued on the front page (51) Int.Cl. 7 Identification code FI Theme coat ゛ (Reference) E04B 2/56 643 E04B 2/56 643A E04H 9/02 321 E04H 9/02 321B
Claims (4)
複数の区画部に分割補剛する補剛スチフナとを備えた耐
震壁において、 前記複数の区画部が、大面積の大面積区画部と、該大面
積区画部より小面積の調整区画部からなることを特徴と
する耐震壁。1. An earthquake-resistant wall comprising a very low yield point steel plate and a stiffening stiffener for dividing and stiffening the very low yield point steel plate into a plurality of partitions, wherein the plurality of partitions have a large area. An earthquake-resistant wall comprising an area partition and an adjustment partition having an area smaller than the large area partition.
の幅厚比になるように区画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 earthquake-resistant wall according to claim 1, wherein the large-area partitioning section is partitioned such that a width-to-thickness ratio becomes a predetermined width-to-thickness ratio.
が前記極低降伏点鋼板の中央部に配置されていることを
特徴とする請求項１又は２記載の耐震壁。3. The earthquake-resistant wall according to claim 1, wherein a stiffening stiffener forming the adjustment section is disposed at a central portion of the extremely low yield point steel plate.
が前記極低降伏点鋼板の縦横両方向に配置されているこ
とを特徴とする請求項１〜３のいずれかに記載の耐震
壁。4. The earthquake-resistant wall according to any one of claims 1 to 3, wherein the stiffening stiffeners forming the adjustment section are arranged in both the vertical and horizontal directions of the extremely low yield point steel plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000197526A JP2002013227A (en) | 2000-06-30 | 2000-06-30 | Earthquake resisting wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000197526A JP2002013227A (en) | 2000-06-30 | 2000-06-30 | Earthquake resisting wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2002013227A true JP2002013227A (en) | 2002-01-18 |
Family
ID=18695847
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2000197526A Pending JP2002013227A (en) | 2000-06-30 | 2000-06-30 | Earthquake resisting wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2002013227A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005206864A (en) * | 2004-01-21 | 2005-08-04 | Kobe Steel Ltd | High-strength hot rolled steel sheet with excellent workability, fatigue characteristic, and surface characteristic |
| CN102505781A (en) * | 2011-11-11 | 2012-06-20 | 西安理工大学 | Energy dissipating and shock absorbing system having dense reinforcement structure |
| CN102535679A (en) * | 2012-01-06 | 2012-07-04 | 西安理工大学 | Shear wall with dense ribs and clad steel plates |
| 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 |
| JP2020076295A (en) * | 2018-09-28 | 2020-05-21 | Ｊｆｅスチール株式会社 | Steel plate earthquake-resisting wall |
-
2000
- 2000-06-30 JP JP2000197526A patent/JP2002013227A/en active Pending
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005206864A (en) * | 2004-01-21 | 2005-08-04 | Kobe Steel Ltd | High-strength hot rolled steel sheet with excellent workability, fatigue characteristic, and surface characteristic |
| JP4502646B2 (en) * | 2004-01-21 | 2010-07-14 | 株式会社神戸製鋼所 | High-strength hot-rolled steel sheet with excellent workability, fatigue characteristics and surface properties |
| CN102505781A (en) * | 2011-11-11 | 2012-06-20 | 西安理工大学 | Energy dissipating and shock absorbing system having dense reinforcement structure |
| CN102535679A (en) * | 2012-01-06 | 2012-07-04 | 西安理工大学 | Shear wall with dense ribs and clad steel plates |
| 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 |
| 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 |
| JP2020076295A (en) * | 2018-09-28 | 2020-05-21 | Ｊｆｅスチール株式会社 | Steel plate earthquake-resisting wall |
| JP6996536B2 (en) | 2018-09-28 | 2022-01-17 | Ｊｆｅスチール株式会社 | Steel plate shear wall |
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