JP2002070213A - Reinforced earthquake-resistant wall - Google Patents

Reinforced earthquake-resistant wall

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Publication number
JP2002070213A
JP2002070213A JP2000268678A JP2000268678A JP2002070213A JP 2002070213 A JP2002070213 A JP 2002070213A JP 2000268678 A JP2000268678 A JP 2000268678A JP 2000268678 A JP2000268678 A JP 2000268678A JP 2002070213 A JP2002070213 A JP 2002070213A
Authority
JP
Japan
Prior art keywords
opening
frame
seismic
earthquake
steel plate
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
Application number
JP2000268678A
Other languages
Japanese (ja)
Other versions
JP4502484B2 (en
Inventor
Masayuki Iwata
昌之 岩田
Masaru Fujimura
勝 藤村
Takahiro Kei
崇博 毛井
Hidehiko Ota
秀彦 太田
Yasuo Miyake
康夫 三宅
Original Assignee
Takenaka Komuten Co Ltd
株式会社竹中工務店
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Takenaka Komuten Co Ltd, 株式会社竹中工務店 filed Critical Takenaka Komuten Co Ltd
Priority to JP2000268678A priority Critical patent/JP4502484B2/en
Publication of JP2002070213A publication Critical patent/JP2002070213A/en
Application granted granted Critical
Publication of JP4502484B2 publication Critical patent/JP4502484B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

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Abstract

PROBLEM TO BE SOLVED: To provide a reinforced earthquake-resistant wall to improve aseismic performance of a building with good beauty and well lighting. SOLUTION: A reinforced earthquake-resistant wall 10 is arranged on a frame face surrounded by columns 14 and beams 16, for improving aseismic performance of a structure. The wall 10 is formed of a steel plate 12 fixed on the frame face and openings 18 cut aligned in the length-and-width-direction of the plate 12. The openings 18 bring good beauty and well lighting. By making the opening ratio of the opening 18 a predetermined value or higher, the remaining part of the plate 12 will be fractured by bending before shear fracture. Therefor, when a horizontal force acts on the frame, by a seismic load the wall 10 is ruptured by bending. The wall 10 is able to absorb the vibration energy acting on the structure, because it makes its deformation advance by maintaining its reinforcing strength in the bending rupture.

Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION
【0001】[0001]
【発明の属する技術分野】本発明は、柱と梁で囲まれた
架構面に配設され構造物の耐震性能を向上させる耐震補
強壁に関する。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a seismic reinforced wall provided on a frame surrounded by columns and beams to improve the seismic performance of a structure.
【0002】[0002]
【従来の技術】地震時等に建物へ作用するせん断力を分
担する耐震補強壁として、図16に示すように、柱14
と梁16で囲まれた架構面に座屈防止用の補強リブ52
を備えた鋼板50が取付けられることがある。
2. Description of the Related Art As an earthquake-resistant reinforcing wall for sharing a shear force acting on a building during an earthquake or the like, as shown in FIG.
Reinforcing ribs 52 for preventing buckling on the frame surface surrounded by
May be attached.
【0003】既存の鉄筋コンクリート構造や鉄骨鉄筋コ
ンクリート構造の建物においても、耐震補強を行なう際
には、耐震補強壁として上述したような鋼板50を用い
る事が多い。
[0003] Even in a building having an existing reinforced concrete structure or a steel reinforced concrete structure, the above-described steel plate 50 is often used as an anti-seismic reinforcing wall when performing anti-seismic reinforcement.
【0004】この耐震補強壁としての鋼板50は、せん
断耐力によって地震時に架構へ作用する水平力に抵抗す
る部材であるが、図17に示すように、鋼板50が座屈
すると、座屈発生後は急激にせん断耐力が低下する。
[0004] The steel plate 50 as the earthquake-resistant reinforcing wall is a member that resists a horizontal force acting on the frame during an earthquake due to shear strength. However, as shown in FIG. Has a sharp decrease in shear strength.
【0005】このため、従来の鋼板50には、補強リブ
52が格子状に配置され、せん断変形による座屈の発生
を防止し、地震時に建物に作用するエネルギー吸収機能
を高めていた。
[0005] For this reason, reinforcing ribs 52 are arranged in a lattice on the conventional steel plate 50 to prevent buckling due to shear deformation and enhance the energy absorbing function acting on the building during an earthquake.
【0006】しかし、鋼板を配設すると盲壁となるた
め、架構で囲まれた空間が閉塞空間となり、採光上、美
観上の問題がある。
However, when a steel plate is provided, it becomes a blind wall, so that the space surrounded by the frame becomes a closed space, and there are problems in lighting and aesthetics.
【0007】一方、気流が架構面を通過し、また、架構
面からの採光を可能とするため、特開平9−28729
8号や特許第2986751号では、図18に示すよう
に、中央部に透過孔54を備えた耐震ブロック56を架
構に組み込んで、建物の耐震性能を向上させている。
On the other hand, in order to allow the airflow to pass through the frame surface and to enable lighting from the frame surface, see Japanese Patent Application Laid-Open No. 9-28729.
In Japanese Patent No. 8 and Japanese Patent No. 2986751, as shown in FIG. 18, an earthquake-resistant block 56 having a transmission hole 54 in the center is incorporated into a frame to improve the earthquake-resistant performance of the building.
【0008】しかし、架構面の大きさに適合するサイズ
の耐震ブロックを製造し、現場で組み込む必要があり、
コスト面で問題がある。また、互いに接続され斜め方向
に力を伝える耐震ブロックで構成された耐震補強壁に大
開口部を形成して、扉開口とすることは耐震強度上難し
い。
However, it is necessary to manufacture a seismic block having a size suitable for the size of the frame surface and to incorporate it on site.
There is a problem in cost. In addition, it is difficult to form a large opening in a seismic reinforced wall composed of seismic blocks that are connected to each other and transmit a force in a diagonal direction to form a door opening in terms of seismic strength.
【0009】[0009]
【発明が解決しようとする課題】本発明は、美観上も採
光上も有利で、建物の耐震性能を向上させ、且つ扉開口
が自由に取れる耐震補強壁を提供することを課題とす
る。
SUMMARY OF THE INVENTION It is an object of the present invention to provide an earthquake-resistant reinforcing wall which is advantageous from the viewpoint of aesthetics and lighting, improves the seismic performance of a building, and allows a door opening to be freely taken.
【0010】[0010]
【課題を解決するための手段】請求項1に記載の発明
は、柱と梁で囲まれた架構面に配設され、構造物の耐震
性能を向上させる耐震補強壁である。この耐震補強壁
は、架構面に固定された鋼板と、縦横方向に整列して鋼
板に形成された開口部と、で構成されている。
According to the first aspect of the present invention, there is provided an earthquake-resistant reinforcing wall provided on a frame surface surrounded by columns and beams to improve the seismic performance of a structure. This seismic retrofit wall is composed of a steel plate fixed to the frame surface and openings formed in the steel plate aligned in the vertical and horizontal directions.
【0011】このように、耐震補強壁としての鋼板に開
口部を形成することで、美観上も採光上も有利となる。
As described above, by forming an opening in a steel plate as an earthquake-resistant reinforcing wall, it is advantageous in terms of beauty and lighting.
【0012】請求項2に記載の発明では、開口部を形成
した後の鋼板の残り部分が、せん断破壊する前に曲げ破
壊するように、開口部が形成されている。このため、耐
震補強壁は、せん断破壊より曲げ破壊が先行する。従っ
て、地震等により架構に水平力が作用したとき、耐震補
強壁が曲げ破壊を起こす。
According to the second aspect of the present invention, the opening is formed such that the remaining portion of the steel sheet after the opening is formed is subjected to bending failure before shear failure. For this reason, the bending rupture precedes the shear rupture of the seismic reinforced wall. Therefore, when a horizontal force acts on the frame due to an earthquake or the like, the seismic strengthening wall undergoes bending failure.
【0013】この曲げ破壊では、耐震補強壁は補強耐力
を保持したまま変形を進行させるので、構造物に作用す
る振動エネルギーを吸収することができる。
In this bending failure, the seismic strengthening wall undergoes deformation while maintaining the reinforcing strength, so that the vibration energy acting on the structure can be absorbed.
【0014】請求項3に記載の発明では、開口部の幅を
h、鋼板の残り部分の中立軸の間隔をHとしたとき、開
口率:h/Hが0.45〜0.8とされている。開口部
のレイアウトにもよるが、開口率が0.45以上であれ
ば、耐震補強壁は、せん断破壊から曲げ破壊に移行する
ので、振動エネルギーを吸収することができる。また、
開口率が余り大きくなると耐震補強として機能しないの
で、建物構造にもよるが、開口率は0.8以下がである
ことが望ましい。なお、この開口率は、鋼板の板厚には
影響されない数値である。
According to the third aspect of the present invention, assuming that the width of the opening is h and the interval between the neutral axes of the remaining portion of the steel plate is H, the opening ratio h / H is 0.45 to 0.8. ing. Although it depends on the layout of the opening, if the opening ratio is 0.45 or more, the seismic retrofit wall shifts from shear failure to bending failure, so that vibration energy can be absorbed. Also,
If the aperture ratio is too large, it will not function as seismic reinforcement, so the aperture ratio is preferably 0.8 or less, depending on the building structure. The aperture ratio is a value that is not affected by the thickness of the steel sheet.
【0015】請求項4に記載の発明では、鋼板の残り部
分に補強リブが設けられている。このため、補強耐力を
保持したまま変形性能がさらに向上する。
According to the fourth aspect of the present invention, the reinforcing rib is provided on the remaining portion of the steel plate. For this reason, the deformation performance is further improved while maintaining the reinforcing strength.
【0016】請求項5に記載の発明では、鋼板に扉開口
を設け、扉開口の外周部を梁或は柱に連結された補強部
材で補強した。扉開口のように、開口面積が大きい場合
でも、補強枠で補強することで、耐震壁としての耐震性
能を維持できる。
According to the fifth aspect of the invention, the door opening is provided in the steel plate, and the outer peripheral portion of the door opening is reinforced by the reinforcing member connected to the beam or the pillar. Even in the case where the opening area is large, such as a door opening, it is possible to maintain the seismic performance of the earthquake-resistant wall by reinforcing it with the reinforcing frame.
【0017】請求項6に記載の発明では、架構面に固定
された矩形枠と、矩形枠と平行に矩形枠内に配置された
横鋼材と、矩形枠内に配置され横鋼材とで格子を構成す
る縦鋼材とで、耐震補強壁が構成されている。
[0017] In the invention according to claim 6, the grid is formed by the rectangular frame fixed to the frame surface, the horizontal steel material arranged in the rectangular frame in parallel with the rectangular frame, and the horizontal steel material arranged in the rectangular frame. The seismic strengthening wall is composed of the vertical steel members.
【0018】この構成では、鋼板に開口部を形成するの
ではなく、横鋼材と縦鋼材を格子形状に組み付けること
で、せん断破壊より曲げ破壊を先行させることができ
る。また、この構成は、変形性能が良いので、耐震性能
が高く、さらに、採光面積を多く取ることができる。
In this configuration, by forming the transverse steel member and the vertical steel member in a lattice shape instead of forming an opening in the steel plate, the bending fracture can precede the shear fracture. In addition, since this configuration has good deformation performance, it has high seismic resistance and can take a large light-receiving area.
【0019】[0019]
【発明の実施の形態】以下、図面を参照して第1実施形
態に係る耐震補強壁を説明する。
BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is an exploded perspective view of a first embodiment of a seismic retrofit wall according to the present invention.
【0020】図1又は図2に示すように、耐震補強壁1
0は、矩形状の鋼板12(SM490)で構成されてい
る。鋼板12は、柱14と梁16とで構成される架構面
を塞ぐ大きさとされている。
As shown in FIG. 1 or FIG.
Reference numeral 0 denotes a rectangular steel plate 12 (SM490). The steel plate 12 is sized to close a frame surface composed of columns 14 and beams 16.
【0021】鋼板12には、所定の間隔で矩形状の開口
部18が縦横に規則的に整列して形成されている。この
ように開口部18を形成することで、切り残された鋼板
12は格子形状を呈している。
In the steel plate 12, rectangular openings 18 are formed at predetermined intervals so as to be regularly arranged vertically and horizontally. By forming the opening 18 in this manner, the uncut steel plate 12 has a lattice shape.
【0022】また、鋼板12の外周部は切り残されてお
り、柱14と梁16(コンクリートの構造躯体)に固定
された定着鋼板22の表面へ突き当てた状態で溶接され
ている。図3に示すように、新築の場合、定着鋼板22
に溶接されたスタッド20を予め柱14又は梁16に埋
め込んで一体化することで、定着鋼板22が柱14と梁
16に固定される。
The outer peripheral portion of the steel plate 12 is left uncut, and is welded in a state where the steel plate 12 is abutted against the surface of the fixing steel plate 22 fixed to the pillar 14 and the beam 16 (concrete structural body). As shown in FIG. 3, in the case of new construction,
The fixing steel plate 22 is fixed to the column 14 and the beam 16 by embedding and integrating the stud 20 welded to the column 14 or the beam 16 in advance.
【0023】また、既存の建物に定着鋼板22を固定す
るには、図4に示すように、柱14と梁16にアンカー
24を打ち込み、このアンカー24に図示しない補強鉄
筋を配筋してスタッド20を固定し、枠状の型枠を組ん
で充填コンクリート26を打設する。これによって、定
着鋼板22と、柱14及び梁16との一体化が図られ
る。なお、既存の柱や梁の躯体と定着鋼板をエポキシ樹
脂等の接着剤で接着する接着工法も適用できる。
In order to fix the anchoring steel plate 22 to an existing building, as shown in FIG. 4, an anchor 24 is driven into the column 14 and the beam 16, and a reinforcing bar (not shown) is arranged on the anchor 24 to reinforce the stud. 20 is fixed, a concrete frame 26 is assembled, and filled concrete 26 is cast. Thereby, the fixing steel plate 22 is integrated with the columns 14 and the beams 16. It is to be noted that a bonding method in which the existing pillar or beam body and the fixing steel plate are bonded with an adhesive such as epoxy resin can also be applied.
【0024】次に、第1形態に係る耐震補強壁の作用を
説明する。
Next, the operation of the earthquake-resistant reinforcing wall according to the first embodiment will be described.
【0025】一例として、図5及び図6に示す条件下に
おいて、鋼板12に形成した開口部18の開口率をいく
らにすれば、曲げ破壊先行型で変性性能の良い(振動エ
ネルギーを吸収できる)耐震補強壁10が構築できるか
を求めた。
As an example, under the conditions shown in FIGS. 5 and 6, if the opening ratio of the opening 18 formed in the steel sheet 12 is set to a value, the bending deformation is of a type with a good deformation property (vibration energy can be absorbed). It was determined whether the seismic retrofit wall 10 could be constructed.
【0026】ここで、開口率Rとは、R=ho/H=w
o/Wで定義した。ho、woは開口部の幅であり、
R、Hは残された鋼板の中立軸の間隔となっている。す
なわち、開口率は、鋼板の板厚と関係のない数値となっ
ている。
Here, the aperture ratio R is defined as R = ho / H = w
o / W. ho and wo are the widths of the openings,
R and H are intervals between the remaining neutral axes of the steel plates. That is, the aperture ratio is a numerical value irrelevant to the thickness of the steel sheet.
【0027】図6の表に示すように、開口率が0.46
41のときに、曲げ終局時の耐力(Qmu)と許容せん
断力(tb×sfs=Qy)が45.9tと等しくなっ
ており、開口率が0.4641以下であると、例えば、
開口率=0.28のとき、曲げ終局時の耐力(Qmu)
が137.5t、許容せん断力(Qy)が61.7tと
なり、耐震補強壁はせん断破壊を起こす。
As shown in the table of FIG.
At 41, when the ultimate strength at bending (Qmu) and the allowable shear force (tb × sfs = Qy) are equal to 45.9 t, and the aperture ratio is 0.4641 or less, for example,
When the aperture ratio is 0.28, the proof stress at the end of bending (Qmu)
Is 137.5 t, the allowable shear force (Qy) is 61.7 t, and the seismic strengthening wall undergoes shear failure.
【0028】すなわち、図7のグラフに示すように、開
口率:0.4641を境にして、開口率が大きい場合は
曲げ破壊を起こし、開口率が小さい場合はせん断破壊を
起こすことになる。
That is, as shown in the graph of FIG. 7, at the opening ratio of 0.4641, when the opening ratio is large, bending fracture occurs, and when the opening ratio is small, shear fracture occurs.
【0029】このように、開口率を約0.45以上とす
ることで、曲げ破壊先行耐震壁とすることができる。こ
れによって、図8に示すように、耐震補強壁10は補強
耐力を保持したまま変形を進行させるので、架構に作用
する振動エネルギーを大きく吸収することができる。
As described above, by setting the aperture ratio to about 0.45 or more, it is possible to obtain a shear rupture prior to bending failure. As a result, as shown in FIG. 8, the seismic retrofitting wall 10 undergoes deformation while maintaining the reinforcement strength, so that the vibration energy acting on the frame can be largely absorbed.
【0030】なお、建物構造や座屈等の材料特性によっ
ても曲げ終局時の大きさが影響されるので、下限の開口
率は0.45前後と考えられる。また、開口率が約0.
8以上になると、耐力が減少して耐震補強機能を果たせ
なくなる。
Since the size at the end of bending is also affected by the material properties such as the building structure and buckling, the lower limit of the aperture ratio is considered to be about 0.45. Further, the aperture ratio is about 0.
When it is 8 or more, the bearing capacity is reduced and the seismic strengthening function cannot be performed.
【0031】さらに、開口部の大きさ、数は、図示した
ものに限定されるわけでなく、開口率に曲げ破壊は依存
する。また、図9(A)(B)に示すように、開口部1
8の配置は縦横に整列しておれば、1つの開口部の開口
面積は問わない。また、開口部の形状は、図10に示す
開口部30に示すように、隅部にR部を設けて応力が集
中しないようにしても良いし、図11に示す開口部32
のように、円形や多角形としてもよい。さらに、図12
に示すように、開口部30を止水性能があり透過性の板
材34で光を遮ることなく覆うことで、外壁としての機
能を持たせることができる。
Further, the size and number of the openings are not limited to those shown in the figure, and the bending fracture depends on the opening ratio. Also, as shown in FIGS. 9A and 9B, the opening 1
The arrangement area of the openings 8 is not limited as long as they are arranged vertically and horizontally. In addition, as for the shape of the opening, as shown in the opening 30 shown in FIG. 10, an R portion may be provided at the corner so that stress is not concentrated, or the opening 32 shown in FIG.
It may be circular or polygonal. Further, FIG.
As shown in (1), by covering the opening 30 with a water-blocking and transparent plate member 34 without blocking light, it is possible to have a function as an outer wall.
【0032】次に、第2形態に係る耐震補強壁について
説明する。
Next, the seismic retrofit wall according to the second embodiment will be described.
【0033】基本的な構造は、第1形態と同じである
が、図13に示すように、開口部18と開口部18の間
(残された鋼板)には、開口部18を取り囲むように、
格子状の補強リブ36が形成されている。このように、
座屈防止用の補強リブ36を設けることで、耐震補強壁
11が曲げ破壊した後の変形性能がさらに向上する。
The basic structure is the same as that of the first embodiment. However, as shown in FIG. 13, between the openings 18 (the remaining steel plate) is formed so as to surround the openings 18. ,
A lattice-shaped reinforcing rib 36 is formed. in this way,
By providing the reinforcing ribs 36 for preventing buckling, the deformation performance after the earthquake-resistant reinforcing wall 11 is bent and broken further improves.
【0034】次に、第3形態に係る耐震補強壁について
説明する。
Next, the seismic retrofit wall according to the third embodiment will be described.
【0035】図14に示すように、第3形態では、柱1
4と梁16で構成された架構に大きな扉開口37が設け
られている。このような大開口を設けると、左右に配置
された耐震補強壁10だけでは、地震時の振動エネルギ
ーを十分に吸収することができない。このため、H形鋼
等の鉄骨部材38を配置し、その両端を柱14や梁16
に固定して、補強枠を構成することで、必要とされる耐
震性能を得ることができる。
As shown in FIG. 14, in the third embodiment, the pillar 1
A large door opening 37 is provided in a frame composed of the beam 4 and the beam 16. If such a large opening is provided, the seismic retrofit walls 10 arranged on the left and right alone cannot sufficiently absorb vibration energy during an earthquake. For this purpose, a steel member 38 such as an H-section steel is arranged, and both ends of the steel member 38
, The required seismic performance can be obtained.
【0036】なお、扉開口37の上方には、鋼板12が
取付けられているが、開口部18を連続的に形成して採
光性を良くしてもよい。
Although the steel plate 12 is mounted above the door opening 37, the opening 18 may be formed continuously to improve the lighting.
【0037】次に、第4形態に係る耐震補強壁について
説明する。
Next, an earthquake-resistant reinforcing wall according to a fourth embodiment will be described.
【0038】第4形態では、第1形態と第2形態の耐震
補強壁の延長上として、小型のH形鋼や鋼管(例えば:
200×200×12)を柱14や梁16に溶接接合し
た耐震補強壁40となっている。図15に示すように、
耐震補強壁40は、柱14や梁16(架構)に固定され
る鋼管製の矩形枠42を備えている。矩形枠42には、
矩形枠42と平行に鋼管製の横鋼材44、横鋼材44と
格子を構成する鋼管製の縦鋼材46が配設されている。
なお、矩形枠42は、充填コンクリート26に埋設され
たスタッド20に溶接している。
In the fourth embodiment, a small H-shaped steel or steel pipe (for example:
A seismic strengthening wall 40 is formed by welding 200 × 200 × 12) to the columns 14 and the beams 16. As shown in FIG.
The earthquake-resistant reinforcing wall 40 includes a rectangular frame 42 made of steel pipe fixed to the column 14 or the beam 16 (frame). In the rectangular frame 42,
A horizontal steel material 44 made of steel pipe, and a vertical steel material 46 made of steel pipe forming a lattice with the horizontal steel material 44 are arranged in parallel with the rectangular frame 42.
In addition, the rectangular frame 42 is welded to the stud 20 embedded in the filled concrete 26.
【0039】この第4形態では、鋼板に開口部を形成す
るのではなく、横鋼材44と縦鋼材46を縦横へ格子形
状に組み付けることで、せん断破壊より曲げ破壊を先行
させることができる。また、この構成は、変形性能が良
いので、耐震性能が高く、採光面積を多くとることがで
きる。
In the fourth embodiment, the bending failure can be preceded by the shearing failure by assembling the horizontal steel member 44 and the vertical steel member 46 in a lattice shape vertically and horizontally instead of forming an opening in the steel plate. In addition, since this configuration has good deformation performance, it has high seismic performance and a large light-receiving area.
【0040】[0040]
【発明の効果】本発明は上記構成としたので、美観上及
び採光上に優れ、建物の耐震性能を向上させることがで
きる。また、耐震性能を保持したまま大きな扉開口を設
けることもできる。
As described above, the present invention is excellent in aesthetics and lighting, and can improve the seismic performance of the building. In addition, a large door opening can be provided while maintaining seismic performance.
【図面の簡単な説明】[Brief description of the drawings]
【図1】第1形態に係る耐震補強壁の正面図である。FIG. 1 is a front view of an earthquake-resistant reinforcing wall according to a first embodiment.
【図2】第1形態に係る耐震補強壁が変形した状態を示
す正面図である。
FIG. 2 is a front view showing a state in which the earthquake-resistant reinforcing wall according to the first embodiment is deformed.
【図3】第1形態に係る耐震補強壁の取付構造を示す断
面図である。
FIG. 3 is a cross-sectional view showing a structure for mounting the seismic retrofitting wall according to the first embodiment.
【図4】第1形態に係る耐震補強壁の他の取付構造を示
す断面図である。
FIG. 4 is a sectional view showing another mounting structure of the earthquake-resistant reinforcing wall according to the first embodiment.
【図5】第1形態に係る耐震補強壁のモーメント図であ
る。
FIG. 5 is a moment diagram of the earthquake-resistant reinforcing wall according to the first embodiment.
【図6】第1形態に係る耐震補強壁のモーメント、せん
断力を計算した表である。
FIG. 6 is a table in which moments and shear forces of the earthquake-resistant reinforcing wall according to the first embodiment are calculated.
【図7】第1形態に係る耐震補強壁の曲げ破壊耐力とせ
ん断破壊耐力の境界を示すグラフである。
FIG. 7 is a graph showing a boundary between the bending rupture strength and the shear rupture strength of the seismic strengthening wall according to the first embodiment.
【図8】第1形態に係る耐震補強壁に作用する荷重と変
形との関係を示したグラフである。
FIG. 8 is a graph showing a relationship between a load acting on the earthquake-resistant reinforcing wall according to the first embodiment and deformation.
【図9】耐震補強壁に形成する開口部の配置を替えた概
念図である。
FIG. 9 is a conceptual diagram in which the arrangement of openings formed in the earthquake-resistant reinforcing wall is changed.
【図10】耐震補強壁の開口部の形状を替えたものを示
す正面図である
FIG. 10 is a front view showing the shape of the opening of the seismic retrofitting wall changed.
【図11】耐震補強壁の開口部の形状を替えたものを示
す正面図である
FIG. 11 is a front view showing the seismic retrofitting wall in which the shape of the opening is changed.
【図12】耐震補強壁の開口部を板材で閉じた状態を示
す正面図である
FIG. 12 is a front view showing a state in which the opening of the earthquake-resistant reinforcing wall is closed by a plate material.
【図13】第2形態に係る耐震補強壁を示す正面図であ
る。
FIG. 13 is a front view showing an earthquake-resistant reinforcing wall according to a second embodiment.
【図14】第3形態に係る耐震補強壁を示す正面図であ
る。
FIG. 14 is a front view showing an earthquake-resistant reinforcing wall according to a third embodiment.
【図15】第3形態に係る耐震補強壁を示す正面図であ
る。
FIG. 15 is a front view showing an earthquake-resistant reinforcing wall according to a third embodiment.
【図16】従来の耐震補強壁を示す正面図である。FIG. 16 is a front view showing a conventional earthquake-resistant reinforcing wall.
【図17】耐震補強壁に作用する荷重と変形との関係を
示したグラフである。
FIG. 17 is a graph showing a relationship between a load acting on an earthquake-resistant reinforcing wall and deformation.
【図18】従来の他の耐震補強壁を示す正面図である。FIG. 18 is a front view showing another conventional earthquake-resistant reinforcing wall.
【符号の説明】[Explanation of symbols]
12 鋼板 18 開口部 36 補強リブ 37 扉開口 38 鉄骨部材(補強材) 42 矩形枠 44 横鋼材 46 縦鋼材 12 Steel plate 18 Opening 36 Reinforcement rib 37 Door opening 38 Steel frame member (reinforcing material) 42 Rectangular frame 44 Horizontal steel 46 Vertical steel
───────────────────────────────────────────────────── フロントページの続き (72)発明者 毛井 崇博 千葉県印西市大塚一丁目5番地1 株式会 社竹中工務店技術研究所内 (72)発明者 太田 秀彦 千葉県印西市大塚一丁目5番地1 株式会 社竹中工務店技術研究所内 (72)発明者 三宅 康夫 東京都中央区銀座8丁目21番1号 株式会 社竹中工務店東京本店内 Fターム(参考) 2E002 EA01 EA02 FA04 FB08 FB12 FB22 HA02 HB02 HB14 JA01 JA02 JB02 MA07 MA12 2E176 AA04 BB28  ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Takahiro Moi 1-5-1, Otsuka, Inzai City, Chiba Prefecture Inside the Technical Research Institute, Takenaka Corporation (72) Inventor Hidehiko Ota 1-5-1, Otsuka, Inzai City, Chiba Prefecture (72) Inventor Yasuo Miyake 8-21-1, Ginza, Chuo-ku, Tokyo F-term (reference) 2E002 EA01 EA02 FA04 FB08 FB12 FB22 HA02 HB02 HB14 JA01 JA02 JB02 MA07 MA12 2E176 AA04 BB28

Claims (6)

    【特許請求の範囲】[Claims]
  1. 【請求項1】 柱と梁で囲まれた架構面に配設され構造
    物の耐震性能を向上させる耐震補強壁において、 前記架構面に固定された鋼板と、縦横方向に整列して前
    記鋼板に形成された開口部と、を有することを特徴とす
    る耐震補強壁。
    1. A seismic reinforcement wall provided on a frame surface surrounded by columns and beams for improving the seismic performance of a structure, comprising: a steel plate fixed to the frame surface; An earthquake-resistant reinforced wall having an opening formed.
  2. 【請求項2】 前記開口部を形成した後の鋼板の残り部
    分が、せん断破壊する前に曲げ破壊するように、開口部
    を形成したことを特徴とする請求項1に記載の耐震補強
    壁。
    2. The seismic retrofitting wall according to claim 1, wherein an opening is formed so that a remaining portion of the steel plate after the opening is formed is subjected to bending failure before shear failure.
  3. 【請求項3】 前記開口部の幅をh、鋼板の残り部分の
    中立軸の間隔をHとしたとき、開口率:h/Hが0.4
    5〜0.8であることを特徴とする請求項1又は請求項
    2に記載の耐震補強壁。
    3. When the width of the opening is h and the interval between the neutral axes of the remaining portion of the steel plate is H, the opening ratio h / H is 0.4.
    The seismic reinforcement wall according to claim 1 or 2, wherein the number is 5 to 0.8.
  4. 【請求項4】 前記残り部分に補強リブが設けられたこ
    とを特徴とする請求項2又は請求項3に記載の耐震補強
    壁。
    4. The aseismic reinforcing wall according to claim 2, wherein a reinforcing rib is provided on the remaining portion.
  5. 【請求項5】 前記鋼板に扉開口を設け、前記扉開口の
    外周部を前記梁或は柱に連結された補強材で補強したこ
    とを特徴とする請求項1〜請求項4の何れかに記載の耐
    震補強壁。
    5. The door according to claim 1, wherein a door opening is provided in the steel plate, and an outer peripheral portion of the door opening is reinforced by a reinforcing material connected to the beam or the pillar. The described seismic reinforced wall.
  6. 【請求項6】 柱と梁で囲まれた架構面に配設され構造
    物の耐震性能を向上させる耐震補強壁において、 前記架構面に固定された矩形枠と、前記矩形枠と平行に
    矩形枠内に配置された横鋼材と、前記矩形枠内に配置さ
    れ前記横鋼材とで格子を構成する縦鋼材と、を有するこ
    とを特徴とする耐震補強壁。
    6. A seismic reinforcement wall provided on a frame surface surrounded by columns and beams for improving the seismic performance of a structure, comprising: a rectangular frame fixed to the frame surface; and a rectangular frame parallel to the rectangular frame. A seismic retrofit wall comprising: a horizontal steel member arranged in the inside; and a vertical steel member arranged in the rectangular frame and forming a lattice with the horizontal steel member.
JP2000268678A 2000-09-05 2000-09-05 Seismic reinforcement wall Expired - Fee Related JP4502484B2 (en)

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Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2000268678A JP4502484B2 (en) 2000-09-05 2000-09-05 Seismic reinforcement wall

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JP2002070213A true JP2002070213A (en) 2002-03-08
JP4502484B2 JP4502484B2 (en) 2010-07-14

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Country Link
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Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2006077565A (en) * 2004-08-12 2006-03-23 Asahi Glass Co Ltd Bearing wall and its construction method
JP2006132182A (en) * 2004-11-05 2006-05-25 Misawa Homes Co Ltd Damper
JP2006257654A (en) * 2005-03-15 2006-09-28 Taisei Corp Lattice-shaped earthquake-resisting wall
JP2011168681A (en) * 2010-02-17 2011-09-01 Kaneka Corp Fluorine-based (meth)acrylic resin, fluorine-based resin composition thereof, fluorine-based resin film thereof, and fluorine-based resin-laminated acrylic resin film
JP2012097553A (en) * 2010-10-03 2012-05-24 Homma Archi-Life Co Ltd Building bearing panel, and building and earthquake resistance increasing method, using the same
CN102912889A (en) * 2012-11-06 2013-02-06 沈阳建筑大学 Double-face inclined rib anti-buckling damping steel plate wall
CN105064716A (en) * 2015-08-28 2015-11-18 东南大学 Demolition-free rapid reinforcement repair method for damaged thin-walled cold-formed steel wall

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KR101907524B1 (en) * 2011-12-26 2018-10-16 재단법인 포항산업과학연구원 Building interior wall
JP6067269B2 (en) * 2012-07-30 2017-01-25 積水化学工業株式会社 Entrance porch structure and entrance porch studs

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JPH0584755U (en) * 1991-07-22 1993-11-16 清水建設株式会社 Damping damper

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Publication number Priority date Publication date Assignee Title
JPS6217270A (en) * 1985-07-16 1987-01-26 Mitsui Constr Earthquake-proof wall element
JP3809536B2 (en) * 1998-04-07 2006-08-16 株式会社竹中工務店 Seismic wall structures in existing reinforced concrete buildings and steel reinforced concrete buildings

Patent Citations (1)

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Publication number Priority date Publication date Assignee Title
JPH0584755U (en) * 1991-07-22 1993-11-16 清水建設株式会社 Damping damper

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JP2006077565A (en) * 2004-08-12 2006-03-23 Asahi Glass Co Ltd Bearing wall and its construction method
JP4655208B2 (en) * 2004-08-12 2011-03-23 Agcマテックス株式会社 Bearing wall
JP2006132182A (en) * 2004-11-05 2006-05-25 Misawa Homes Co Ltd Damper
JP4504787B2 (en) * 2004-11-05 2010-07-14 ミサワホーム株式会社 Vibration control device
JP2006257654A (en) * 2005-03-15 2006-09-28 Taisei Corp Lattice-shaped earthquake-resisting wall
JP4670409B2 (en) * 2005-03-15 2011-04-13 大成建設株式会社 Lattice shear wall
JP2011168681A (en) * 2010-02-17 2011-09-01 Kaneka Corp Fluorine-based (meth)acrylic resin, fluorine-based resin composition thereof, fluorine-based resin film thereof, and fluorine-based resin-laminated acrylic resin film
JP2012097553A (en) * 2010-10-03 2012-05-24 Homma Archi-Life Co Ltd Building bearing panel, and building and earthquake resistance increasing method, using the same
CN102912889A (en) * 2012-11-06 2013-02-06 沈阳建筑大学 Double-face inclined rib anti-buckling damping steel plate wall
CN105064716A (en) * 2015-08-28 2015-11-18 东南大学 Demolition-free rapid reinforcement repair method for damaged thin-walled cold-formed steel wall

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