JP2006342575A - Improvement method for decreasing eccentricity of structure by making use of corrugated steel plate and structure with eccentricity decreased by making use of the corrugated steel plate - Google Patents

Improvement method for decreasing eccentricity of structure by making use of corrugated steel plate and structure with eccentricity decreased by making use of the corrugated steel plate Download PDF

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JP2006342575A
JP2006342575A JP2005169024A JP2005169024A JP2006342575A JP 2006342575 A JP2006342575 A JP 2006342575A JP 2005169024 A JP2005169024 A JP 2005169024A JP 2005169024 A JP2005169024 A JP 2005169024A JP 2006342575 A JP2006342575 A JP 2006342575A
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corrugated steel
eccentricity
column
steel plate
frame
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JP4563875B2 (en
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Yoshihiro Ota
義弘 太田
Hirofumi Kaneko
洋文 金子
Satoru Aizawa
覚 相澤
Takahiro Kei
崇博 毛井
Takashi Ikeda
崇 池田
Naoki Aso
直木 麻生
Yasuaki Hirakawa
恭章 平川
Kazutomi Nakane
一臣 中根
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Takenaka Komuten Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide an improvement method capable of decreasing eccentricity by using a corrugated steel plate for an earthquake resistant wall of a structure eccentricity and its improved structure. <P>SOLUTION: The improvement method decreases eccentricity of the structure 1, and as the earthquake resistant wall of the structure 1, the corrugated steel plate 4 is placed so as to become a bent line as the horizontal direction and is incorporated in the surface of a column/a bean framing or the column/a slab framing. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

この発明は、構造物の耐震壁に波形鋼板を用いて同構造物全体の偏心率を効果的に減少させる改善方法及び改善した構造物の技術分野に関する。   The present invention relates to an improvement method for effectively reducing the eccentricity of the entire structure by using corrugated steel plates for the earthquake-resistant wall of the structure, and a technical field of the improved structure.

従来、例えば大通りに面して構築される構造物など、建築計画上壁を配置する位置が制限される(又は偏って配置される)構造物には、構造物全体の耐力と高い偏心率を減少させるため、平面的に見て偏心して配置された耐震壁(又は偏心壁と云う。)を組み入れることが広く実施されており、下記の特許文献1〜8に開示されて公知である。   Conventionally, for example, a structure that is constructed facing a main street, such as a structure that is limited in the position where the wall is arranged (or arranged in a biased manner), the proof stress of the whole structure and a high eccentricity are provided. In order to reduce this, it is widely practiced to incorporate a seismic wall (or an eccentric wall) arranged eccentrically when viewed in plan, and is disclosed in the following Patent Documents 1 to 8.

例えば、特許文献1には、柱と梁に囲まれた耐震壁の壁中央部分の剛性(耐力)を大きくし、逆に柱、梁に沿う壁周辺部分に低い剛性域を作ることにより、早期にひび割れ等の破壊を集中的に発生させて構造物の偏心率を減少させ、柱の負担する水平力を低減させる構成が開示されている。   For example, in Patent Document 1, the rigidity (proof strength) of the wall central portion of the seismic wall surrounded by columns and beams is increased, and conversely, a low rigidity region is created in the peripheral portion of the wall along the columns and beams. A configuration is disclosed in which fractures such as cracks are intensively generated to reduce the eccentricity of the structure and reduce the horizontal force borne by the column.

特許文献2にも、耐力を有するプレキャストコンクリート造柱とプレキャストコンクリート造梁でなるフレームと鉄筋コンクリート壁とを、同フレームの一部から面外方向に突出した鉄筋と一体化して接合を弱くして、フレームと壁との接合部でずれ変形を生じさせることにより構造物の偏心率を減少させる構成が開示されている。   Also in Patent Document 2, a frame made of precast concrete columns and reinforced concrete beams and a reinforced concrete wall having a proof strength is integrated with a reinforcing bar protruding in an out-of-plane direction from a part of the frame to weaken the joint, A configuration is disclosed in which the eccentricity of the structure is reduced by causing displacement deformation at the joint between the frame and the wall.

特許文献3〜7には、耐力を有する耐震壁にスリット(又はクリアランス)を設けることで偏心率を減少し水平剛性、水平耐力の調整を容易とした構成が開示されている。   Patent Documents 3 to 7 disclose a configuration in which the eccentricity is reduced by providing slits (or clearances) in a seismic wall having a proof strength to easily adjust the horizontal rigidity and the horizontal proof strength.

偏心率を減少するための制震装置として、特許文献8には、地盤と該地盤上に免震支持された構造物との間に、同構造物に制震力を入力するアクチュエータをねじり振動が起こる際に最も大きな回転変位が現れる箇所に設置し、また、同構造物の応答を検出するセンサーを備え、地震等の振動時にセンサーからの検出される構造物の応答量に基づきフィードバック制御でアクチュエータを作動させて、構造物の偏心率を減少させる方法が開示されている。
特開平10−25905号公報 特公平3−61827号公報 特開2001−262862号公報 特開2000−17887号公報 特公平3−72784号公報 特許第3356414号公報 特許第3356419号公報 特開平2−50211号公報
As a vibration control device for reducing the eccentricity, Patent Document 8 describes that an actuator that inputs a vibration control force to the structure is torsionally vibrated between the ground and a structure that is seismically isolated on the ground. It is installed at the place where the largest rotational displacement appears when the occurrence of a fault occurs, and is equipped with a sensor that detects the response of the structure, and feedback control based on the response amount of the structure detected from the sensor during vibration such as an earthquake. A method for actuating an actuator to reduce the eccentricity of a structure is disclosed.
Japanese Patent Laid-Open No. 10-25905 Japanese Patent Publication No. 3-61827 JP 2001-262862 A Japanese Patent Laid-Open No. 2000-17878 Japanese Patent Publication No. 3-72784 Japanese Patent No. 3356414 Japanese Patent No. 3356419 Japanese Patent Laid-Open No. 2-50211

しかし、従来の特許文献1及び2の耐震壁は、地震時に柱梁フレームと壁との接合部が集中的に破壊されるか又は大変形を生じて耐力が損なわれ、構造物全体の耐力を低下させるし、破壊後は非常に面倒で手間が掛かる補修作業を行う必要があり、コストも嵩む。   However, in the conventional seismic walls of Patent Documents 1 and 2, the joint between the column beam frame and the wall is intensively destroyed or a large deformation occurs during the earthquake, and the proof strength is impaired, so that the proof strength of the entire structure is reduced. It is necessary to carry out repair work that is very troublesome and time-consuming after destruction, and the cost increases.

特許文献3〜7のスリットを設ける耐震壁は、壁(耐震壁又は偏心壁)に期待される耐火性や遮音性を損なう。のみならず、外壁として使用される場合には、漏水への対応を考慮しなければならず、余分なコストが掛かるという問題点がある。   The earthquake-resistant wall provided with the slits of Patent Documents 3 to 7 impairs the fire resistance and sound insulation expected of the wall (seismic wall or eccentric wall). In addition, when it is used as an outer wall, it is necessary to consider measures against water leakage, and there is a problem that extra costs are required.

特許文献8の制震装置は、構造物と地盤との間に大きなアクチュエータを設置する構成であり、設置スペースの確保は非常に大変であるから汎用性に乏しい。また、前記設置スペースが予め制限される既存建物には実施することは至難である。   The vibration control device of Patent Document 8 is configured to install a large actuator between a structure and the ground, and securing installation space is very difficult, and therefore lacks versatility. Moreover, it is very difficult to implement in an existing building where the installation space is limited in advance.

本発明の目的は、偏心率の高い構造物に配置される耐震壁を、波形鋼板を使用した構成とするので、耐火性と遮音性及び耐力を確保でき、構造物全体の耐力と変形性能を向上させて偏心率を効果的に減少させるほか、既存建物にも容易に実施できる波形鋼板を用いて構造物の偏心率を減少させる改善方法及び波形鋼板を用いて偏心率を減少させた構造物を提供することにある。   The object of the present invention is to use a corrugated steel plate for the earthquake-resistant wall arranged in a structure having a high eccentricity, so that fire resistance, sound insulation and strength can be secured, and the strength and deformation performance of the entire structure can be secured. In addition to effectively reducing the eccentricity by improving the structure, the method of improving the eccentricity of the structure using corrugated steel that can be easily implemented in existing buildings and the structure using the corrugated steel to reduce the eccentricity Is to provide.

上記従来技術の課題を解決するための手段として、請求項1記載の発明に係る波形鋼板を用いて構造物の偏心率を減少させる改善方法は、
構造物の偏心率を減少させる改善方法であって、
前記構造物の耐震壁として、柱・梁架構又は柱・スラブ架構の面内に波形鋼板をその折筋が水平方向となる配置で組み入れたことを特徴とする。
As a means for solving the problems of the prior art, an improvement method for reducing the eccentricity of a structure using the corrugated steel sheet according to the invention of claim 1 is as follows:
An improved method for reducing the eccentricity of a structure,
As the earthquake-resistant wall of the structure, a corrugated steel plate is incorporated in a plane of a column / beam frame or a column / slab frame in such a manner that the folding line is in a horizontal direction.

請求項2記載の発明に係る波形鋼板を用いて偏心率を改善した構造物は、
構造物の偏心率を減少させて改善する構造物であって、
前記構造物は、柱・梁架構又は柱・スラブ架構の面内に波形鋼板がその折筋が水平方向となる配置で組み入れた耐震壁を有することを特徴とする。
A structure having improved eccentricity using the corrugated steel sheet according to the invention of claim 2,
A structure that improves by reducing the eccentricity of the structure,
The structure includes a seismic wall in which corrugated steel plates are incorporated in a horizontal direction in a plane of a column / beam frame or a column / slab frame.

請求項3記載の発明は、請求項1又は2に記載した発明に係る波形鋼板を用いて構造物の偏心率を減少させる改善方法及び波形鋼板を用いて偏心率を改善した構造物において、柱・梁架構又は柱・スラブ架構は、鉄筋コンクリート造又は鉄骨鉄筋コンクリート造とされていることを特徴とする。   The invention described in claim 3 is an improvement method for reducing the eccentricity of a structure using the corrugated steel sheet according to the invention described in claim 1 or 2, and a structure in which the eccentricity is improved using the corrugated steel sheet.・ The beam frame or column / slab frame is reinforced concrete or steel reinforced concrete.

請求項1〜3に記載した発明に係る波形鋼板を用いて構造物の偏心率を減少させる改善方法及び波形鋼板を用いて偏心率を減少させた構造物は、壁を配置する位置が制限されるなど偏心率が高い構造物1に設置される耐震壁として、RC造又はSRC造の柱・梁架構又は柱・スラブ架構の面内に、波形鋼板4をその折筋が水平方向となる配置で組み入れた構成としたので、耐火性と遮音性を確保できる。しかも、剪断破壊せず、水平力による曲げ及び剪断に対して効果的に抵抗し続けて耐震壁の耐力及び剛性を確保できる。その上、波形鋼板4は、鉛直軸力又はねじり変形等の外方向の曲げ力には抵抗せずに許容する。したがって、地震時の振動に対する構造物全体の耐力が向上し、しかも高耐力での変形性能(靱性)も向上して高い偏心率を効果的に減少できる。波形鋼板4を用いた耐震壁は、既存建物の改善のためにも実施できる。   In the improvement method for reducing the eccentricity of the structure using the corrugated steel sheet according to the first to third aspects of the invention and the structure for reducing the eccentricity using the corrugated steel sheet, the position of the wall is limited. As a seismic wall to be installed on the structure 1 with a high eccentricity, such as an RC or SRC column / beam frame or a column / slab frame, the corrugated steel plate 4 is placed in a horizontal direction. Because of the configuration incorporated in the above, fire resistance and sound insulation can be secured. In addition, the shear wall can be effectively resisted against bending and shearing due to horizontal force without shear failure, and the strength and rigidity of the earthquake resistant wall can be ensured. In addition, the corrugated steel plate 4 allows without bending the outward bending force such as vertical axial force or torsional deformation. Therefore, the proof stress of the whole structure with respect to the vibration at the time of an earthquake improves, and also the deformation performance (toughness) with high proof stress improves, and a high eccentricity can be reduced effectively. A seismic wall using corrugated steel plates 4 can also be implemented to improve existing buildings.

本発明は、壁を配置する位置を制限されるなど偏心率の高い構造物1の偏心率を減少する改善方法及び波形鋼板を用いて偏心率を減少させた構造物1である。
構造物1の耐震壁を、柱・梁架構又は柱・スラブ架構の面内に波形鋼板4をその折筋が水平方向となる配置で組み入れた構成とした。
This invention is the structure 1 which reduced the eccentricity using the improvement method and corrugated steel plate which reduce the eccentricity of the structure 1 with high eccentricity, such as the position which arrange | positions a wall is restrict | limited.
The seismic wall of the structure 1 is configured such that the corrugated steel plate 4 is incorporated in a plane of the column / beam frame or the column / slab frame in such a manner that the folding line is in the horizontal direction.

以下、本発明の波形鋼板を用いて構造物の偏心率を減少させる改善方法及び波形鋼板を用いて偏心率を減少させた構造物の一実施例を図面に基づいて説明する。
図1は、本発明を大通り(St)に面する商業用の構造物1に実施した平面図を示した。
前記構造物1は大通りStに面する二面側若しくは隣接建物Bがない箇所の外壁が例えば硝子張りとされ室内にも壁(又は耐震壁とも云う)を配置できない設計計画上の制限があるものである。そのため、大通りに面しない面及び隣接建物Bがある側面の外壁に波形鋼板4を用いた耐震壁を組み入れた。設置位置はこの限りではなく、例えば図14に示すように、L字形の構造物である場合には、波形鋼板を組み入れた壁(耐震壁)を上下左右方向に対して均等位置に配置することも好適に実施される。勿論、壁の配置位置に制限がなくても偏心率が高くなる構造物においても、偏心率の高い箇所に配置される壁(耐震壁又は偏心壁)に実施することも好適に実施される。
Hereinafter, an improvement method for reducing the eccentricity of a structure using the corrugated steel sheet of the present invention and an example of a structure having an eccentricity reduced using the corrugated steel sheet will be described with reference to the drawings.
FIG. 1 shows a plan view of the invention implemented on a commercial structure 1 facing the main street (St).
The structure 1 has restrictions on the design plan that the outer wall of the two sides facing the main street St or where there is no adjacent building B is glass-coated, for example, and the wall (also referred to as a seismic wall) cannot be placed in the room. It is. Therefore, the earthquake-resistant wall using the corrugated steel plate 4 was incorporated into the outer wall on the side where the adjacent building B is located and the side that does not face the main street. The installation position is not limited to this. For example, as shown in FIG. 14, in the case of an L-shaped structure, a wall (seismic wall) incorporating a corrugated steel plate is arranged at equal positions in the vertical and horizontal directions. Is also preferably implemented. Of course, even in a structure in which the eccentricity is high even if there is no restriction on the arrangement position of the wall, it is also preferably implemented on a wall (seismic wall or eccentric wall) arranged at a location with a high eccentricity.

上記のように大通りStに面しない側の外壁に、図2に示すように、水平力で層間変形が集中する柱2、2と上下の梁3、3とで成る柱・梁架構の面内波形鋼板4がその折り筋が水平方向の配置で組み入れられ、柱・梁架構2、3と波形鋼板4とは水平力の伝達が可能に接合されている。本実施例においては柱2梁3はRC造である。異なる架構としては、図示することは省略したが、柱2、2と上下のスラブとから成る柱・スラブ架構についても同様に実施できる。また既存建物の場合には、偏心率の高い箇所の柱・梁架構の面内に予め設置されている壁体を撤去し、前記壁体の代わりとして波形鋼板4を組み入れて実施する。   As shown in FIG. 2, in the plane of the column / beam frame composed of the columns 2 and 2 and the upper and lower beams 3 and 3 where the interlayer deformation is concentrated by the horizontal force on the outer wall on the side not facing the main street St as described above. The corrugated steel sheet 4 is incorporated with its folding lines arranged in a horizontal direction, and the column / beam frames 2 and 3 and the corrugated steel sheet 4 are joined so as to be able to transmit a horizontal force. In this embodiment, the pillar 2 beam 3 is made of RC. Although the illustration of the different frames is omitted, a column / slab frame composed of the columns 2 and 2 and the upper and lower slabs can be similarly implemented. In the case of an existing building, the wall body previously installed in the plane of the column / beam frame at a high eccentricity is removed, and the corrugated steel plate 4 is incorporated instead of the wall body.

前記波形鋼板4は、図3に断面形状を示すように折板状になっている。その折板形状は矩形波形状に形成されており、固有の力学的特性を得られる構成とされている。但し、波形鋼板4の断面形状は図3に示す例の限りではなく、種々な波形状で実施できる。
固有の力学的特性としては、水平剪断力に対し、波形鋼板4の折板になっている一枚一枚が剪断力に対して十分に抵抗し(図4A)、その集合として全体が水平剪断力に十分に大きな抵抗をする(図4B)。
The corrugated steel plate 4 has a folded plate shape as shown in FIG. The folded plate shape is formed in a rectangular wave shape and is configured to obtain unique mechanical characteristics. However, the cross-sectional shape of the corrugated steel plate 4 is not limited to the example shown in FIG.
As an inherent mechanical characteristic, each of the folded plates of the corrugated steel plate 4 sufficiently resists the shearing force against the horizontal shearing force (FIG. 4A), and the whole as a whole is horizontal shearing. A sufficiently large resistance to the force (FIG. 4B).

また、波形鋼板4の荷重と変形の関係を図5に例示したように、RC造の偏心壁と比較して十分に高い剪断強度を有し、RC造の偏心壁のように剪断破壊が生じないので高い剪断強度を保持したまま変形が進む靱性に優れた性状を発揮し、大きな変形性能を可能とする。   Further, as illustrated in FIG. 5, the relationship between the load and deformation of the corrugated steel plate 4 has a sufficiently high shear strength as compared with the RC eccentric wall, and shear failure occurs like the RC eccentric wall. Since it has no shear strength, it exhibits excellent properties in toughness where deformation proceeds while maintaining high shear strength, and enables large deformation performance.

しかも、波形鋼板4は折板になっているので、剪断剛性及び強度は、鋼材の材質固有の強度の他に、板厚の大きさ(通例9mm〜22mm程度)、重ね合わせの枚数、ピッチ(通例500mm〜700mm程度)及び波高の大きさ(通例80mm〜150mm程度)などの設計如何により自在に設計することができる。   Moreover, since the corrugated steel plate 4 is a folded plate, the shear rigidity and strength are not only the strength inherent to the material of the steel material, but also the size of the plate (usually about 9 mm to 22 mm), the number of superimposed sheets, the pitch ( It is possible to design freely according to the design such as (typically about 500 mm to 700 mm) and wave height (usually about 80 mm to 150 mm).

また、波形鋼板4は折板になっているので、波形の筋に直角な軸力に対してはアコーディオンの如くに自由に伸び縮みし(図6A)、剛性と耐力が小さい。波形面内の曲げに対しても、同様にアコーディオンの如く自由に伸び縮みして圧縮及び引っ張りを許容するので(図6B)、剛性、耐力が小さい。その荷重と変形関係は、図5に示すように、RC造の偏心壁と比較して途中の剛性が小さくなっており、軸力及び面外方向の曲げを十分許容することが分かる。したがって、建物全体の耐力と変形性能を向上して偏心率を効果的に減少することができる。また、柱・梁架構2、3がRC造、SRC造等々のコンクリート構造であっても、コンクリートのクリープ、乾燥収縮によるコンクリート造柱2の軸力を負担せず、耐震壁としての力学的特性にさして変化をきたさない。そして、施工時及び供用時において付加軸力が導入されることがなく、波形鋼板4の剪断座屈強度及び靱性は高く維持されるし、地震時の剪断変形に対して経年変化を生ずることもなく良好な耐震機能を発揮する。   Further, since the corrugated steel plate 4 is a folded plate, the axial force perpendicular to the corrugated streak freely expands and contracts like an accordion (FIG. 6A), and its rigidity and proof stress are small. Similarly, bending and bending within the corrugated surface can be freely expanded and contracted like an accordion to allow compression and tension (FIG. 6B), so that rigidity and proof stress are small. As shown in FIG. 5, the load and the deformation relationship show that the midway rigidity is smaller than that of the RC eccentric wall, and the axial force and bending in the out-of-plane direction are sufficiently allowed. Therefore, the yield strength and deformation performance of the entire building can be improved and the eccentricity can be effectively reduced. Moreover, even if the columns and beam frames 2 and 3 are concrete structures such as RC structures, SRC structures, etc., they do not bear the axial force of the concrete columns 2 due to concrete creep or drying shrinkage, and the mechanical characteristics as earthquake resistant walls It wo n’t change. Further, no additional axial force is introduced at the time of construction and in service, the shear buckling strength and toughness of the corrugated steel sheet 4 are maintained at a high level, and secular change may occur with respect to the shear deformation at the time of earthquake. Excellent seismic function.

一方、波形の折り筋に垂直な方向の面外力(曲げ及び剪断)に対する剛性、耐力は、折板になっているので十分大きいが、波形の折り筋に平行な方向の面外力(ねじり及び剪断)に対しては、折板になっているが故に抵抗が小さい。したがって、耐震壁の剛性や強度をそれぞれ独立的に制御することが容易に可能であり設計の自由度は極めて高い。
更に、波形の山と谷の高さ(波高)は戸境壁の厚さ寸法内に納めことができる程度(例えば80mm〜150mm)なので、居室等の床面積に悪影響を及ぼさない実施ができる利点もある。
On the other hand, the rigidity and proof stress against the out-of-plane force (bending and shearing) in the direction perpendicular to the corrugated folding line is sufficiently large because it is a folded plate, but the out-of-plane force (torsion and shearing) in the direction parallel to the corrugating folding line. ) Has a small resistance because it is a folded plate. Therefore, the rigidity and strength of the seismic wall can be easily controlled independently, and the degree of freedom in design is extremely high.
Furthermore, the height of the corrugated peaks and valleys (wave height) is such that it can be accommodated within the thickness dimension of the door wall (for example, 80 mm to 150 mm), so that it can be carried out without adversely affecting the floor area of the living room. There is also.

上記波形鋼板4と柱・梁架構又は柱・スラブ架構(以下、単に柱・梁架構と総称して記載する場合がある。)との接合方法、接合構造を、以下に説明する。
波形鋼板4を柱・梁架構の面内に組み入れ、組み込み部の波形鋼板4にスタッド等の応力伝達手段を設けて水平力の伝達を可能に接合する(図示省略)。接合箇所は波形鋼板4の全辺でも、左右の縦辺(柱2)とのみ又は上下の横辺(梁3)とのみのいずれであってもよい。柱2が特にCRC造、S造の場合はボルト又は溶接によって接合される。
The joining method and joining structure of the corrugated steel plate 4 and the column / beam frame or the column / slab frame (hereinafter sometimes simply referred to as a column / beam frame) will be described below.
The corrugated steel plate 4 is incorporated in the surface of the column / beam frame, and a stress transmitting means such as a stud is provided on the corrugated steel plate 4 in the built-in portion so as to be able to transmit a horizontal force (not shown). The joining locations may be all sides of the corrugated steel plate 4, only the left and right vertical sides (column 2), or only the upper and lower horizontal sides (beam 3). In the case where the column 2 is a CRC structure or an S structure, the columns 2 are joined by bolts or welding.

波形鋼板4と柱・梁架構面内との接合方法はこの限りではない。次に、壁を配置する位置を制限されるなど偏心率の高いと見込まれる新規建物の偏心率等を改善する場合の接合方法について図面に基づいて説明する。
柱2の柱筋20を配筋した後に、図7Aに示すように、孔あき平板5を柱筋20内の内側(柱2の内壁面)に設置する(図示省略)。前記孔あき平板5は例えば下位の梁3の上面に設けた支持材と固定して設置される。そして、前記孔あき平板5の各孔へボルト6を柱2の内方に向けて差し込みナット6a、6aで締めて同孔あき平板5に接合する。前記ボルト6はその先端(柱の内側端)にナット6bを備えている。
The method of joining the corrugated steel plate 4 and the column / beam frame is not limited to this. Next, a joining method in the case of improving the eccentricity of a new building that is expected to have a high eccentricity, such as by restricting the position where the wall is disposed, will be described with reference to the drawings.
After arranging the column reinforcement 20 of the column 2, as shown in FIG. 7A, the perforated flat plate 5 is installed inside the column reinforcement 20 (inner wall surface of the column 2) (not shown). For example, the perforated flat plate 5 is fixed to a support member provided on the upper surface of the lower beam 3. Then, the bolt 6 is inserted into each hole of the perforated flat plate 5 inward of the column 2 and fastened with insertion nuts 6a and 6a to be joined to the perforated flat plate 5. The bolt 6 has a nut 6b at its tip (inner end of the pillar).

前記波形鋼板4は、梁3、3と接合するべく上下の横辺にスタッド等の応力伝達手段8が接合されたプレート7と、柱2、2と接合する左右の縦辺に孔を設けたプレート9とをそれぞれ取り付けた構成とされている。
上記の構成とされた波形鋼板4を、図7Bに示すように、柱・梁架構面内に落とし込み、前記プレート9の孔と前記ナット6bの位置を合わせ、同プレート9の内側から柱2、2に向かってボルト10を差し入れ、同ナット6bで締め込んで前記波形鋼板4と柱2、2とを応力伝達が可能に接続する。
しかる後に、図7Cに示すように、波形鋼板4の上部へ梁筋30を配筋し、コンクリートを打設して一体化する。
The corrugated steel plate 4 is provided with a plate 7 in which stress transmission means 8 such as a stud is joined on the upper and lower lateral sides to be joined to the beams 3 and 3 and holes on the left and right longitudinal sides to be joined to the columns 2 and 2. Each of the plates 9 is attached.
As shown in FIG. 7B, the corrugated steel plate 4 having the above-described configuration is dropped into the column / beam frame, the holes of the plate 9 and the positions of the nuts 6 b are aligned, and the columns 2 from the inside of the plate 9. The corrugated steel plate 4 and the columns 2 and 2 are connected to each other so that stress can be transmitted.
Thereafter, as shown in FIG. 7C, the beam bars 30 are arranged above the corrugated steel sheet 4, and the concrete is cast and integrated.

図示例では、下位の梁3には応力伝達手段8が波形鋼板4の落とし込み時に埋め込まれる方法を説明したが、図8に示すように接合用鋼板付きプレート11に接合した応力伝達手段8を予め下位の梁筋30(主筋)に打ち込んでおき、波形鋼板4とは直接溶接又はボルト止めにより接合できる。前記プレート11の接合用鋼板11aは溶接又は高力ボルトにより接合されている。   In the illustrated example, the method in which the stress transmission means 8 is embedded in the lower beam 3 when the corrugated steel sheet 4 is dropped has been described. However, as shown in FIG. It is driven into the lower beam bars 30 (main bars) and can be joined to the corrugated steel sheet 4 by direct welding or bolting. The joining steel plate 11a of the plate 11 is joined by welding or a high strength bolt.

この限りではなく、図9に示す接合方法も好適に実施される。即ち、図9Aに示すように、柱2の柱筋20を配筋した後、スタッド等の応力伝達手段8が接合された孔あき平板5を柱の内壁面(又は内壁線)に沿って設置する。波形鋼板4は、実施例2と同様に、梁3と接合する上下の横辺にスタッド等の応力伝達手段8が接合されたプレート7と、柱2と接合する左右の縦辺に孔を設けたプレート9とをそれぞれ取り付けた構成である。   Not limited to this, the joining method shown in FIG. 9 is also preferably implemented. That is, as shown in FIG. 9A, after arranging the column reinforcement 20 of the column 2, the perforated flat plate 5 to which the stress transmission means 8 such as a stud is joined is installed along the inner wall surface (or inner wall line) of the column. To do. The corrugated steel sheet 4 is provided with holes on the upper and lower horizontal sides to be joined to the beam 3 and the left and right vertical sides to be joined to the pillars 2 in the same manner as in the second embodiment. The plate 9 is attached.

上記の構成の波形鋼板4を、図9Bに示すように、柱・梁架構の面内へ更に云うと柱2、2の内壁面に沿って設けられた孔あき平板5、5の内壁面へ落とし込み、同波形鋼板4の左右辺に取り付けた前記プレート9の孔と同孔あき平板5の孔とを一致させてボルト11を差し込みナット等で接合する。勿論、溶接接合としても良い。   As shown in FIG. 9B, the corrugated steel plate 4 having the above-described configuration is further applied to the inner wall surfaces of the perforated flat plates 5 and 5 provided along the inner wall surfaces of the columns 2 and 2. The holes of the plate 9 attached to the left and right sides of the corrugated steel plate 4 and the holes of the perforated flat plate 5 are made to coincide with each other, and bolts 11 are inserted and joined with nuts or the like. Of course, welding may be used.

しかる後に、図9Cに示すように、波形鋼板4の上部へ梁筋30を落とし込みコンクリートを打設して一体化する。本実施例3においても、図8で説明したとおり下位の梁3に予め応力伝達手段8を接合された接合鋼板付きプレート11を打ち込むこともなされる。   Thereafter, as shown in FIG. 9C, the beam bars 30 are dropped onto the upper portion of the corrugated steel sheet 4 and the concrete is cast and integrated. Also in the third embodiment, as described in FIG. 8, the plate 11 with the joined steel plate in which the stress transmission means 8 is joined in advance to the lower beam 3 is also made.

また、実施例3の応用として、図10に示した接合方法も実施できる。即ち、図10Aに示すように、柱2の柱筋20を配筋した後に、上述した如く上下の横辺に応力伝達手段8を設けたプレート7と、左右の縦辺に孔を有するプレート9とをそれぞれ取付けた波形鋼板4を柱・梁架構の面内に落とし込む。   As an application of the third embodiment, the bonding method shown in FIG. That is, as shown in FIG. 10A, after arranging the column reinforcement 20 of the column 2, the plate 7 having the stress transmission means 8 on the upper and lower horizontal sides and the plate 9 having holes on the left and right vertical sides as described above. The corrugated steel plate 4 to which each is attached is dropped into the plane of the column / beam frame.

その後、図10Bに示すように、ボルト12を柱筋20内側から差し入れて前記プレート9の孔へ通し、同プレート9の内側からナット12aで締めて波形鋼板4を取り付ける。この際、引張に抵抗できるように柱2の内壁側からもナット12bを取り付けてプレート9をナット12a、12bで挟み込むことが好ましい。勿論、溶接接合としても良い。つまり、前記ボルト12が応力伝達手段として働くのである。   After that, as shown in FIG. 10B, the bolt 12 is inserted from the inside of the column bar 20 and passed through the hole of the plate 9, and the corrugated steel plate 4 is attached by tightening from the inside of the plate 9 with a nut 12a. At this time, it is preferable to attach the nut 12b also from the inner wall side of the column 2 so as to resist the tension and to sandwich the plate 9 with the nuts 12a and 12b. Of course, welding may be used. That is, the bolt 12 serves as a stress transmission means.

そして、波形鋼板4の上部へ梁配筋3aを落と込み、コンクリートを打設して一体化する。本実施例4も実施例1で説明した方法(図3参照)が実施されることを念のため付言する。
また、実施例2〜4で説明した柱2と波形鋼板4との接合方法は、梁3と波形鋼板4との接合においても適用できる。また実施上可能であれば、柱2(又は梁3)の片面にのみ本実施例を適用して作業効率を向上させることもできる。
And the beam reinforcement 3a is dropped into the upper part of the corrugated steel plate 4, and concrete is cast and integrated. In the fourth embodiment, it is noted that the method described in the first embodiment (see FIG. 3) is performed.
Moreover, the joining method of the column 2 and the corrugated steel plate 4 described in Examples 2 to 4 can also be applied to the joining of the beam 3 and the corrugated steel plate 4. If practically possible, this embodiment can be applied only to one side of the pillar 2 (or beam 3) to improve work efficiency.

次に、接合時に柱2の柱筋20と波形鋼板4に取り付けた応力伝達手段(スタッド)とが干渉して施工が困難ならしめる場合における、接合方法について以下、図面に基づいて説明する。
図11Aに示すように、先ず柱筋20を組み立てる際、鉛直方向に立設された柱主筋20aへ、その上下方向に一定の間隔を置いてコ字型の補強筋20bを水平方向に複数個配筋する。コ字型の補強筋20bは、図11B、Cに示すように、その開口辺が柱2の内壁面側(波形鋼板4を側)にくる配置で四つの柱主筋20a…とそれぞれ固定される。
その後、上下の横辺に応力伝達手段8を設けたプレート7と、左右の縦辺にも応力伝達手段8を有するプレート9’とをそれぞれ取付けた波形鋼板4を柱・梁架構の面内に落とし込む。
Next, the joining method in the case where construction is difficult due to interference between the column reinforcement 20 of the column 2 and the stress transmission means (stud) attached to the corrugated steel plate 4 will be described with reference to the drawings.
As shown in FIG. 11A, when the column reinforcement 20 is first assembled, a plurality of U-shaped reinforcing bars 20b are horizontally arranged in the vertical direction with a certain interval in the vertical direction of the column main reinforcement 20a. Arrange the bars. As shown in FIGS. 11B and 11C, the U-shaped reinforcing bars 20b are fixed to the four columnar main bars 20a, respectively, in such an arrangement that the opening side comes to the inner wall surface side (the corrugated steel plate 4 side) of the column 2. .
Thereafter, corrugated steel plates 4 each having a plate 7 provided with stress transmission means 8 on the upper and lower horizontal sides and a plate 9 'having stress transmission means 8 also on the left and right vertical sides are placed in the plane of the column / beam frame. Drop it.

次に図12A、図12B、図12Cが示すように、前記補強筋20bの開口部を閉じる如くに剪断補強筋20cを配筋する。前記剪断補強筋20cは所謂結束用番線であり特に溶接接合する必要はない。   Next, as shown in FIGS. 12A, 12B, and 12C, the shear reinforcement bars 20c are arranged so as to close the openings of the reinforcement bars 20b. The shear reinforcing bar 20c is a so-called binding wire and does not need to be welded.

また、図13A、図13B、図13Cに示すように、前記補強筋20bを環状形とするべくその開口辺に配置した剪断補強筋20cとを連結するL字型の剪断補強筋20dを配筋する。前記L字型の剪断補強筋20dは、図13B及び図13Cに示すように、同剪断補強筋20c略中間位置から同補強筋2bの一辺と同形状でラップして載置され、対称する位置にも同様に載置される。   Further, as shown in FIGS. 13A, 13B, and 13C, an L-shaped shear reinforcing bar 20d for connecting the reinforcing bar 20b arranged on the opening side of the reinforcing bar 20b to form an annular shape is arranged. To do. As shown in FIGS. 13B and 13C, the L-shaped shear reinforcing bar 20d is placed so as to be wrapped in the same shape as one side of the reinforcing bar 2b from a substantially intermediate position of the shear reinforcing bar 20c, and a symmetrical position. Is mounted in the same manner.

上記のように剪断補強筋20dを載置した後、柱2の内壁側(コ字型の補強筋20bの開口辺側)に配置されている剪断補強筋20cと補強筋20dとをフープクリップ13で接合する。また柱2の側面側に配置されている補強筋20bと剪断補強筋20dとを同様にフープクリップ13で接合する。勿論単に点溶接により接合しても良い。図示例ではフープクリップ13はそれぞれの辺に二箇所ずつ設けているがこの限りではない。
しかる後に、波形鋼板4の上部へ梁配筋3aを落とし込みコンクリートを打設して一体化する。
After placing the shear reinforcement bar 20d as described above, the hoop clip 13 connects the shear reinforcement bar 20c and the reinforcement bar 20d arranged on the inner wall side of the column 2 (opening side of the U-shaped reinforcement bar 20b). Join with. Further, the reinforcing bar 20b and the shear reinforcing bar 20d arranged on the side surface side of the column 2 are joined together by the hoop clip 13. Of course, they may be joined simply by spot welding. In the illustrated example, two hoop clips 13 are provided on each side, but this is not restrictive.
After that, the beam reinforcement 3a is dropped onto the upper portion of the corrugated steel plate 4, and concrete is cast and integrated.

以上に実施形態を図面に基づいて説明したが、本発明は、図示例の実施形態の限りではなく、その技術的思想を逸脱しない範囲において、当業者が通常に行う設計変更、応用のバリエーションの範囲を含むことを念のために付言する。   The embodiments have been described with reference to the drawings. However, the present invention is not limited to the illustrated embodiments, and design modifications and application variations that are usually made by those skilled in the art are within the scope of the technical idea. I will add a note to include the range.

本発明において波形鋼板を用いた耐震壁の設置場所の一例を示した平面図である。It is the top view which showed an example of the installation place of the earthquake-resistant wall using a corrugated steel plate in this invention. 本発明において波形鋼板を組み入れた耐震壁を示した立面図である。It is the elevation which showed the earthquake-resistant wall which incorporated the corrugated steel plate in this invention. 図1の耐震壁の縦断面図である。It is a longitudinal cross-sectional view of the earthquake-resistant wall of FIG. Aは波形鋼板の折板一枚一枚が剪断力に抵抗する状態を示した斜視図、Bは波形鋼板の全体が剪断力に抵抗する状態を示した斜視図である。A is a perspective view showing a state in which each folded plate of a corrugated steel plate resists a shearing force, and B is a perspective view showing a state in which the entire corrugated steel plate resists a shearing force. 本発明の波形鋼板による耐震壁と従来のRC造耐震壁の軸力及びねじり等の曲げに対する荷重−変形特性を比較した図である。It is the figure which compared the load-deformation characteristic with respect to bending, such as the axial force of the corrugated steel plate of this invention, and the conventional RC structure shear wall, and torsion. Aは波形鋼板の軸圧縮の状態を示した図、Bは波形鋼板の曲げ状態を示した図である。A is a diagram showing a state of axial compression of a corrugated steel sheet, and B is a diagram showing a bent state of the corrugated steel sheet. A、B、Cは実施例2の波形鋼板と柱・梁架構との接合方法の工程を示した正面図及び縦断面図である。A, B, and C are the front view and longitudinal cross-sectional view which showed the process of the joining method of the corrugated steel plate of Example 2, and a pillar and a beam frame. 実施例2の他の実施例を示した正面図及び縦断面図である。It is the front view and longitudinal cross-sectional view which showed the other Example of Example 2. FIG. A、B、Cは実施例3の波形鋼板と柱・梁架構との接合方法の工程を示した正面図及び縦断面図である。A, B, and C are the front view and longitudinal cross-sectional view which showed the process of the joining method of the corrugated steel plate of Example 3, and a pillar and a beam frame. A、Bは実施例4の波形鋼板と柱・梁架構との接合方法の工程を示した正面図及び縦断面図である。A and B are the front view and longitudinal cross-sectional view which showed the process of the joining method of the corrugated steel plate of Example 4, and a pillar and a beam frame. Aは実施例5の柱・梁架構面内へ波形鋼板を落とし込んだ状態を示した図である。Bは、Aの柱部の一部拡大側面図である。CはBの平断面図である。A is the figure which showed the state which dropped the corrugated steel plate in the pillar and beam frame surface of Example 5. FIG. B is a partially enlarged side view of the pillar portion of A. FIG. C is a plan sectional view of B. FIG. Aは実施例5の剪断補強筋20cを取り付けた状態を示した立面図である。Bは、Aの柱部の一部拡大側面図である。CはBの平断面図である。A is an elevational view showing a state in which the shear reinforcing bar 20c of Example 5 is attached. B is a partially enlarged side view of the pillar portion of A. FIG. C is a plan sectional view of B. FIG. Aは実施例5のコンクリート打設前の状態を示した図である。Bは、Aの柱部の一部拡大側面図である。CはBの平断面図である。A is the figure which showed the state before concrete placement of Example 5. FIG. B is a partially enlarged side view of the pillar portion of A. FIG. C is a plan sectional view of B. FIG. 本発明をL字型の構造物に実施した一例を示した平面図である。It is the top view which showed an example which implemented this invention to the L-shaped structure.

符号の説明Explanation of symbols

1 構造物
2 柱
3 梁
4 波形鋼板
1 Structure 2 Column 3 Beam 4 Corrugated Steel Sheet

Claims (3)

構造物の偏心率を減少させる改善方法であって、
前記構造物の耐震壁として、柱・梁架構又は柱・スラブ架構の面内に波形鋼板をその折筋が水平方向となる配置で組み入れたことを特徴とする、波形鋼板を用いて構造物の偏心率を減少させる改善方法。
An improved method for reducing the eccentricity of a structure,
As a seismic wall for the structure, the corrugated steel sheet is used to arrange the corrugated steel sheet in the plane of the column / beam frame or the column / slab frame in such a manner that the folding line is in the horizontal direction. Improvement method to reduce eccentricity.
構造物の偏心率を減少させて改善する構造物であって、
前記構造物は、柱・梁架構又は柱・スラブ架構の面内に波形鋼板がその折筋が水平方向となる配置で組み入れた耐震壁を有することを特徴とする、波形鋼板を用いて偏心率を減少させた構造物。
A structure that improves by reducing the eccentricity of the structure,
The structure is characterized by having an eccentric wall using corrugated steel sheets, wherein the corrugated steel sheets have seismic walls incorporated in such a manner that the corrugated steel sheets are arranged in the horizontal direction in the plane of the column / beam frame or the column / slab frame. Reduced structure.
柱・梁架構又は柱・スラブ架構は、鉄筋コンクリート造又は鉄骨鉄筋コンクリート造とされていることを特徴とする、請求項1又は2に記載した波形鋼板を用いて構造物の偏心率を減少させる改善方法及び波形鋼板を用いて偏心率を減少させた構造物。   The method for improving eccentricity of a structure using corrugated steel sheets according to claim 1 or 2, wherein the column / beam frame or the column / slab frame is reinforced concrete or steel reinforced concrete. And a structure with a reduced eccentricity using corrugated steel.
JP2005169024A 2005-06-09 2005-06-09 An improved method for reducing the eccentricity of a structure using corrugated steel sheets and a structure having a reduced eccentricity using corrugated steel sheets Active JP4563875B2 (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009138484A (en) * 2007-12-10 2009-06-25 Takenaka Komuten Co Ltd Corrugated steel plate earthquake-resistant wall
JP2010261240A (en) * 2009-05-08 2010-11-18 Shimizu Corp Vibration control renovation construction method of existing multistory building

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000096699A (en) * 1998-09-25 2000-04-04 Sumitomo Forestry Co Ltd Wall arrangement design system
JP2005083136A (en) * 2003-09-10 2005-03-31 Taisei Corp Composite structure support

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000096699A (en) * 1998-09-25 2000-04-04 Sumitomo Forestry Co Ltd Wall arrangement design system
JP2005083136A (en) * 2003-09-10 2005-03-31 Taisei Corp Composite structure support

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009138484A (en) * 2007-12-10 2009-06-25 Takenaka Komuten Co Ltd Corrugated steel plate earthquake-resistant wall
JP2010261240A (en) * 2009-05-08 2010-11-18 Shimizu Corp Vibration control renovation construction method of existing multistory building

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