JP4994009B2 - Buildings with steel frame vibration control frames - Google Patents

Buildings with steel frame vibration control frames Download PDF

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JP4994009B2
JP4994009B2 JP2006312647A JP2006312647A JP4994009B2 JP 4994009 B2 JP4994009 B2 JP 4994009B2 JP 2006312647 A JP2006312647 A JP 2006312647A JP 2006312647 A JP2006312647 A JP 2006312647A JP 4994009 B2 JP4994009 B2 JP 4994009B2
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弘之 成原
誠 萱嶋
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大成建設株式会社
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本発明は鉄骨骨組を有する建築物に関するものであり、より具体的には隅柱に加わるXY両方向の荷重集中を軽減した架構および当該架構を有する建築物に関するものである。   The present invention relates to a building having a steel frame, and more specifically to a frame in which load concentration in XY directions applied to corner columns is reduced and a building having the frame.
略矩形平面を有する軸組み構造建物において、柱梁をX方向(例えば建物の長手方向)とY方向(例えば建物の短手方向)ともに剛接骨組みとした場合、隅柱(建物平面の角に位置する柱)以外の柱にはH型鋼のような加工度が低く従ってコストの比較的安い型鋼を用いることができるが、隅柱には加工度が高く従ってコストの高い鋼管柱やクロスH柱を用いることが必要になる。これは、隅柱はX構面(X方向に並んだ柱梁によって構成される面)の柱であると同時に、Y構面(Y方向に並んだ柱梁によって構成される面)の柱でもあるために、XY両方向に所定の剛性・強度を有することが必要になるのに対して、H型断面柱は強軸まわりの剛性・強度に比較して弱軸まわりの強度・剛性が顕著に低いために、H型断面柱では一般にXY両方向の必要剛性・強度を合理的に満足することができないためである。   In a framed structure building having a substantially rectangular plane, if the column beam is a rigid frame in both the X direction (for example, the longitudinal direction of the building) and the Y direction (for example, the lateral direction of the building), the corner column (at the corner of the building plane) Columns other than (positioned columns) can be made of steel with a low workability, such as H-shaped steel, so the cost is relatively low. Must be used. This is because the corner column is a column having an X composition plane (a surface constituted by column beams arranged in the X direction) and a column having a Y composition surface (a surface constituted by column beams arranged in the Y direction). For this reason, it is necessary to have the prescribed rigidity and strength in both X and Y directions, whereas the H-shaped cross-sectional column has a remarkable strength and rigidity around the weak axis compared to the rigidity and strength around the strong axis. This is because the H-shaped cross-section column cannot generally reasonably satisfy the required rigidity and strength in both XY directions because of its low height.
また、略矩形平面を有する軸組み構造建物の隅柱はXY両方向に高い剛性を有することから必然的に、X方向の地震力とY方向の地震力が同時に作用する現実の地震時には、構面内の柱(構面の端部でない柱)に比較して大きな軸方向力及び曲げモーメントが作用する。   In addition, since the corner pillar of a frame structure building having a substantially rectangular plane has high rigidity in both X and Y directions, it is inevitably necessary in the actual earthquake in which the X direction seismic force and the Y direction seismic force act simultaneously. A large axial force and bending moment act as compared with the inner column (column that is not the end of the construction surface).
一方、近年、大地震時に建物の構造骨組みの損傷を軽減するために、骨組み内に振動エネルギーを吸収する各種の制振ダンパーを設置することが多いが、制振ダンパーは建築空間の使用性、通風や採光を妨げないように、建物のコア回りの壁内や床下、天井裏などに設置せざるを得ないなど、設置箇所には多々制約がある。また、これら制振ダンパーは、大地震時以外に中小地震にも積極的に機能するように設計されるので、大地震後はもちろん中小地震後であってもダンパーの損傷の検査が容易で、損傷時には容易に交換可能なように設置されることが望ましいが、コア回りの壁内や床下や天井裏などに設置した制振ダンパーの検査・交換作業は容易でない。   On the other hand, in recent years, various damping dampers that absorb vibration energy are often installed in the framework to reduce the damage to the structural framework of the building during a large earthquake. There are many restrictions on the installation location, such as installation in the wall around the core of the building, under the floor, or behind the ceiling so that ventilation and lighting are not obstructed. In addition, these damping dampers are designed to function actively in small and medium earthquakes as well as in large earthquakes, so it is easy to inspect damper damage even after large earthquakes and even after small and medium earthquakes, It is desirable to install it so that it can be easily replaced in case of damage, but it is not easy to inspect and replace the damping damper installed in the wall around the core, under the floor, or behind the ceiling.
さらに、XY両構面に同等の効果を発揮する制振ダンパーを配置することが望ましい場合であっても、XY両構面に制振効果を発揮させるように制振ダンパーを配置することは一般に困難である。   Furthermore, even when it is desirable to arrange vibration damping dampers that exhibit the same effect on both XY structural surfaces, it is generally not necessary to arrange vibration damping dampers so as to exert vibration damping effects on both XY structural surfaces. Have difficulty.
さらに、高層ビルやペンシルビルなど縦横比の大きい建物に地震力が作用した場合、特に建物の高層部では層間変位にとって骨組みの曲げ変形が支配的になるために、骨組みのせん断変形によって制振効果を発揮するブレース形式や間柱形式の制振ダンパーによる制振効果は高層部ほど低下するという問題がある。この問題に対する従来技術として、建物内に二つの連層耐震壁を設けて、当該2つの連層耐震壁を境界梁ダンパーで連結する方法などが提案されているが、建物内に連層耐震壁を2つ並べて設置することには建物の機能の点から制約があるなどの理由で、当該方法はごく限られた場合にしか適用することができない。
特開2000−328810 特開2006−138127
Furthermore, when seismic force is applied to buildings with high aspect ratios such as high-rise buildings and pencil buildings, the bending deformation of the frame is dominant for the interlaminar displacement especially in the high-rise part of the building. There is a problem that the vibration control effect by the brace type or the stud type vibration damper that exhibits the lowering of the height is lowered as the high-rise part increases. As a prior art for this problem, a method has been proposed in which two multi-layer shear walls are provided in a building and the two multi-layer earthquake walls are connected by a boundary beam damper. This method can only be applied to a limited number of cases, for example, because there are restrictions on the function of the building in installing two of them side by side.
JP 2000-328810 A JP 2006-138127 A
従来の技術が有する上述の課題を解決するために、本発明は、
略矩形平面を有する軸組み構造の建築物において、
当該建築物のX方向およびY方向の外側部を構成するX構面及びY構面は、それぞれX方向およびY方向に高い曲げ剛性を有する柱と、当該柱に剛接合されたそれぞれX方向およびY方向の梁を含み、
X構面の端部柱はY構面外に、Y構面の端部柱はX構面外にそれぞれ位置し、
X、Y構面の互いに隣接する端部柱はXY連結梁によって、平面視斜め方向に連結され、
該XY連結梁は地震時にX、Y構面を構成する柱梁の降伏以前に降伏する架構を有する建築物を提案する。
本発明において略矩形平面とは、幾何学的矩形および平行四辺形、台形、平行でない四辺形、あるいは凹部または凸部を含むこれらの形状等を意味する。また、端部柱とは、XまたはY甲面を構成する柱のうち、最も外側に位置する一対の柱をいう。X方向及びY方向に高い曲げ剛性を有するとは、強軸回りの曲げの方向がX方向及びY方向にそれぞれ対応していることを意味する。
In order to solve the above-described problems of the prior art, the present invention provides:
In a building with a frame structure having a substantially rectangular plane,
The X composition plane and the Y composition plane constituting the outer portion of the building in the X direction and the Y direction are respectively a column having high bending rigidity in the X direction and the Y direction, respectively, Including beams in the Y direction,
The end column of the X plane is located outside the Y plane, and the end column of the Y plane is located outside the X plane,
The end columns adjacent to each other in the X and Y planes are connected in an oblique direction in plan view by XY connecting beams,
The XY connecting beam proposes a building having a frame that yields before the surrender of the column beams constituting the X and Y structural surfaces in the event of an earthquake.
In the present invention, the substantially rectangular plane means a geometric rectangle and a parallelogram, a trapezoid, a nonparallel parallel, or a shape including a concave portion or a convex portion. Moreover, an edge part column means a pair of column located in the outermost side among the columns which comprise X or a Y surface. Having high bending rigidity in the X and Y directions means that the bending directions around the strong axis correspond to the X and Y directions, respectively.
本発明では、上記X、Y構面は当該建築物の主要な耐震架構を構成するものであっても良い。また、X、Y構面は、当該建築物の外側部を構成する耐震骨組みであるが、そのさらに外側に耐震骨組みあるいは非耐震骨組みが設けられていても良い。上記建築物において、X、Y構面を構成する柱は何れもH型鋼であってもよいが、特に端部柱以外の柱はボックス型等であってもよい。   In the present invention, the X and Y structural planes may constitute the main earthquake resistant frame of the building. Further, the X and Y structural surfaces are seismic frames that constitute the outer portion of the building. However, seismic frames or non-seismic frames may be provided on the outer side. In the above-mentioned building, all the columns constituting the X and Y planes may be H-shaped steel, but the columns other than the end columns may be box-shaped.
本発明では、前記XY連結梁は、履歴ダンパーとして作用することが好ましい。当該XY連結梁は、ウェブがせん断降伏するH型断面部材であってもよい。また、端部柱とXY連結梁とはエンドプレートを介して着脱容易にボルト接合されていてもよい。   In the present invention, the XY connecting beam preferably acts as a hysteresis damper. The XY connecting beam may be an H-shaped cross-section member in which the web shears and yields. Further, the end column and the XY connecting beam may be bolted together easily via an end plate.
本発明では、上記建築物において、前記XY連結梁の降伏耐力は、上層階のものほど高く、あるいは、XY連結梁は上層階ほど間隔を密に設けられていてもよい。   In the present invention, in the above-mentioned building, the yield strength of the XY connection beam may be higher as the upper floor, or the XY connection beams may be spaced closer to the upper floor.
本発明によれば、隅柱に加工度が高く従ってコストの高い鋼管柱やクロスH柱を用いることは不要になり、隅柱に代わるX、Y構面の端部柱もH型鋼のような加工度が低く従ってコストの比較的安い型鋼を用いることができるので、建築物のコストを低減することができる。構面端部の端部柱が、X、Y構面の隅柱を兼務しないので、X、Y両方向の地震力に対して応力が過大になることが無いからである。   According to the present invention, it is not necessary to use a steel pipe column or a cross H column that has a high degree of processing and therefore high cost for the corner column, and the end columns of the X and Y planes that replace the corner column are also like H-shaped steel. Since it is possible to use a steel having a low workability and thus a relatively low cost, the cost of the building can be reduced. This is because the end column at the end of the composition plane does not serve as the corner column of the X and Y composition plane, so stress does not become excessive with respect to seismic forces in both the X and Y directions.
本発明によれば、制振ダンパーとして作用するXY連結梁は平面内で斜め方向に(X方向、Y方向のいずれとも平行でなく)設けられているので、1つの部材でありながらX方向及びY方向の変形に対して有効に作用する。また、本発明では、建築物の四隅に制振ダンパーを水平方向に設けることになるので、建物内部空間の設計自由度を阻害しない。制振ダンパーを含む耐震架構を建築物の外周のみとし、内部空間に耐震架構を設けないことも可能になるので、広々とした自由度の高い内部空間を確保することができる。同時にコア配置の自由度も向上する。   According to the present invention, the XY connecting beam that acts as a damping damper is provided in the plane in an oblique direction (not parallel to either the X direction or the Y direction). It works effectively against deformation in the Y direction. Moreover, in this invention, since the damping damper will be provided in the horizontal direction in the four corners of a building, the design freedom of interior space of a building is not inhibited. Since it is possible to make the seismic frame including the vibration damper only on the outer periphery of the building and not to provide the seismic frame in the internal space, it is possible to secure a spacious and highly flexible internal space. At the same time, the degree of freedom of core placement is improved.
X、Y構面が建物の最外層である場合には、XY連結梁の検査、交換は特に容易である。当該、交換の容易性は、端部柱とXY連結梁とがエンドプレートを介して着脱容易にボルト接合されていればさらに向上する。もちろん、建物の適宜の位置にXY連結梁以外の制振ダンパーを設けることは自由である。   When the X and Y structural surfaces are the outermost layers of the building, the inspection and replacement of the XY connecting beams are particularly easy. The ease of replacement is further improved if the end column and the XY connecting beam are easily bolted and detached via the end plate. Of course, it is free to provide a vibration damper other than the XY connecting beam at an appropriate position of the building.
さらに、本発明にかかる建築物の場合は、層間変形において曲げ変形成分が支配的な高層建物やペンシルビルの場合であっても制振効果は有効に作用する。このような高さ幅比の大きな建物に本発明を適用すると、上層部において履歴ダンパーに作用するせん断力は下層部より大きいので、建物の水平変形を抑制する効果が高い。   Further, in the case of the building according to the present invention, the vibration damping effect is effective even in the case of a high-rise building or pencil building where the bending deformation component is dominant in the interlayer deformation. When the present invention is applied to a building having such a large height-to-width ratio, the shearing force acting on the hysteresis damper in the upper layer portion is larger than that in the lower layer portion, so that the effect of suppressing horizontal deformation of the building is high.
以下に実施例を参照して本発明を詳細に説明する。ただし、実施例は発明の理解を助けるための例示であって、本発明がこれらの実施例に限定されるものではないことは言うまでもない。
本発明を適用した4スパン×3スパンの平面を有する10層骨組みの梁伏せ図を図1に、軸組み図を図2に示す。柱梁ともH型断面の部材が用いられており、梁は柱に対してスプリットティー形式でボルト接合されている。X構面を構成する柱の強軸はいずれもX方向を向いており、Y構面を構成する柱の強軸は何れもY方向である。したがって、X構面の端部柱100とY構面の端部柱200の強軸方向は互いに直交しており、これらの間にはXY連結梁300が、2つの端部柱100、200の間に設けられてエンドプレートを介して両者を連結している。梁伏せ図においては、XY連結梁はX方向から略45°回転した向きに設けられている。
Hereinafter, the present invention will be described in detail with reference to examples. However, it is needless to say that the examples are illustrations for helping understanding of the invention, and the present invention is not limited to these examples.
FIG. 1 shows a beam concealment diagram of a 10-layer frame having a plane of 4 spans × 3 spans to which the present invention is applied, and FIG. 2 shows a shaft assembly diagram. An H-shaped cross-section member is used for each column beam, and the beam is bolted to the column in a split tee format. The strong axes of the pillars constituting the X composition plane are all directed in the X direction, and the strong axes of the pillars constituting the Y composition plane are all in the Y direction. Therefore, the strong axis directions of the end column 100 of the X plane and the end column 200 of the Y plane are orthogonal to each other, and the XY connecting beam 300 is formed between the two end columns 100 and 200 between them. They are provided between them and connected via an end plate. In the beam concealment diagram, the XY connecting beam is provided in a direction rotated approximately 45 ° from the X direction.
XY連結梁は、H型断面を有する部材からなり、ウェブがせん断降伏することによってせん断パネル型履歴ダンパーとして作用する。せん断パネルの鋼種は強度が低く変形能力に優れた建築構造用低降伏点鋼が最適であるが、従来の構造用鋼材を用いることもできる。このダンパーは建物の下層の6層までは各層に1つ設けられているが、7層以上の階では各層に2段に設けられている。これは上層階の曲げ変形を有効に抑制するためである。   The XY connecting beam is made of a member having an H-shaped cross section, and acts as a shear panel type hysteresis damper by shear yielding of the web. As the steel type of the shear panel, low yield strength steel for building structures having low strength and excellent deformability is optimal, but conventional structural steel materials can also be used. One damper is provided for each layer up to six layers below the building, but two layers are provided for each layer on the seven or more floors. This is to effectively suppress the bending deformation of the upper floor.
図1および図2に示した実施例では、柱と梁の接合部の梁下部分に方杖型のブレースを配して、骨組みの剛性や強度、制振効果を高めている。この方杖型のブレースは座屈拘束ブレース型の制振ダンパーの例である。本ブレースは、本発明とは別個のものであるから、発明に必須ではない。また、梁は柱にスプリットティーを用いてボルト接合されているので組立および解体が容易であるが、溶接等による接合であっても良い。   In the embodiment shown in FIGS. 1 and 2, a brace-shaped brace is arranged under the beam at the joint between the column and the beam to enhance the rigidity and strength of the frame and the vibration damping effect. This cane type brace is an example of a buckling restrained brace type vibration damper. The brace is not essential to the invention because it is separate from the present invention. Further, since the beams are bolted to the columns using split tees, the beams can be easily assembled and disassembled, but may be joined by welding or the like.
本実施例は、外周架構により耐震架構を構成しているので、地震時の水平荷重は実質的に全て外周架構が負担する。したがって、建物内部空間の柱は、鉛直荷重のみを負担する間柱や床振動を減衰させる間柱であり、外周架構を構成する柱に比較して内部空間の柱の断面は小さい。もちろん、内部空間の自由度を阻害しない範囲で、内部の柱梁に地震力の一部を負担させても良い。
本発明を適用した耐震架構は、必ずしも建物の最外周でなくても良い。その場合、本発明を適用したX構面とY構面のさらに外周に位置する架構にも併せて本発明を適用することもできるし、外周の架構には本発明を適用しないことも可能である。
In this embodiment, since the seismic frame is constituted by the outer frame, substantially all the horizontal loads during the earthquake are borne by the outer frame. Therefore, the pillars in the internal space of the building are intermediate pillars that bear only a vertical load and intermediate pillars that attenuate floor vibration, and the cross section of the pillars in the internal space is smaller than the pillars that constitute the outer frame. Of course, a part of the seismic force may be borne by the internal column beam as long as the degree of freedom of the internal space is not hindered.
The seismic frame to which the present invention is applied is not necessarily the outermost periphery of the building. In that case, the present invention can also be applied to a frame located further on the outer periphery of the X frame and the Y frame to which the present invention is applied, or the present invention can not be applied to an outer frame. is there.
図3は、端部柱100、200とXY連結梁300の拡大斜視図である。X構面を構成する端部柱100とY構面を構成する端部柱200とは、XY連結梁300、310によって連結されている。X構面を構成する端部柱100はH型鋼からなりその強軸は、同じくX構面を構成する他の柱(端部でない柱、同様にH型鋼からなる、図示しない)と同様にX構面と平行であり、Y構面を構成する端部柱200もまたH型鋼からなりその強軸は、同じくY構面を構成する他の柱(端部でない柱、同様にH型鋼からなる、図示しない)と同様にY構面と平行である。梁400、401、410、411もまたH型鋼からなる。柱梁の接合はスプリットティー接合である。また、柱梁の接合部近傍は方杖型のブレース500によって補強されており、当該ブレースは座屈拘束型であって制振ダンパーとして作用する。   FIG. 3 is an enlarged perspective view of the end columns 100 and 200 and the XY connecting beam 300. The end column 100 constituting the X plane and the end column 200 constituting the Y plane are connected by XY connecting beams 300 and 310. The end column 100 constituting the X plane is made of H-shaped steel, and its strong axis is the same as that of other columns (columns that are not end portions, likewise made of H-type steel, not shown) that also constitute the X plane. The end column 200 that is parallel to the construction surface and that constitutes the Y construction surface is also made of H-shaped steel, and its strong axis is made of another column that also constitutes the Y construction surface (columns that are not end portions, as well as H-shaped steel. (Not shown) is parallel to the Y plane. The beams 400, 401, 410, and 411 are also made of H-shaped steel. The column beam connection is split tee connection. Further, the vicinity of the joint portion of the column beam is reinforced by a cane-type brace 500, which is a buckling restraint type and acts as a vibration damper.
XY連結梁300、310は梁400、401、410、411と同一平面において、X構面及びY構面に対して45°の方向に延在する。XY連結梁300、310もまたH型鋼によって構成され、その両端部はエンドプレート600、601、610、611を介して端部柱100、200にボルト接合されている。   The XY connecting beams 300 and 310 extend in the direction of 45 ° with respect to the X and Y planes in the same plane as the beams 400, 401, 410 and 411. The XY connecting beams 300 and 310 are also made of H-shaped steel, and both ends thereof are bolted to the end columns 100 and 200 via end plates 600, 601, 610 and 611.
図4は、本発明を適用した建物の地震時のX方向の変形状態を図示したものである。図において、X構面は端部柱100と102との間に構成されている。Y構面は、端部柱200および201から紙面の奥方向に構成される構面である。地震時には、X構面およびY構面とも曲げせん断変形しているものと考えられるが、図4によれば、X面内において一体として曲げせん断変形するX構面と、Y構面のX方向の挙動は異なり、結果的に端部柱100と200との間には、上層階に行くにしたがって大きな相対変位を生じていることが分かる。   FIG. 4 illustrates a deformation state in the X direction during an earthquake of a building to which the present invention is applied. In the figure, the X plane is formed between the end columns 100 and 102. The Y surface is a surface formed from the end columns 200 and 201 in the depth direction of the drawing. At the time of the earthquake, it is considered that both the X and Y composition planes are bending and shearing deformed, but according to FIG. It can be seen that, as a result, a large relative displacement occurs between the end pillars 100 and 200 as it goes to the upper floor.
高層建物等建物の幅に対して高さの大きな建物の上層階においては、曲げ変形が支配的であるにもかかわらず、本発明を適用した建物の場合にはXY連結梁には上層階に行くに従って大きな変形が集中している。このことは、XY連結梁が制振ダンパーとして作用する場合には、建物の振動エネルギー、特に上層階の振動エネルギーを有効に吸収すること、さらにそのことによって制振作用を効果的に発揮することを意味している。つまり、本発明は幅に対して高さの高い建物に用いた場合にも有効に制振作用を発揮することが顕著に示されている。   In the upper floor of a building having a height higher than the width of the building, such as a high-rise building, the bending deformation is dominant, but in the case of the building to which the present invention is applied, the XY connecting beam is connected to the upper floor. Large deformations are concentrated as you go. This means that when the XY connecting beam acts as a damping damper, it effectively absorbs the vibration energy of the building, especially the vibration energy of the upper floors, and thereby effectively exhibits the damping action. Means. In other words, the present invention is remarkably shown to effectively exhibit a vibration damping action even when used in a building having a height higher than the width.
本発明を適用した建築物の梁伏せ図Beam floor plan of a building to which the present invention is applied 本発明を適用した建築物の軸組図A framework diagram of a building to which the present invention is applied 本発明による端部柱とXY連結梁の斜視図Perspective view of end column and XY connecting beam according to the present invention 本発明を適用した建築物の地震時の変形図Figure of deformation of building to which the present invention is applied at the time of earthquake
符号の説明Explanation of symbols
10、11 X構面を構成する柱(端部柱以外の柱)
20、21 Y構面を構成する柱(端部柱以外の柱)
100 X構面を構成する端部柱
200 Y構面を構成する端部柱
300、310 XY連結梁
400、410 X構面を構成する梁
401、411 Y構面を構成する梁
500 方杖型ブレース
600、601、610、611 エンドプレート
10, 11 Columns composing the X plane (columns other than end columns)
20, 21 Columns composing the Y surface (columns other than end columns)
100 End Column 200 Constructing X Construction Plane End Column 300, 310 Constructing Y Construction Plane XY Connecting Beams 400, 410 Beam 401 Constructing X Construction Plane 411 Beam 500 Constructing Y Construction Plane Cane Type Brace 600, 601, 610, 611 End plate

Claims (1)

  1. 略矩形平面を有する軸組み構造の建築物において、
    当該建築物のX方向およびY方向の外側部を構成するX構面及びY構面は、それぞれX方向およびY方向に高い曲げ剛性を有する柱と、当該柱に剛接合されたそれぞれX方向およびY方向の梁を含み、
    前記柱と前記梁の接合部の梁下部分に方丈型のブレースを配するとともに、
    X構面の端部柱はY構面外に、Y構面の端部柱はX構面外にそれぞれ位置し、
    X、Y構面の互いに隣接する端部柱はX方向およびY方向の変形に対してせん断パネル型履歴ダンパーとして作用するXY連結梁によって、平面視斜め方向に連結され、
    該XY連結梁は地震時にX、Y構面を構成する柱梁の降伏以前に降伏する架構を有する建築物。
    In a building with a frame structure having a substantially rectangular plane,
    The X composition plane and the Y composition plane constituting the outer portion of the building in the X direction and the Y direction are respectively a column having high bending rigidity in the X direction and the Y direction, respectively, Including beams in the Y direction,
    While arranging a brace-shaped brace in the lower beam part of the joint between the column and the beam,
    The end column of the X plane is located outside the Y plane, and the end column of the Y plane is located outside the X plane,
    The end columns adjacent to each other in the X and Y planes are connected in an oblique direction in plan view by XY connecting beams that act as shear panel type hysteresis dampers against deformation in the X and Y directions ,
    The XY connecting beam is a building having a frame that yields before the surrender of the column beams constituting the X and Y planes in the event of an earthquake.
JP2006312647A 2006-11-20 2006-11-20 Buildings with steel frame vibration control frames Expired - Fee Related JP4994009B2 (en)

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