JP4909395B2 - Building seismic control structure - Google Patents

Building seismic control structure Download PDF

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JP4909395B2
JP4909395B2 JP2009240779A JP2009240779A JP4909395B2 JP 4909395 B2 JP4909395 B2 JP 4909395B2 JP 2009240779 A JP2009240779 A JP 2009240779A JP 2009240779 A JP2009240779 A JP 2009240779A JP 4909395 B2 JP4909395 B2 JP 4909395B2
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steel
column
frame
panel
damper
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JP2010013934A (en
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大輔 桂
聡 佐々木
康人 佐々木
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Fujita Corp
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Description

本発明は、建物に適用される制震構造に関するものである。   The present invention relates to a vibration control structure applied to a building.

建築物における制震構造は、基本的にはばねと、減衰部材であるダンパとから構成される。ダンパには履歴型ダンパ等、種々のものがあり、また、前記履歴型ダンパとしては、例えば降伏点の低い鋼材等からなるパネルダンパが知られている。図１０（Ａ）は、パネルダンパを用いた従来の制震構造の一例を概略的に示すもので、図中１０１，１０２は上下の鉄骨梁、１０３，１０４は前記鉄骨梁１０１，１０２に交差した鉄骨柱である。前記鉄骨梁１０１，１０２間には、その対向方向に設けた鋼材等からなる支持部材１０５，１０６を介してパネルダンパ１０７が連結され、前記鉄骨梁１０１，１０２と鉄骨柱１０３，１０４とで囲まれた構面内に、ブレース状又は間柱状に配置されている（図示の例は間柱状のものである）。   The vibration control structure in a building basically includes a spring and a damper that is a damping member. There are various types of dampers such as a hysteretic damper, and a panel damper made of a steel material having a low yield point is known as the hysteretic damper. FIG. 10A schematically shows an example of a conventional vibration control structure using a panel damper. In the figure, 101 and 102 are upper and lower steel beams, and 103 and 104 intersect the steel beams 101 and 102. FIG. It is a steel column. A panel damper 107 is connected between the steel beams 101 and 102 via support members 105 and 106 made of steel or the like provided in the facing direction, and surrounded by the steel beams 101 and 102 and the steel columns 103 and 104. It is arranged in a brace shape or a stud shape in the formed construction surface (the example shown in the figure is a stud shape).

上記の構造においては、鉄骨架構全体がばねの働きをしており、パネルダンパ１０７は、地震の加速度が入力されると、図１０（Ｂ）に示されるように、鉄骨梁１０１，１０２が水平方向へ相対変位されるのに伴い、支持部材１０５，１０６間で自らが大きく剪断降伏変形することによって振動エネルギを吸収し、上部の構造体に被害が及ぶのを防止するものである。また、地震発生時の構造物全体の変形を小さくし、カーテンウォールの落下を防ぐ等の効果がある。   In the above structure, the entire steel frame functions as a spring. When the earthquake acceleration is input to the panel damper 107, as shown in FIG. 10B, the steel beams 101 and 102 are horizontal. Along with the relative displacement in the direction, the vibration energy is absorbed by a large shear yield deformation between the support members 105 and 106, and damage to the upper structure is prevented. In addition, there are effects such as reducing the deformation of the entire structure when an earthquake occurs and preventing the curtain wall from falling.

実開平７−３１７３７０号公報Japanese Utility Model Publication No. 7-317370

しかしながら、上記従来の技術によれば、鉄骨梁１０１，１０２と鉄骨柱１０３，１０４とで囲まれた構面内に、支持部材１０５，１０６及びパネルダンパ１０７がブレース状又は間柱状に配置される場合は、これらが前記構面を塞ぐような形になるので、図１０（Ａ）に一点鎖線で示されるように、窓やドア等の開口部１０８を形成する構面や、居室内部に位置する構面にはパネルダンパ１０７の設置が困難である。また、設置した場合、開口部１０８の形成が制約されたり、開口部１０８に露出した状態で設置せざるを得なかったり、あるいは居室等のレイアウトの妨げとなる。   However, according to the above-described conventional technique, the support members 105 and 106 and the panel damper 107 are arranged in a brace shape or a stud shape in a construction surface surrounded by the steel beams 101 and 102 and the steel columns 103 and 104. In such a case, since these form the shape that blocks the construction surface, as shown by the one-dot chain line in FIG. It is difficult to install the panel damper 107 on the construction surface. In addition, when installed, the formation of the opening 108 is restricted, it must be installed in a state of being exposed to the opening 108, or the layout of the living room or the like is hindered.

本発明は、上記のような問題に鑑みてなされたもので、その技術的課題とするところは、地震エネルギ吸収能力を確保し、かつ柱の軸方向耐力を確保し、構面内の開口部の形成が制約されにくい制震構造を提供することにある。   The present invention has been made in view of the above-mentioned problems, and the technical problem is that the seismic energy absorption capacity is ensured and the axial proof stress of the column is secured, and the opening in the construction surface is provided. The purpose is to provide a seismic control structure that is less constrained from forming.

上述した技術的課題は、本発明によって有効に解決することができる。
すなわち本発明に係る建物の制震構造は、相対的に上側の架構と相対的に下側の架構における柱頭部との間、及び前記相対的に上側の架構における柱梁接合部を構成すると共に水平方向に隣り合う端部同士の連結によって鉄骨梁となる梁部材の下面と前記相対的に下側の架構における柱頭部近傍から水平方向へ前記梁部材と平行に張り出したブラケットとの間のうち、いずれか一方に前記相対的に上側の架構を前記相対的に下側の架構上に水平方向相対変位可能に支持する滑り支承を設け、他方にパネルダンパを連結し、このパネルダンパは、水平剪断力を受けて塑性変形可能なウェブパネルを有するものであり、前記相対的に上側の架構における鉄骨柱が前記梁部材に連結されるとともに、前記相対的に下側の架構における鉄骨柱が、前記ブラケット及び前記パネルダンパを介して前記梁部材に連結され、これによって前記滑り支承、ブラケット及びパネルダンパが、前記両鉄骨柱に予め一体化されたことを特徴とするものである。 The technical problem described above can be effectively solved by the present invention.
That is, the vibration control structure of a building according to the present invention constitutes the column beam joint portion between the relatively upper frame and the column head in the relatively lower frame, and the relatively upper frame. Between the lower surface of the beam member that becomes a steel beam by the connection between the ends adjacent in the horizontal direction and the bracket that extends in parallel with the beam member in the horizontal direction from the vicinity of the column head in the lower frame. A sliding bearing for supporting the relatively upper frame on the relatively lower frame so as to be capable of horizontal relative displacement is provided on one side, and a panel damper is connected to the other side. It has a web panel that can be plastically deformed by receiving a shearing force, and the steel column in the relatively upper frame is connected to the beam member, and the steel column in the relatively lower frame , before Symbol Racket and is connected to said beam members via the panel damper, whereby the sliding bearings, brackets and panels damper is characterized in that said predetermined integrated into both steel columns.

本発明に係る建物の制震構造によると、鉛直荷重を水平方向相対変位可能に支持する滑り支承と、地震による相対的に下側の架構と上側の架構との間で水平剪断力を受けて塑性変形されるパネルダンパを備えるため、優れた制震機能を得ることができ、しかも、ブレース状又は間柱状の支持部材等を用いないので、従来の制震構造に比較して、施工コストや重量を低減することができる。   According to the vibration control structure of a building according to the present invention, a sliding bearing that supports a vertical load so that the horizontal load can be relatively displaced, and a horizontal shear force between the lower frame and the upper frame caused by the earthquake are received. Because it has a panel damper that is plastically deformed, it can provide excellent seismic control function, and because it does not use brace-like or stud-like support members, construction costs and Weight can be reduced.

また、パネルダンパ及び滑り支承を鉄骨柱の一部として工場で製作し、そのまま現場へ搬入することができるので、現場での施工を容易・迅速に行うことができ、前記パネルダンパ及び滑り支承等の要素が構面内の開口部等に露出することがないので、前記開口部等の設計上の制約を受けにくいといった、優れた効果が実現される。   In addition, panel dampers and sliding bearings can be manufactured at the factory as part of a steel column and can be carried to the site as they are, so construction on the site can be performed easily and quickly, such as panel dampers and sliding bearings, etc. Since the above element is not exposed to the opening or the like in the composition surface, an excellent effect that it is difficult to be restricted by the design of the opening or the like is realized.

本発明に係る建物の制震構造の一実施形態を部分的に示すもので、（Ａ）は立面図、（Ｂ）は（Ａ）におけるＢ−Ｂ’矢視図である。BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 partially shows an embodiment of a building vibration control structure according to the present invention, in which (A) is an elevational view and (B) is a view taken along arrow B-B 'in (A). 上記実施形態による作用を示すもので、（Ａ）は通常状態、（Ｂ）は地震による変形状態を示す説明図である。It shows the operation according to the above embodiment, (A) is a normal state, (B) is an explanatory diagram showing a deformation state due to an earthquake. 上記実施形態の制震構造を採用した鉄骨建築物を示すもので、（Ａ）は平面図、（Ｂ）は（Ａ）におけるＢ−Ｂ’矢視の立面図である。The steel building which employ | adopted the damping structure of the said embodiment is shown, (A) is a top view, (B) is an elevation view of the B-B 'arrow in (A). 上記実施形態で適用される滑り支承の構成を示す説明図である。It is explanatory drawing which shows the structure of the sliding bearing applied in the said embodiment. 上記実施形態で適用される滑り支承の他の構成を示す説明図である。It is explanatory drawing which shows the other structure of the sliding bearing applied in the said embodiment. 上記実施形態で適用される滑り支承の他の構成を示す説明図である。It is explanatory drawing which shows the other structure of the sliding bearing applied in the said embodiment. 曲面滑り支承の構成を示す説明図である。It is explanatory drawing which shows the structure of a curved surface slide bearing. 本発明に係る建物の制震構造の他の実施形態を部分的に示すもので、（Ａ）は立面図、（Ｂ）は（Ａ）におけるＢ−Ｂ’矢視図である。The other embodiment of the vibration control structure of the building which concerns on this invention is shown partially, (A) is an elevation, (B) is a B-B 'arrow line view in (A). 本発明に係る建物の制震構造の他の実施形態を部分的に示す立面図である。It is an elevation view which partially shows other embodiment of the vibration control structure of the building which concerns on this invention. 従来技術による建物の制震構造を示すもので、（Ａ）は通常状態、（Ｂ）は地震による変形状態を示す説明図である。It shows the seismic control structure of a building according to the prior art, (A) is a normal state, (B) is an explanatory diagram showing a deformation state due to an earthquake.

図１は、本発明に係る建物の制震構造を鉄骨構造の架構に適用した一実施形態を部分的に示すもので、（Ａ）は立面図、（Ｂ）は（Ａ）におけるＢ−Ｂ’矢視図である。この図において、符号１は鉄骨梁、符号２Ａは下端部がこの鉄骨梁１に溶接等によって接合された角型鋼管等からなる鉄骨柱（以下、上部鉄骨柱という）、符号２Ｂは鉄骨梁１の下方に前記上部鉄骨柱２Ａの真下に位置して配置された角型鋼管等からなる鉄骨柱（以下、下部鉄骨柱という）である。図３（Ｂ）に示されるように、鉄骨梁１は、柱梁接合部１０を構成する第一の梁部材１ａと、水平方向に隣り合う第一の梁部材１ａ間に、添接板等を介してボルトにより接合される第二の梁部材１ｂからなる。
FIG. 1 partially shows an embodiment in which the vibration control structure of a building according to the present invention is applied to a steel structure frame, wherein (A) is an elevational view and (B) is B- in (A). It is B 'arrow view. In this figure, reference numeral 1 is a steel beam, reference numeral 2A is a steel column (hereinafter referred to as an upper steel column) made of a square steel pipe whose lower end is joined to the steel beam 1 by welding or the like, and reference numeral 2B is a steel beam 1 Is a steel column made of a square steel pipe or the like (hereinafter referred to as a lower steel column) disposed below the upper steel column 2A. As shown in FIG. 3 (B), the steel beam 1 includes an attachment plate or the like between the first beam member 1a constituting the column beam joint 10 and the first beam member 1a adjacent in the horizontal direction. It consists of the 2nd beam member 1b joined by a volt | bolt via.

上部鉄骨柱２Ａと第一の梁部材１ａとの柱梁接合部１０の下面と、その下側に位置する下部鉄骨柱２Ｂの頭部との間には、前記柱梁接合部１０の下面を水平方向相対変位自在に支承し、その鉛直荷重を下部鉄骨柱２Ｂ（下部架構）へ伝達する可動支承として、滑り支承１１が設けられている。また、下部鉄骨柱２Ｂの頭部近傍には、水平方向へ第一の梁部材１ａと平行に複数方向へ張り出した状態で複数のブラケット１２が溶接等により接合されており、各ブラケット１２と前記第一の梁部材１ａとの間には、それぞれ履歴型ダンパの一種であるパネルダンパ１３が、複数のボルト等により連結されている。
Between the lower surface of the beam-to-column joint 10 between the upper steel column 2A and the first beam member 1a and the head of the lower steel column 2B positioned below the lower beam, the lower surface of the beam-to-column joint 10 is provided. A sliding bearing 11 is provided as a movable bearing that is supported so as to be relatively displaceable in the horizontal direction and transmits the vertical load to the lower steel column 2B (lower frame). In addition, a plurality of brackets 12 are joined by welding or the like in the vicinity of the head of the lower steel column 2B so as to protrude in a plurality of directions in parallel with the first beam member 1a in the horizontal direction. A panel damper 13, which is a kind of hysteretic damper, is connected to the first beam member 1 a by a plurality of bolts or the like.

パネルダンパ１３は、よく知られているように、降伏点が著しく低く、かつ伸びの良い鋼材（例えば極低降伏点鋼と呼ばれる）からなるウェブパネル（剪断パネル）１３ａと、その周囲に溶接され、ウェブパネル１３ａに対して垂直な面をなすフランジ枠１３ｂとを有するものである。この実施形態において、各パネルダンパ１３は、前記ウェブパネル１３ａが鉄骨梁１の延長方向と平行な鉛直面をなすように取り付けられている。   As is well known, the panel damper 13 is welded to a web panel (shear panel) 13a made of a steel material having a remarkably low yield point and excellent elongation (for example, called an extremely low yield point steel), and the periphery thereof. And a flange frame 13b that forms a surface perpendicular to the web panel 13a. In this embodiment, each panel damper 13 is attached so that the web panel 13 a forms a vertical plane parallel to the extending direction of the steel beam 1.

下部鉄骨柱２Ｂと各パネルダンパ１３との間には、それぞれ適当なクリアランスδが設けられている。このクリアランスδは、パネルダンパ１３の剪断変形量を考慮して、例えば３０ｍｍ以上に設定される。   An appropriate clearance δ is provided between the lower steel column 2B and each panel damper 13. This clearance δ is set to, for example, 30 mm or more in consideration of the amount of shear deformation of the panel damper 13.

上記構成によれば、上部鉄骨柱２Ａ及び鉄骨梁１を含む上部架構による鉛直方向の荷重が、柱梁接合部１０の下面から滑り支承１１を介して下部鉄骨柱２Ｂへ伝達され、層間の剪断力は、下部鉄骨柱２Ｂに接合されたブラケット１２と、上部鉄骨柱２Ａに接合された第一の梁部材１ａとの間で、パネルダンパ１３を介して伝達され、図１（Ａ）の立面に対して垂直な方向に対する鉄骨梁１の曲げモーメントは、前記パネルダンパ１３のフランジ枠１３ｂを介して伝達され、同方向に対する鉄骨梁１の水平剪断力は、前記フランジ枠１３ｂを介して下部鉄骨柱２Ｂに伝達される。
According to the above configuration, the vertical load due to the upper frame including the upper steel column 2A and the steel beam 1 is transmitted from the lower surface of the column beam joint 10 to the lower steel column 2B via the sliding support 11, and shearing between layers is performed. The force is transmitted through the panel damper 13 between the bracket 12 joined to the lower steel column 2B and the first beam member 1a joined to the upper steel column 2A. The bending moment of the steel beam 1 with respect to the direction perpendicular to the plane is transmitted through the flange frame 13b of the panel damper 13, and the horizontal shearing force of the steel beam 1 with respect to the same direction is transmitted through the flange frame 13b. It is transmitted to the steel column 2B.

地震による水平方向の加速度が入力された場合は、図２（Ａ）に示される通常状態から、同（Ｂ）に示されるように、下部鉄骨柱２Ｂとその上側の鉄骨架構（上部鉄骨柱２Ａ、鉄骨梁１及びその接合部１０等）が、滑り支承１１における摺動を伴いながら相対変位し、パネルダンパ１３が繰り返し塑性変形を受けることによって、振動エネルギが消費される。そして、パネルダンパ１３の高さ寸法を、階高よりも十分に小さくすれば、この図における下側の鉄骨梁１と上側の鉄骨梁１との相対的な変位角（層間変位角）に比較して、パネルダンパ１３に与えられる剪断変位角が大きくなり、大きな減衰効果を発揮することができる。   When horizontal acceleration due to an earthquake is input, from the normal state shown in FIG. 2 (A), as shown in FIG. 2 (B), the lower steel column 2B and the upper steel frame (upper steel column 2A) The steel beam 1 and its joint 10 and the like are relatively displaced while sliding on the sliding bearing 11, and the panel damper 13 is repeatedly subjected to plastic deformation, so that vibration energy is consumed. And if the height dimension of the panel damper 13 is made sufficiently smaller than the floor height, it is compared with the relative displacement angle (interlayer displacement angle) between the lower steel beam 1 and the upper steel beam 1 in this figure. And the shear displacement angle given to the panel damper 13 becomes large, and a big damping effect can be exhibited.

また、この実施形態によれば、先に説明した図１０の従来技術のような、鋼材等による間柱状あるいはブレース状の支持部材１０５，１０６が不要であるため、施工コストや重量の軽減を図ることができる。しかも、滑り支承１１、ブラケット１２及びパネルダンパ１３が、柱梁接合部１０の近傍に設けられるものであることから、これらを、図２に一点鎖線で示される天井板３より上側の天井空間内に格納することができる。したがって、前記滑り支承１１、ブラケット１２及びパネルダンパ１３が構面内の開口部４から露出したり、この開口部４等の設計が制約を受けることがない。   In addition, according to this embodiment, the columnar or brace-like support members 105 and 106 made of steel or the like as in the prior art of FIG. 10 described above are unnecessary, so that the construction cost and weight can be reduced. be able to. In addition, since the sliding bearing 11, the bracket 12, and the panel damper 13 are provided in the vicinity of the column beam joint portion 10, these are installed in the ceiling space above the ceiling plate 3 indicated by a one-dot chain line in FIG. Can be stored. Therefore, the sliding support 11, the bracket 12, and the panel damper 13 are not exposed from the opening 4 in the construction surface, and the design of the opening 4 and the like is not restricted.

図３は、本発明の制震構造を採用した四層の鉄骨建築物の一例を示すもので、（Ａ）は平面図、（Ｂ）は（Ａ）におけるＢ−Ｂ’矢視の立面図である。すなわち、この図３においては、各層の鉄骨柱２の頭部に、各層の鉄骨梁１が水平方向へ格子状に結合されており、滑り支承１１、ブラケット１２及びパネルダンパ１３は、前記各鉄骨柱２と鉄骨梁１（第一の梁部材１ａ）との柱梁接合部１０のうち、水平方向に対しては一つおきに、また鉛直方向に対しては各層に直列に配置されている。
3A and 3B show an example of a four-layer steel building adopting the vibration control structure of the present invention. FIG. 3A is a plan view, and FIG. 3B is an elevational view taken along the line BB ′ in FIG. FIG. That is, in this FIG. 3, the steel beam 1 of each layer is connected to the head of the steel column 2 of each layer in a grid pattern in the horizontal direction, and the sliding bearing 11, the bracket 12 and the panel damper 13 are connected to each steel frame. Of the column-to-column joints 10 between the column 2 and the steel beam 1 (the first beam member 1a) , every other column is arranged in the horizontal direction and arranged in series in each layer in the vertical direction. .

鉄骨柱２は、第一の梁部材１ａ又はこの第一の梁部材１ａとブラケット１２及びパネルダンパ１３等を介して二層分が連結された状態に予め工場で製作され、滑り支承１１、ブラケット１２及びパネルダンパ１３は、鉄骨柱２の一部として工場で組み込み製作されたものである。
 The steel column 2 is manufactured in advance in a factory in a state where two layers of the first beam member 1a or the first beam member 1a and the bracket 12, the panel damper 13 and the like are connected to each other. 12 and the panel damper 13 are assembled and manufactured in a factory as a part of the steel column 2.

したがって、上記図３に示された鉄骨建築物の施工においては、まず二層分の高さの鉄骨柱２，２，・・・の建方を行い、その中間高さ及び上端に位置する一層目の第一の梁部材１ａ，１ａ，・・・間及び二層目の第一の梁部材１ａ，１ａ，・・・間に、それぞれ第二の梁部材１ｂ，１ｂ，・・・を接合し、次に三・四層目の鉄骨柱２，２，・・・を二層目の鉄骨柱上に建てて接合していくといった、通常の場合と同様の手順で施工することができ、パネルダンパ１３等の取り付けのための別工程が不要である。   Therefore, in the construction of the steel building shown in FIG. 3 above, first, the steel columns 2, 2,... The second beam members 1b, 1b,... Are joined between the first beam members 1a, 1a,... And the first beam members 1a, 1a,. Next, the third and fourth layers of steel columns 2, 2, ... can be built on the second layer of steel columns and joined in the same procedure as normal, A separate process for attaching the panel damper 13 or the like is not necessary.

滑り支承１１は、基本的には下部鉄骨柱２Ｂの上端面に接合された下部摺動部材と、これに対向する上部鉄骨柱２Ａ側の下端面に接合された上部摺動部材が、互いに水平方向摺動可能に密接衝合された構造を備えるもので、その具体例としては、図４乃至図７に示されるようなものが好適である。   The sliding bearing 11 basically includes a lower sliding member joined to the upper end surface of the lower steel column 2B and an upper sliding member joined to the lower end surface on the upper steel column 2A opposite to the lower sliding member. As shown in FIG. 4 to FIG. 7, a specific example is suitable as it has a structure that is closely abutted so as to be slidable in the direction.

このうち、図４に示される滑り支承１１は、下部摺動部材が、下部鉄骨柱２Ｂの頭部上面を構成するエンドプレート２ｂに、図示されていない螺子部材等により固定された平滑なステンレス鋼板１１１からなり、これに摺動可能に衝合される上部摺動部材が、ＰＴＦＥ（ポリテトラフルオロエチレン；例えば商品名テフロン）等の低摩擦樹脂板１１２からなり、この低摩擦樹脂板１１２が、上部鉄骨柱２Ａの下端面を構成するエンドプレート２ａに図示されていない螺子部材等により固定された金属製ホルダ１１３の下面に接着された構造を備える。   Among these, the sliding bearing 11 shown in FIG. 4 is a smooth stainless steel plate in which the lower sliding member is fixed to the end plate 2b constituting the upper surface of the head of the lower steel column 2B by a screw member (not shown). 111, and the upper sliding member slidably abutted thereon comprises a low friction resin plate 112 such as PTFE (polytetrafluoroethylene; for example, trade name Teflon). It has a structure that is bonded to the lower surface of a metal holder 113 that is fixed to the end plate 2a constituting the lower end surface of the upper steel column 2A by a screw member (not shown).

また、図５に示される滑り支承１１は、下部摺動部材が、図４と同様のステンレス鋼板１１１からなり、上部摺動部材がＰＴＦＥ等の低摩擦樹脂板１１２からなる。上部鉄骨柱２Ａのエンドプレート２ａには、金属製ホルダ１１３が図示されていない螺子部材等により固定され、その下側にゴム板１１４を介して金属製の第二ホルダ１１５が連結され、前記低摩擦樹脂板１１２が、この第二ホルダ１１５の下面に接着されている。前記ゴム板１１４は、施工誤差を吸収すると共に、接合部にかかる曲げモーメントを減少させるので、滑り支承１１の機能を保持するのに有効である。また、前記ゴム板１１４としては、例えばクロロプレンゴム等を用いることが有効である。   In the sliding support 11 shown in FIG. 5, the lower sliding member is made of the same stainless steel plate 111 as in FIG. 4, and the upper sliding member is made of the low friction resin plate 112 such as PTFE. A metal holder 113 is fixed to the end plate 2a of the upper steel column 2A by a screw member or the like (not shown), and a metal second holder 115 is connected to the lower side of the end plate 2a via a rubber plate 114. A friction resin plate 112 is bonded to the lower surface of the second holder 115. The rubber plate 114 is effective in maintaining the function of the sliding support 11 because it absorbs construction errors and reduces the bending moment applied to the joint. As the rubber plate 114, it is effective to use, for example, chloroprene rubber.

また、図６に示される滑り支承１１は、下部摺動部材が、下部鉄骨柱２Ｂの上端面を構成するエンドプレート２ｂに、図示されていない螺子部材等により固定された平滑なステンレス鋼板１１１からなり、これに摺動可能に衝合される上部摺動部材が、上部鉄骨柱２Ａの下端面を構成するエンドプレート２ａに図示されていない螺子部材等により固定された平滑なステンレス板１１６からなるものである。   Further, in the sliding support 11 shown in FIG. 6, the lower sliding member is made of a smooth stainless steel plate 111 fixed to the end plate 2b constituting the upper end surface of the lower steel column 2B by a screw member or the like not shown. The upper sliding member that is slidably engaged with this is formed of a smooth stainless steel plate 116 fixed to the end plate 2a constituting the lower end surface of the upper steel column 2A by a screw member or the like not shown. Is.

また、図７に示される滑り支承１１は、振り子運動を利用したもので、球面滑り支承あるいは曲面滑り支承と呼ばれ、上下に配置された一対の板状部材１１７Ａ，１１７Ｂにおける互いの対向面のうち一方又は双方に、球状凹面１１７ａを形成し、前記両板状部材１１７Ａ，１１７Ｂ間に、前記球状凹面１１７ａとの接触面が球状凸面１１８ａをなす可動子１１８を介在させてある。前記球状凹面１１７ａと球状凸面１１８ａによる摺動面は、ＰＴＦＥ等、低摩擦係数の材料で形成される。なお、１１９はダストシールである。   Further, the sliding bearing 11 shown in FIG. 7 uses a pendulum motion, and is called a spherical sliding bearing or a curved sliding bearing. The sliding bearings 11 of the pair of plate-like members 117A and 117B arranged on the upper and lower sides are opposed to each other. A spherical concave surface 117a is formed on one or both of them, and a mover 118 having a spherical convex surface 118a in contact with the spherical concave surface 117a is interposed between the plate-like members 117A and 117B. The sliding surface formed by the spherical concave surface 117a and the spherical convex surface 118a is formed of a material having a low friction coefficient such as PTFE. Reference numeral 119 denotes a dust seal.

なお、上述した図４乃至図７の滑り支承１１においては、摺動面の摩擦力により、地震エネルギをある程度吸収することができる。   In the above-described sliding bearing 11 shown in FIGS. 4 to 7, the seismic energy can be absorbed to some extent by the frictional force of the sliding surface.

図８の立面図（Ａ）及びＢ−Ｂ’矢視図（Ｂ）に示される実施形態は、基本的には先の図１と同様に、下部鉄骨柱２Ｂの上端面に柱梁接合部１０の下面を水平方向相対変位自在に支承する滑り支承１１と、下部鉄骨柱２Ｂの上端近傍に、水平方向へ第一の梁部材１ａと平行に四方へ張り出した状態で溶接等により接合されたブラケット１２と、このブラケット１２と前記第一の梁部材１ａとの間に複数のボルト等により連結された四個のパネルダンパ１３からなる。各パネルダンパ１３は、ウェブパネル１３ａが鉄骨梁１の延長方向に対して直交する鉛直面をなすように取り付けられている。また、各パネルダンパ１３は、それぞれ下部鉄骨柱２Ｂの上部側面に対して、適切なクリアランスδをもって配置されている。
The embodiment shown in the elevation view (A) and the BB ′ arrow view (B) in FIG. 8 is basically a beam-to-column connection to the upper end surface of the lower steel column 2B, as in FIG. A sliding bearing 11 that supports the lower surface of the portion 10 so as to be relatively displaceable in the horizontal direction is joined to the vicinity of the upper end of the lower steel column 2B by welding or the like in a state of projecting in four directions parallel to the first beam member 1a in the horizontal direction. Bracket 12 and four panel dampers 13 connected between the bracket 12 and the first beam member 1a by a plurality of bolts or the like. Each panel damper 13 is attached so that the web panel 13 a forms a vertical plane orthogonal to the extending direction of the steel beam 1. Moreover, each panel damper 13 is arrange | positioned with the appropriate clearance (delta) with respect to the upper side surface of the lower steel column 2B, respectively.

また、図９の立面図に示される実施形態は、上部鉄骨柱２Ａの下端面と下部鉄骨柱２Ｂの上端面が、パネルダンパ１３を介して互いに連結されている。そして、下部鉄骨柱２Ｂの上端部に接合されたブラケット１２は、両端部から上方へ延在された立上り部１２ａ，１２ａを有し、滑り支承１１が、上下に互いに近接対向する前記立上り部１２ａ，１２ａの上端面と、第一の梁部材１ａの下面との間に介在されたものである。前記立上り部１２ａ，１２ａは、パネルダンパ１３に対して適切なクリアランスδをもって形成されている。
In the embodiment shown in the elevation view of FIG. 9, the lower end surface of the upper steel column 2 </ b> A and the upper end surface of the lower steel column 2 </ b> B are connected to each other via the panel damper 13. The bracket 12 joined to the upper end of the lower steel column 2B has rising portions 12a and 12a extending upward from both ends, and the rising portions 12a in which the sliding bearings 11 are close to each other and face each other. , 12a and the lower surface of the first beam member 1a . The rising portions 12 a and 12 a are formed with an appropriate clearance δ with respect to the panel damper 13.

１ 鉄骨梁
１ａ 第一の梁部材
２，２Ａ，２Ｂ 鉄骨柱
１０ 柱梁接合部
１１ 滑り支承
１３ パネルダンパ
1 Steel beam
1a First beam member 2, 2A, 2B Steel column 10 Column beam joint 11 Sliding bearing 13 Panel damper

Claims (1)

相対的に上側の架構と相対的に下側の架構における柱頭部との間、及び前記相対的に上側の架構における柱梁接合部を構成すると共に水平方向に隣り合う端部同士の連結によって鉄骨梁となる梁部材の下面と前記相対的に下側の架構における柱頭部近傍から水平方向へ前記梁部材と平行に張り出したブラケットとの間のうち、いずれか一方に前記相対的に上側の架構を前記相対的に下側の架構上に水平方向相対変位可能に支持する滑り支承を設け、他方にパネルダンパを連結し、このパネルダンパは、水平剪断力を受けて塑性変形可能なウェブパネルを有するものであり、前記相対的に上側の架構における鉄骨柱が前記梁部材に連結されるとともに、前記相対的に下側の架構における鉄骨柱が、前記ブラケット及び前記パネルダンパを介して前記梁部材に連結され、これによって前記滑り支承、ブラケット及びパネルダンパが、前記両鉄骨柱に予め一体化されたことを特徴とする建物の制震構造。 A steel frame is formed by connecting the column heads in the relatively upper frame and the column heads in the relatively lower frame and connecting the ends adjacent to each other in the horizontal direction. Between the lower surface of the beam member to be a beam and the bracket extending in parallel with the beam member in the horizontal direction from the vicinity of the column head in the lower frame, the relatively upper frame Is provided on the lower frame so as to be capable of relative displacement in the horizontal direction, and a panel damper is connected to the other frame. The panel damper receives a web panel capable of plastic deformation under horizontal shearing force. are those having, along with steel columns in the relatively upper Frames are connected to the beam member, steel columns in Frames of the relatively lower side, via a pre-Symbol bracket and said panel damper Is connected to Kihari member, whereby the sliding bearings, brackets and panels damper, vibration control structure of a building, characterized in that said predetermined integrated into both steel columns.
JP2009240779A 2009-10-19 2009-10-19 Building seismic control structure Expired - Lifetime JP4909395B2 (en)

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