JP2005179981A - Earthquake control construction of structure - Google Patents

Earthquake control construction of structure Download PDF

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JP2005179981A
JP2005179981A JP2003420878A JP2003420878A JP2005179981A JP 2005179981 A JP2005179981 A JP 2005179981A JP 2003420878 A JP2003420878 A JP 2003420878A JP 2003420878 A JP2003420878 A JP 2003420878A JP 2005179981 A JP2005179981 A JP 2005179981A
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opening
damping
column
damper
constituting
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Yoshihisa Kitamura
佳久 北村
Mitsuo Imai
三雄 今井
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Shimizu Construction Co Ltd
Shimizu Corp
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Shimizu Construction Co Ltd
Shimizu Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide an earthquake control construction of a structure capable of installing brace-shaped earthquake control dampers in a plane of structure with a simple constitution at a low cost also to a reinforced concrete construction structure. <P>SOLUTION: The earthquake control dampers 8 installed in the shape of a brace are symmetrically installed by making a pair so as to form a truncated chevron shape in an opening section 7 in the plane of structure in the reinforced concrete construction structure 1. Both end sections of a steel framed beam member 4 located in a panel zone 22 are built in each of one beam 3a and the other beam 3b forming the opening section 7 arranging the earthquake control dampers 8, and first and second mounting members 16 and 18 for mounting the earthquake control dampers 8 in the opening section 7 are fixed to the steel framed beam member 4. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

本発明は、構造物の制震構造に関する。   The present invention relates to a vibration control structure for a structure.

近年、超高層集合住宅のさらなる高層化が進み50階建て以上の構造物が数多く計画されている。このような高層の構造物には商品性向上のため、柱及び梁などの耐震要素をできるだけ最小化することが求められており、この要求を経済的に満たすためには制震装置を採用することが有効で、特に、50階以上の構造物にとって制震ダンパーは不可欠なものとなっている。   In recent years, the number of high-rise apartments has been further increased, and many structures with 50 stories or more are planned. Such high-rise structures are required to minimize seismic elements such as pillars and beams as much as possible in order to improve their merchantability. In order to satisfy this requirement economically, a vibration control device is adopted. In particular, damping dampers are indispensable for structures over 50 floors.

該制震ダンパーの中でも間柱型のパネルダンパーや耐震壁に取り付ける境界梁ダンパーは、鉄筋コンクリート造の構造物に広く利用されている。しかし、間柱型のパネルダンパーは、地震発生時に構造物に作用する地震力をあまり大きく負担することができず、また、境界梁ダンパーは、これを装着する耐震壁の配置位置が限定されることから構造物の平面計画に大きな制約を与えることとなる場合が多い。   Among the seismic dampers, stud-type panel dampers and boundary beam dampers attached to earthquake-resistant walls are widely used for reinforced concrete structures. However, the stud-type panel damper cannot bear a large amount of seismic force acting on the structure when an earthquake occurs, and the boundary beam damper is limited in the position of the seismic wall on which it is installed Therefore, there are many cases where a large restriction is imposed on the plan of the structure.

このような中、構造物への制約を最小限に抑え、経済的に高い制震性能を付与することのできる制震装置として、構造物を構成する柱と梁からなる構面内の開口部に対してブレース状に配置するアンボンドブレースダンパーや粘弾性ダンパー等の制震ダンパーが提案されている。これらブレース状の制震ダンパーは、鉄骨造の構造物に適用する場合、特許文献１に示すように前記開口部との取り合い部材となるガセットプレートを、前記開口部内の所定の位置に溶接等を用いて固定し、両者を高力ボルト接合することで容易に開口部に取り付けることができる。
特開２０００−２１３２０１号公報（第２図参照） Under such circumstances, as a vibration control device that minimizes the restrictions on the structure and can provide economically high vibration control performance, the opening in the structure composed of columns and beams that make up the structure In contrast, seismic dampers such as unbonded brace dampers and viscoelastic dampers arranged in braces have been proposed. When these brace-shaped damping dampers are applied to a steel structure, as shown in Patent Document 1, a gusset plate serving as a member for engagement with the opening is welded to a predetermined position in the opening. It can be easily attached to the opening by using a high-strength bolt joint.
JP 2000-213201 A (see FIG. 2)

しかしながら、鉄筋コンクリート造の構造物に対して上述するアンボンドブレースダンパーや粘弾性ダンパー等のブレース状の制震ダンパーを採用したい場合、構面内の開口部への取り付けが困難であり、例えば、前記開口部を構成する鉄筋コンクリート造の柱及び梁に鉄骨部材を内蔵させて鉄骨鉄筋コンクリート造とし、該鉄骨部材に前記ガセットプレートを固定する方法が採用される場合が多い。このような構成は、コストを増大させるとともに、前記鉄骨部材と柱もしくは梁を構成する鉄筋との納まりを考慮する必要があるため、施工が煩雑になりやすいといった課題を生じていた。   However, when it is desired to employ a brace-like damping damper such as the above-mentioned unbonded brace damper or viscoelastic damper for a reinforced concrete structure, it is difficult to attach to the opening in the construction surface. In many cases, a method is adopted in which a steel member is built in a reinforced concrete column and beam constituting the part to form a steel reinforced concrete structure, and the gusset plate is fixed to the steel member. Such a configuration increases the cost, and it is necessary to consider the accommodation of the steel frame member and the reinforcing bar constituting the column or beam, which causes a problem that the construction tends to be complicated.

上記事情に鑑み、本発明は、鉄筋コンクリート造の構造物にも低コストかつ簡略な構成で構面内の開口部にブレース状の制震ダンパーを設置することのできる構造物の制震構造を提供することを目的としている。   In view of the above circumstances, the present invention provides a seismic control structure for a structure in which a brace-type seismic damper can be installed at an opening in a construction surface with a low-cost and simple configuration even for a reinforced concrete structure. The purpose is to do.

請求項１記載の構造物の制震構造は、鉄筋コンクリート造の柱と梁を備える構造物の制震構造であって、前記柱及び梁より構成される構面の開口部内に、一端が前記開口部を構成する一方の梁の中央部近傍、他端が前記開口部を構成する他方の梁と前記柱との入隅部近傍に位置するようにブレース状に配した制震ダンパーが、対をなしてシンメトリーに設置されており、該制震ダンパーを設置している開口部を構成する前記一方の梁及び他方の梁に、両端部が前記柱との接合部となるパネルゾーン内に達する部材長を有する鉄骨梁部材が内蔵されて、前記一方の梁に内蔵された鉄骨梁部材の中央部近傍に、前記制震ダンパーの一端を前記開口部内に取り付けるための第１の取り付け部材が固定されるとともに、前記他方の梁に内蔵された鉄骨梁部材の前記パネルゾーン内に位置する範囲を含んだ領域に、前記制震ダンパーの他端を前記開口部内に取り付けるための第２の取り付け部材が固定され、該第１の取り付け部材及び第２の取り付け部材に前記制震ダンパーの一端及び他端が締結手段を介して締結されることを特徴としている。   The structure damping structure according to claim 1 is a structure damping structure including a reinforced concrete column and beam, and one end of the structure is formed in the opening of the surface composed of the column and the beam. Damping dampers arranged in braces so that the other end is located in the vicinity of the corner between the other beam and the column constituting the opening, and the vicinity of the central part of one beam constituting the part, A member that is installed symmetrically, and that reaches the inside of the panel zone in which both ends are joined to the column on the one beam and the other beam constituting the opening in which the damping damper is installed A steel beam member having a long length is incorporated, and a first attachment member for attaching one end of the vibration damper to the opening is fixed in the vicinity of the center of the steel beam member incorporated in the one beam. And the steel frame built in the other beam A second mounting member for mounting the other end of the damping damper in the opening is fixed to an area including a range located in the panel zone of the member, and the first mounting member and the second mounting member One end and the other end of the damping damper are fastened to the mounting member via fastening means.

請求項２記載の構造物の制震構造は、前記鉄骨梁部材の端面及び中間部に、垂直補剛部材が備えられることを特徴としている。   The structure damping structure according to claim 2 is characterized in that a vertical stiffening member is provided on an end face and an intermediate portion of the steel beam member.

請求項３記載の構造物の制震構造は、前記鉄骨梁部材の前記パネルゾーン内に位置する範囲に、上下方向に突出するアンカー部材が備えられることを特徴としている。   The structure damping structure according to claim 3 is characterized in that an anchor member protruding in the vertical direction is provided in a range of the steel beam member located in the panel zone.

請求項４記載の構造物の制震構造は、前記制震ダンパーの軸芯延長線が、前記開口部を構成する他方の梁の軸芯と柱の軸芯との交点を通過するよう設置されることを特徴としている。   According to a fourth aspect of the present invention, there is provided the vibration control structure of the structure, wherein the extension line of the axis of the vibration control damper passes through the intersection of the axis of the other beam and the axis of the column constituting the opening. It is characterized by that.

請求項１に記載の構造物の制震構造によれば、前記構面内においてブレース状の前記制震ダンパーが設置されている開口部を構成する一方の梁及び他方の梁各々に鉄骨梁部材が内蔵されており、該鉄骨梁部材に前記制震ダンパーを前記開口部に取り付けるための第１の取り付け部材及び第２の取り付け部材が固定される。
これにより、ブレース状の制震ダンパーを鉄筋コンクリート造の構造物の構面に設置しても、制震ダンパーを設置する開口部を構成する梁にのみ鉄骨梁部材を内蔵すればよいため、従来の工法で用いられていた柱と梁の両者に鉄骨部材を内蔵する場合と比較して施工性を大幅に向上することが可能となる。 According to the vibration control structure of a structure according to claim 1, a steel beam member is provided in each of one beam and the other beam constituting the opening in which the brace-shaped vibration damper is installed in the composition surface. And a first attachment member and a second attachment member for attaching the damping damper to the opening are fixed to the steel beam member.
As a result, even if a brace-shaped damping damper is installed on the surface of a reinforced concrete structure, it is only necessary to incorporate a steel beam member in the beam constituting the opening where the damping damper is installed. Compared with the case where the steel member is built in both the column and the beam used in the construction method, the workability can be greatly improved.

また、前記鉄骨梁部材の両端部は前記柱と梁の接合部となるパネルゾーン内に位置しているため、該両端部に生じる曲げモーメントを、前記パネルゾーン内に位置している鉄骨梁部材のフランジの支圧力により鉄筋コンクリート造の柱を構成するコンクリートに伝達することで容易に処理することが可能となる。   In addition, since both ends of the steel beam member are located in the panel zone serving as a joint between the column and the beam, the bending moment generated in the both ends is changed to the steel beam member located in the panel zone. It can be easily processed by transmitting to the concrete constituting the reinforced concrete column by the support pressure of the flange.

さらに、前記第２の取り付け部材が、他方の梁に内蔵される鉄骨梁部材のパネルゾーン内に位置する範囲を含む領域に固定されるから、鉄骨梁部材の梁内に位置する範囲に固定する場合と比較して、前記制震ダンパーの軸芯延長線が、前記柱の軸芯と前記開口部を構成する他方の梁の軸芯との交点近傍を通過することとなるため、該制震ダンパーの軸芯延長線と前記開口部を構成する他方の梁の軸芯との交点であるゲージ位置も、前記開口部を構成する他方の梁の軸芯と柱の軸芯との交点の近傍に位置することとなる。これにより、この交点とゲージ位置との差である偏心量が小さくなり、柱に作用する偏心曲げモーメントを柱の曲げ耐力と比較して無視しても問題がない程度に十分に小さくすることが可能となる。   Furthermore, since the second mounting member is fixed to a region including a range located in the panel zone of the steel beam member built in the other beam, the second mounting member is fixed to a range located in the beam of the steel beam member. Compared to the case, the extension line of the axis of the damping damper passes near the intersection of the axis of the column and the axis of the other beam constituting the opening. The gauge position that is the intersection of the extension line of the damper core and the axis of the other beam that constitutes the opening is also near the intersection of the axis of the other beam that constitutes the opening and the axis of the column. Will be located. As a result, the amount of eccentricity, which is the difference between the intersection and the gauge position, is reduced, and the eccentric bending moment acting on the column can be made sufficiently small so that there is no problem even if ignored compared with the bending strength of the column. It becomes possible.

また、前記開口部内に設置される制震ダンパーは、シンメトリーに対をなすことにより略ハの字型もしくは略Ｖの字型を構成するから、一方の梁に内蔵された前記鉄骨梁部材と相まってＫの字型を構成するため、前記制震ダンパーの反力により前記鉄骨梁部材に軸力が作用するため、該鉄骨梁部材を内蔵した梁に引張り軸力が作用した際にも十分な耐力を確保することが可能となる。
加えて、前記開口部内で対をなして設置されている前記制震ダンパーを上下に隣接する開口部でシンメトリーに配置して、４体の制震ダンパーでｘ字型を構成させれば、開口部を構成する前記一方の梁及び他方の梁の何れに対しても、作用する軸力が力の釣り合い条件によりほぼ無くなる。 Further, since the vibration damping damper installed in the opening portion is formed in a substantially C shape or a substantially V shape by making a pair in symmetry, it is coupled with the steel beam member incorporated in one beam. Since an axial force acts on the steel beam member due to the reaction force of the damping damper because of the K-shaped configuration, sufficient proof stress can be obtained even when a tensile axial force acts on the beam incorporating the steel beam member. Can be secured.
In addition, if the damping dampers installed in pairs in the opening are arranged symmetrically in the upper and lower adjacent openings, and an x-shape is configured with four damping dampers, the opening The axial force acting on either the one beam or the other beam constituting the portion is almost eliminated due to the force balance condition.

このため、前記開口部内の制震ダンパーをシンメトリーに対をなして配置することにより、前記梁の主筋を小径にする、主筋の本数が減少させる、あるいは梁断面を小さくする等、前記梁の構造規模を小さくすることができ、大幅なコストダウンを図ることが可能となる。   For this reason, by arranging the damping dampers in the openings in pairs symmetrically, the main structure of the beam is reduced, the number of main bars is reduced, or the cross section of the beam is reduced. The scale can be reduced and the cost can be greatly reduced.

このように、鉄筋コンクリート造の構造物に対して容易に減衰力の大きいブレース状の制震ダンパーを経済的に組むことができ、高い耐震性を確保しつつ、住戸内の梁成を小さくする構成や無梁にする構成も可能となり、居住性に優れた集合住宅を経済的に提供することが可能となる。   In this way, a brace-type damping damper with a large damping force can be easily assembled economically for a reinforced concrete structure, ensuring high earthquake resistance and reducing the beam formation in the dwelling unit In addition, it is possible to provide a multi-unit housing with excellent habitability.

請求項２に記載の構造物の制震構造によれば、前記鉄骨梁部材の端面及び中間部に、垂直補剛部材が備えられるから、前記制震ダンパーより軸芯方向の力を作用された場合においてもその水平方向分力は、前記垂直補剛部材を介して鉄筋コンクリート造の柱及び梁を構成するコンクリート及び鉄筋にスムーズに伝達できるため、簡略な構成でかつ低コストに前記制震ダンパーより作用される制震ダンパー軸芯方向の水平方向分力を処理することが可能となる。   According to the structure damping structure according to claim 2, since the vertical stiffening member is provided at the end face and the middle part of the steel beam member, a force in the axial direction is applied from the damping damper. Even in such a case, the horizontal component force can be smoothly transmitted to the concrete and the reinforcing bars constituting the reinforced concrete columns and beams through the vertical stiffening member. It is possible to process the horizontal component force in the direction of the axis of the damping damper that is applied.

請求項３記載の構造物の制震構造によれば、前記鉄骨梁部材の前記パネルゾーン内に位置する範囲に、上下方向に突出するアンカー部材が備えられることから、前記制震ダンパーより軸芯方向の力を作用された場合においてもその鉛直方向分力は、前記パネルゾーン内に位置している鉄骨梁部材のフランジの支圧力に加えて、前記アンカー部材を介して鉄筋コンクリート造の柱を構成するコンクリートにスムーズに伝達できるため、請求項２と同様、簡略な構成でかつ低コストに前記制震ダンパーより作用される制震ダンパー軸芯方向の鉛直方向分力を処理することが可能となる。   According to the vibration control structure of a structure according to claim 3, since an anchor member protruding in the vertical direction is provided in a range located in the panel zone of the steel beam member, the shaft core is provided by the vibration control damper. Even when a direction force is applied, the vertical component force constitutes a reinforced concrete column via the anchor member in addition to the support pressure of the flange of the steel beam member located in the panel zone. Therefore, the vertical component force in the axial direction of the damping damper acting on the damping damper can be processed with a simple configuration and at a low cost. .

請求項４記載の構造物の制震構造によれば、前記制震ダンパーの軸芯延長線が、前記開口部を構成する他方の梁の軸芯と柱の軸芯との交点を通過するよう設置されるから、該制震ダンパーの軸芯延長線と前記開口部を構成する他方の梁の軸芯との交点であるゲージ位置と、前記開口部を構成する他方の梁の軸芯と柱の軸芯との交点が合致するため、柱に作用する偏心曲げモーメントを柱の曲げ耐力と比較して無視できる程度に十分に小さくすることが可能となる。   According to the vibration control structure of a structure according to claim 4, the extension line of the axis of the vibration control damper passes through the intersection of the axis of the other beam and the axis of the column constituting the opening. Since it is installed, the gauge position that is the intersection of the axis extension line of the damping damper and the axis of the other beam that constitutes the opening, and the axis and column of the other beam that constitutes the opening Therefore, the eccentric bending moment acting on the column can be made sufficiently small to be negligible compared to the bending strength of the column.

本発明の構造物の耐震構造を図１から図５に示す。本発明は、鉄筋コンクリート造の構造物にブレース状の制震ダンパーを設置するにあたり、該制震ダンパーが設置される開口部を構成する梁に鉄骨梁部材を内蔵して、該鉄骨梁部材に前記制震ダンパーを開口部に設置するための第１の取り付け部材及び第２の取り付け部材を固定することで、鉄筋コンクリート造の構造物へのブレース状の制震ダンパーの適用を容易にするものである。   The seismic structure of the structure of the present invention is shown in FIGS. The present invention provides a steel beam member incorporated in a beam constituting an opening in which the vibration damper is installed in installing a brace-like vibration damper in a reinforced concrete structure. By fixing the first mounting member and the second mounting member for installing the damping damper in the opening, the application of the brace-like damping damper to the reinforced concrete structure is facilitated. .

（第１の実施の形態）
図１に示すように、構造物１は、所定の離間間隔をもって配置される複数の柱２と、隣り合う柱２に架け渡され、また上下方向に所定の離間間隔をもって配置される複数の梁３を備えてなりラーメン架構を構成している。これら構造物１の構面内、つまり複数の柱２とこれに架け渡される複数の梁３により構成されるある平面骨組みの開口部７には、制震ダンパー８が設置されて、前記構造物１は制震構造を構成している。 (First embodiment)
As shown in FIG. 1, the structure 1 includes a plurality of columns 2 arranged with a predetermined spacing interval, and a plurality of beams spanned between adjacent columns 2 and arranged with a predetermined spacing interval in the vertical direction. 3 is a ramen frame. A damping damper 8 is installed in the plane of the structure 1, that is, in an opening 7 of a plane frame constituted by a plurality of pillars 2 and a plurality of beams 3 spanning the pillars 2. 1 constitutes a vibration control structure.

なお、第１の実施の形態では、前記制震ダンパー８が以下のように設置されている構成を例に挙げて詳述する。
つまり、前記開口部７内にブレース状に設置された該制震ダンパー８は、一端が前記開口部７を構成し上方側に位置する一方の梁３ａの中央部近傍、他端が前記開口部を構成し下方側に位置する他方の梁３ｂと前記柱２との入隅部近傍に位置するように配されて、ハの字を構成するように対をなしてシンメトリーに設置されている。 The first embodiment will be described in detail by taking as an example a configuration in which the damping damper 8 is installed as follows.
That is, the damping damper 8 installed in a brace shape in the opening 7 has one end in the vicinity of the center of one beam 3a that forms the opening 7 and is positioned on the upper side, and the other end is the opening. Are arranged so as to be located in the vicinity of the corner between the other beam 3b located on the lower side and the column 2, and are arranged symmetrically so as to form a square shape.

図１に示すように、前記構造物１は鉄筋コンクリート造により構成されているが、前記制震ダンパー８が配置されている開口部７を形成する前記一方の梁３ａ及び他方の梁３ｂ各々には、鉄骨梁部材４が内蔵されて鉄骨鉄筋コンクリート造に構成されている。該鉄骨梁部材４は、図２（ａ）に示すように、前記梁３を構成するあばら筋２４の内方に配置されて軸芯方向に延在している。該鉄骨梁部材４の両端部は、図１に示すように、前記柱２と梁３の接合部となるパネルゾーン２６に位置しており、これらパネルゾーン２６内に位置する範囲の上フランジ及び下フランジには、複数のアンカー部材５が鉛直方向に向けて突出するように備えられている。   As shown in FIG. 1, the structure 1 is made of reinforced concrete, but each of the one beam 3a and the other beam 3b forming the opening 7 in which the damping damper 8 is arranged is provided on each of the beams 3a. The steel beam member 4 is built in and is constructed as a steel frame reinforced concrete structure. As shown in FIG. 2A, the steel beam member 4 is disposed inward of the stirrups 24 constituting the beam 3 and extends in the axial direction. As shown in FIG. 1, both ends of the steel beam member 4 are located in the panel zone 26 where the column 2 and the beam 3 are joined, and the upper flange and the range located in the panel zone 26 A plurality of anchor members 5 are provided on the lower flange so as to protrude in the vertical direction.

本実施の形態では、図１に示すように、該アンカー部材５を前記鉄骨梁部材４の部材高さと比較して十分長い部材長さを有するねじ節鉄筋５ａと、該ねじ節鉄筋５の両端部に固定される拡径部材５ｂとにより構成しており、前記鉄骨梁部材４の上下フランジ各々の鉛直方向で同軸となる位置に貫通孔を設けて前記ねじ節鉄筋５ａを挿通し、ナット等を用いて上下フランジに固定することで該ねじ節鉄筋５ａを鉛直状に立設し、さらに両端部に拡径部材５ｂを固着したものである。なお、前記アンカー部材５は、必ずしも上述する構成によるものではなく、一端に頭部が形成されている頭部付き鉄筋の他端を前記鉄骨梁部材４の上下フランジ各々に固定する構成やプレートナット工法によるもの等、コンクリートとの定着力が高い構成を有する部材であれば、何れを用いてもよい。   In this embodiment, as shown in FIG. 1, the anchor member 5 is a screw joint reinforcing bar 5 a having a sufficiently long member length compared to the member height of the steel beam member 4, and both ends of the screw joint reinforcing bar 5. And a diameter expansion member 5b fixed to the portion, and a through hole is provided at a position that is coaxial in the vertical direction of each of the upper and lower flanges of the steel beam member 4, and the screw joint reinforcing bar 5a is inserted therethrough. Is fixed to the upper and lower flanges, and the threaded reinforcing bar 5a is erected vertically, and the diameter-expanding member 5b is fixed to both ends. Note that the anchor member 5 is not necessarily configured as described above, and the other end of the reinforcing bar with the head formed at one end is fixed to each of the upper and lower flanges of the steel beam member 4 or a plate nut. Any member may be used as long as it is a member having a structure with a high fixing power to concrete, such as a construction method.

このように前記鉄骨梁部材４のパネルゾーン２６内に位置する範囲の両端部の上フランジ及び下フランジにアンカー部材５を備える構成は、前記制震ダンパー８より軸芯方向の力を作用された場合の鉛直方向分力を、前記柱２内に位置している鉄骨梁部材４のフランジの支圧力に加えて、前記アンカー部材５を介して鉄筋コンクリート造の柱を構成するコンクリートにスムーズに伝達することを考慮したものである。   As described above, the structure in which the anchor members 5 are provided on the upper flange and the lower flange at both ends of the steel beam member 4 in the panel zone 26 is applied with the force in the axial direction from the vibration damping damper 8. In addition to the supporting pressure of the flange of the steel beam member 4 located in the column 2, the vertical component force in the case is smoothly transmitted to the concrete constituting the reinforced concrete column via the anchor member 5. Is taken into account.

また、該鉄骨梁部材４には、両端面及び中間部に鋼板よりなる垂直補剛部材６が備えられている。前記鉄骨梁部材４の両端面に備えられている垂直補剛部材６は、前記鉄骨梁部材４の断面より大きい面積を有しており、鉄骨梁部材４の両端面に面どうしで接合されている。このとき、前記垂直補剛部材６はその上端縁を前記鉄骨梁部材４の上フランジより上方に突出させるように接合されている。   Further, the steel beam member 4 is provided with vertical stiffening members 6 made of steel plates at both end surfaces and intermediate portions. The vertical stiffening members 6 provided on both end faces of the steel beam member 4 have an area larger than the cross section of the steel beam member 4 and are joined to both end faces of the steel beam member 4 face to face. Yes. At this time, the vertical stiffening member 6 is joined so that the upper edge of the vertical stiffening member 6 protrudes above the upper flange of the steel beam member 4.

一方、前記鉄骨梁部材４の中間部に備えられている垂直補剛部材６は、前記鉄骨梁部材４のウェブと略等しい高さを有しており、ウェブと面どうしを直交させて配置され、鉄骨梁部材４の上下フランジ及びウェブに上下端面及び一方の側端面が当接するように配置されて固着手段を介して固着されている。このとき、該垂直補剛部材６は、鉄骨梁部材４のウェブの表裏面各々に配置されており、鉄骨梁部材４の長さ方向に所定の離間間隔をもって複数配置されている。   On the other hand, the vertical stiffening member 6 provided at the intermediate portion of the steel beam member 4 has a height substantially equal to the web of the steel beam member 4 and is disposed with the web and the plane orthogonal to each other. The upper and lower end surfaces and one side end surface are in contact with the upper and lower flanges and the web of the steel beam member 4 and are fixed through fixing means. At this time, the vertical stiffening members 6 are arranged on the front and back surfaces of the web of the steel beam member 4, and a plurality of the vertical stiffening members 6 are arranged with a predetermined spacing in the length direction of the steel beam member 4.

このように前記鉄骨梁部材４の両端面及び中間部に垂直補剛部材６が備える構成は、前記制震ダンパー８より軸芯方向の力を作用された場合の水平方向分力を、前記垂直補剛部材６を介して鉄筋コンクリート造の柱２及び梁３を構成するコンクリート及び鉄筋にスムーズに伝達することを考慮したものである。   As described above, the vertical stiffening member 6 is provided on both end surfaces and the middle portion of the steel beam member 4 so that the horizontal component force when the axial damping force is applied from the vibration damper 8 is applied to the vertical beam. Considering smooth transmission to the concrete and the reinforcing bars constituting the reinforced concrete columns 2 and beams 3 through the stiffening member 6.

これら前記開口部７を構成する梁３に内蔵された鉄骨梁部材４には、前記制震ダンパー８の一端及び他端を高力ボルト等の締結手段２０を介して締結するための第１の取り付け部材１６及び第２の取り付け部材１８が、前記開口部７内に突出するように備えられている。
第２の取り付け部材１８は、図３に示すように、一端側近傍に複数のボルト孔が形成されたいわゆるガセットプレートであり、前記構面と同一平面を形成し一端側が開口部７の入隅部近傍、つまり前記柱２と前記開口部７を構成する他方の梁３ｂとの入隅部近傍から前記開口部７内に突出するように配置されており、他端側を前記鉄骨梁部材４の開口部７側に位置するフランジに溶接等の固着手段を介して固着されている。 The steel beam member 4 built in the beam 3 constituting the opening 7 has a first damper for fastening one end and the other end of the damping damper 8 via a fastening means 20 such as a high strength bolt. An attachment member 16 and a second attachment member 18 are provided so as to protrude into the opening 7.
As shown in FIG. 3, the second mounting member 18 is a so-called gusset plate in which a plurality of bolt holes are formed in the vicinity of one end side. The second mounting member 18 forms the same plane as the construction surface, and one end side is a corner of the opening 7. It is arranged so as to project into the opening 7 from the vicinity of the corner, that is, from the vicinity of the corner of the pillar 2 and the other beam 3b constituting the opening 7, and the other end side of the steel beam member 4 It is fixed to a flange located on the opening 7 side of this through a fixing means such as welding.

これら前記鉄骨梁部材４の開口部７側に位置するフランジに固着手段を介して固着されている前記第２の取り付け部材１８の他端側は、一部を前記柱２内に埋設されるように、前記鉄骨梁部材４のパネルゾーン２６内に位置する範囲を含む領域に固着されている。
なお、前述したように鉄骨梁部材４の端部に第２の取り付け部材１８を介して制震ダンパー８の軸方向力が作用し曲げモーメントが発生した場合にも、鉄骨梁部材４の前記アンカー部材５、及び上下フランジとパネルゾーン２６のコンクリートとの支圧力で、これらは処理できることを考慮したものである。 A part of the other end side of the second mounting member 18 fixed to the flange located on the opening 7 side of the steel beam member 4 via fixing means is embedded in the column 2. Further, the steel beam member 4 is fixed to a region including a range located in the panel zone 26 of the steel beam member 4.
As described above, the anchor of the steel beam member 4 is also generated when a bending moment is generated due to the axial force of the damping damper 8 acting on the end of the steel beam member 4 via the second mounting member 18. It is considered that these can be processed by the support pressure of the member 5 and the upper and lower flanges and the concrete of the panel zone 26.

また、該第２の取り付け部材１８の表裏面には、斜めリブプレート１９が備えられている。該斜めリブプレート１９は、第２の取り付け部材１８と面どうしを直交し、また、前記梁３の軸芯Ｏｖと柱２の軸芯Ｏｈとの交点、及び前記一方の梁３ａの軸線Ｏｖ上におけるラーメン架構のスパン中央点とを連結した線上に延在するよう配置されて固着手段を介して固着されている。
なお、該斜めリブプレート１９も前記第２の取り付け部材１８と同様、複数の孔が形成されたいわゆるガセットプレートであり、このような構成の第２の取り付け部材１８は、前記開口部７を構成する２体の柱２各々にシンメトリーに配置されて対をなして配置されている。 In addition, diagonal rib plates 19 are provided on the front and back surfaces of the second mounting member 18. The oblique rib plate 19, the second orthogonal mounting member 18 and the surface each other, also, the axial core O v and the intersection of the axis O h of the pillars 2 of the beam 3, and the axis of the one of the beam 3a O v is arranged so as to extend on a line connecting the mid-span point of the noodles Frames on it are fixed via the fixing means.
The oblique rib plate 19 is also a so-called gusset plate in which a plurality of holes are formed, like the second attachment member 18, and the second attachment member 18 having such a configuration constitutes the opening 7. The two pillars 2 are arranged symmetrically in pairs.

なお、前記構面と同一平面を形成するように配置される第２の取り付け部材１８は、他端側を前記柱２に埋設するように固定すると、図１に示すように、柱２を構成する帯筋２ａと干渉することとなる。そこで、本実施の形態では、前記柱２において第２の取り付け部材１８が位置する部位の帯筋２ａに、一般的な鉄筋に代えてフラットバー２３を用いている。   When the second mounting member 18 arranged so as to form the same plane as the construction surface is fixed so that the other end side is embedded in the pillar 2, the pillar 2 is configured as shown in FIG. It interferes with the band 2a. Therefore, in the present embodiment, a flat bar 23 is used in place of a general reinforcing bar in the band 2a of the part where the second mounting member 18 is located in the column 2.

該フラットバー２３は、図２（ｂ）の前記柱２のパネルゾーン２６の断面図に示すように、帯筋２ａと同様のロの字型の断面形状を有するように折り曲げ加工されているものの、開口部７側の一辺の中央部に切断部を有しており、前記柱２を構成する複数の主筋２ｂを囲っている。このとき、該第２の取り付け部材１８を前記フラットバー２３の切断部に挟むように配置し、両者を溶接等の固着手段を介して固着することで、前記フラットバー２３は複数の主筋２ｂを囲う閉合領域を形成し、前記帯筋２ａと同様の機能を持つこととなる。
なお、第２の取り付け部材１８と柱２の帯筋２ａとの抵触部の構成は必ずしもこれにこだわるものではなく、例えば、前記第２の取り付け部材１８に貫通孔を設け該貫通孔に前記帯筋２ａを挿通させて、フラットバー２３を用いない構成としても良い。 As shown in the cross-sectional view of the panel zone 26 of the pillar 2 in FIG. 2B, the flat bar 23 is bent so as to have a square cross-sectional shape similar to that of the band 2a. A cut portion is provided at the center of one side of the opening 7 and surrounds the plurality of main bars 2b constituting the column 2. At this time, the second mounting member 18 is disposed so as to be sandwiched between the cut portions of the flat bar 23, and both are fixed by fixing means such as welding, so that the flat bar 23 has a plurality of main bars 2b. An enclosing closed region is formed and has the same function as the band 2a.
Note that the configuration of the contact portion between the second attachment member 18 and the strip 2a of the pillar 2 is not necessarily limited to this. For example, a through hole is provided in the second attachment member 18 and the band is provided in the through hole. It is good also as a structure which penetrates the 2a and does not use the flat bar 23.

一方、図１に示すように、前記開口部７を構成する一方の梁３ａには、前記制震ダンパー８の一端を高力ボルト等の締結手段２０を介して締結するための第１の取り付け部材１６が、前記開口部７内に突出するように備えられている。
第１の取り付け部材１６は、上端面に水平端面１６ａを有する略逆さＶ字状に成形されているとともにその突出した２片の先端部近傍各々に複数のボルト孔が備えられ、２片各々がガセットプレートとして機能する構成を有している。これらは、前記構面と同一平面を形成し複数のボルト孔を有する２片が、前記開口部７内に突出するように配置されて、前記鉄骨梁部材４の開口部７側に位置するフランジの中央部近傍に、前記水平端面１６ａを溶接等の固着手段を介して固着されている。このとき、前記第１の取り付け部材１６の２片の先端部は、前記他方の梁３ｂと柱２の入隅部に向けて突出している。 On the other hand, as shown in FIG. 1, a first attachment for fastening one end of the vibration damper 8 to a beam 3a constituting the opening 7 via a fastening means 20 such as a high strength bolt. A member 16 is provided so as to protrude into the opening 7.
The first mounting member 16 is formed in a substantially inverted V shape having a horizontal end surface 16a on the upper end surface, and is provided with a plurality of bolt holes in the vicinity of the two protruding tip portions. It has a structure that functions as a gusset plate. These are flanges that are arranged on the opening 7 side of the steel beam member 4 so that two pieces that have the same plane as the construction surface and have a plurality of bolt holes are projected into the opening 7. The horizontal end surface 16a is fixed to the vicinity of the central portion of the first through a fixing means such as welding. At this time, the tip ends of the two pieces of the first mounting member 16 protrude toward the corners of the other beam 3 b and the column 2.

また、前記第１の取り付け部材１６の表裏面各々には、図３（ｂ）に示すように、前記一方の梁３ａに埋設した際に、該一方の梁３ａの開口部７側の下面と略同一水平面を形成するように位置する水平スチフナー１７が備えられている。先にも述べたように前記第１の取り付け部材１６は、構面と同一水平面を形成するように設置されていることから、前記水平スチフナー１７は第１の取り付け部材１６と面どうしで直交するように当接されて溶接等の固着手段を介して固着されるものである。   Further, as shown in FIG. 3 (b), when the first mounting member 16 is embedded in the one beam 3a, the lower surface of the one beam 3a on the opening 7 side, A horizontal stiffener 17 is provided so as to form substantially the same horizontal plane. As described above, since the first mounting member 16 is installed so as to form the same horizontal plane as the construction surface, the horizontal stiffener 17 is orthogonal to the first mounting member 16 between the surfaces. In this way, they are abutted and fixed through fixing means such as welding.

さらに、該第１の取り付け部材１６の表裏面には、斜めリブプレート１９が溶接等の固着手段により固着されている。該斜めリブプレート１９は、第２の取り付け部材１８と同様な構成を有して第１の取り付け部材１６の２片の突出部各々に備えられている。これら斜めリブプレート１９は、第１の取り付け部材１６と面どうしを直交し、また、図１に示すように、前記他方の梁３ｂの軸芯ＯＶと前記柱２の軸芯Ｏｈとの交点及び前記一方の梁３ａの軸芯ＯＶ上におけるラーメン架構のスパン中心点とを連結した線上に延在するよう配置されて固着手段を介して固着されている。 Further, oblique rib plates 19 are fixed to the front and back surfaces of the first mounting member 16 by fixing means such as welding. The oblique rib plate 19 has the same configuration as that of the second mounting member 18 and is provided on each of the two protruding portions of the first mounting member 16. These diagonal rib plate 19, a first orthogonal mounting member 16 and the surface each other, and as shown in FIG. 1, the axis O V and the axis O h of the pillars 2 of the other beam 3b intersection and through said fixing means are arranged to extend on a line connecting the span center point of the noodles Frames on the axis O V of one of the beam 3a is fixed.

また、前記構面と同一平面を形成するように配置される第１の取り付け部材１６は、上部を前記一方の梁３ａに埋設するように固定すると一方の梁３ａを構成するあばら筋２４と干渉することとなる。そこで、本実施の形態では図１に示すように、前記一方の梁３ａにおいて第１の取り付け部材１６が位置する部位のあばら筋２４に、一般的な鉄筋に代えてフラットバー２３を用いている。   Further, the first mounting member 16 disposed so as to form the same plane as the construction surface interferes with the stirrup 24 constituting the one beam 3a when the upper part is fixed so as to be embedded in the one beam 3a. Will be. Therefore, in the present embodiment, as shown in FIG. 1, a flat bar 23 is used instead of a general reinforcing bar for the stirrup 24 at the portion where the first mounting member 16 is located in the one beam 3a. .

該フラットバー２３は、図２（ｃ）の前記一方の梁３ａの中央部近傍の断面図に示すように、あばら筋２４と同様のロの字型の断面形状を有するように折り曲げ加工されているものの、下半中央部に切断部を有しており、前記一方の梁３ａを構成する複数の主筋２５を囲っている。このとき、該第１の取り付け部材１６を前記フラットバー２３の切断部に挟むように配置し、両者を溶接等の固着手段を介して固着することで、前記フラットバー２３は複数の主筋２５を囲う閉合領域を形成し、あばら筋２４と同様の機能を持つこととなる。
なお、第１の取り付け部材１６と一方の梁３ａのあばら筋２４との抵触部の構成は必ずしもこれにこだわるものではなく、例えば、前記第１の取り付け部材１６に貫通孔を設け該貫通孔に前記あばら筋２４を挿通させて、フラットバー２３を用いない構成としても良い。 The flat bar 23 is bent so as to have a square cross-sectional shape similar to that of the streaks 24, as shown in a cross-sectional view near the center of the one beam 3a in FIG. However, it has a cutting part at the center part of the lower half, and surrounds the plurality of main bars 25 constituting the one beam 3a. At this time, the first mounting member 16 is disposed so as to be sandwiched between the cut portions of the flat bar 23, and both are fixed by fixing means such as welding, so that the flat bar 23 has a plurality of main bars 25. A closed closed region is formed and has the same function as the stirrup 24.
The configuration of the contact portion between the first mounting member 16 and the stirrup 24 of the one beam 3a is not necessarily limited to this. For example, a through hole is provided in the first mounting member 16, and the through hole is formed in the through hole. It is good also as a structure which does not use the flat bar 23 by inserting the said stirrup 24.

一方、このような構面の開口部７に形成された第２の取り付け部材１８及び第１の取り付け部材１６に設置されている前記制震ダンパー８は、図５に示すように、芯材９と、該芯材９の一端９ｂａ及び他端９ｂｂを除く中間部を覆うように設けられた筒状の補剛体１０とを備えた構成となっている。
前記芯材９は、図４（ａ）の制震ダンパー８の平面図に示すように、降伏応力度が通常の鉄骨と比較して低い低降伏点鋼よりなる板材で、中間部９ａが一端９ｂａ及び他端９ｂｂと比較して幅が狭まった形状に成形され、また、一端９ｂａ及び他端９ｂｂには、軸芯方向に延在する芯材リブプレート１４が芯材９と面どうしを直交させるように配されて溶接等の固着手段により固着されている。 On the other hand, as shown in FIG. 5, the damping member 8 installed in the second mounting member 18 and the first mounting member 16 formed in the opening 7 having such a construction surface has a core material 9 as shown in FIG. And a cylindrical stiffening body 10 provided so as to cover an intermediate portion excluding one end 9ba and the other end 9bb of the core member 9.
As shown in the plan view of the damping damper 8 in FIG. 4A, the core material 9 is a plate material made of a low yield point steel having a lower yield stress level than that of a normal steel frame, and the intermediate portion 9a has one end. 9ba and the other end 9bb are formed to have a narrower width, and the core rib plate 14 extending in the axial direction is orthogonal to the core 9 and the plane at the one end 9ba and the other end 9bb. It is arranged to be fixed and fixed by fixing means such as welding.

前記補剛体１０は、図４（ｂ）の制震ダンパー８の断面図に示すように、二つの溝形鋼１１のウェブを所定の離間間隔をもって向かい合わせ、フランジ１１ａ同士をカバープレート（鋼板）１２及びツヅリボルト１３を介して接合することにより構成されたものであり、内部に断面視矩形状の閉鎖空間１０ａが形成されている。
ここで、前記溝形鋼１１及びツヅリボルト１３は、芯材９と比較して降伏応力度の大きい鋼材により形成されおり、また、二つの溝形鋼１１には、軸芯方向と直交する方向に延在し２つのフランジ１１ａに面を直交させつつ両者を連結するようにリブプレート１１ｂが、少なくとも中央およびその両側に溶接等の固着手段を介して固着されている。なお、隣り合うリブプレート１１ｂの間には、両者を連結するように軸方向に延在するリブプレート１１ｃが前記フランジ１１ａと面どうしを平行に配されて、固着手段を介して固着されている。 As shown in the cross-sectional view of the vibration damping damper 8 in FIG. 4B, the stiffening body 10 has two webs of grooved steel 11 facing each other with a predetermined spacing, and the flanges 11a are covered with a cover plate (steel plate). 12 and a screw bolt 13 are connected to each other, and a closed space 10a having a rectangular shape in cross section is formed inside.
Here, the channel steel 11 and the threaded bolt 13 are formed of a steel material having a higher yield stress level than the core material 9, and the two channel steels 11 have a direction perpendicular to the axial direction. A rib plate 11b is fixed to at least the center and both sides thereof by fixing means such as welding so as to extend and connect the two flanges 11a with their surfaces orthogonal to each other. In addition, between the adjacent rib plates 11b, a rib plate 11c extending in the axial direction so as to connect the two is arranged in parallel with the flange 11a and fixed through fixing means. .

このような構成の前記補剛体１０に形成されている閉鎖空間１０ａに、前記芯材９の中央部９ａが挿通され、また、補剛体１０と芯材９の中央部９ａとの間には、ゴムパッキン（押圧材）１５が、芯材９の表裏面に接するように配置されて、前記制震ダンパー８が形成されることとなる。
ここで、前記ゴムパッキン１５は、補剛体１０の長さ寸法と略同一の長さ寸法を有するよう成形されており、前記芯材９は、このゴムパッキン１５を介して補剛体１０側から均等に押圧されるものである。 The central portion 9a of the core material 9 is inserted into the closed space 10a formed in the stiffening body 10 having such a configuration, and between the stiffening body 10 and the central portion 9a of the core material 9, The rubber packing (pressing material) 15 is disposed so as to be in contact with the front and back surfaces of the core material 9, so that the vibration damping damper 8 is formed.
Here, the rubber packing 15 is formed so as to have a length dimension substantially the same as the length dimension of the stiffening body 10, and the core material 9 is equally distributed from the stiffening body 10 side through the rubber packing 15. Is pressed.

上述する制震ダンパー８は先にも述べたように、一端つまり芯材９の一端９ｂａを前記梁３の中央部近傍に備えられている第２の取り付け部材１６、他端つまり芯材９の他端９ｂｂを前記柱２と梁３の入隅部近傍に備えられている第１の取り付け部材１８に高力ボルト等の締結手段２０を介して締結されている。
具体的には、図１に示すように、前記制震ダンパー８の芯材９が前記第１の取り付け部材１６及び第２の取り付け部材１８と同一水平面上に位置するよう制震ダンパー８を配置した上で、前記芯材９の一端９ｂａと第２の取り付け部材１６、及び他端９ｂｂと第２の取り付け部材１８の各々に跨るようにスプライスプレート２１が配置されて、これらを前記締結手段２０を介して締結する。 As described above, the damping damper 8 described above has one end, that is, one end 9ba of the core member 9 provided in the vicinity of the central portion of the beam 3, and the other end, that is, the core member 9. The other end 9bb is fastened to the first mounting member 18 provided in the vicinity of the corner of the pillar 2 and the beam 3 through fastening means 20 such as a high strength bolt.
Specifically, as shown in FIG. 1, the damping damper 8 is arranged so that the core material 9 of the damping damper 8 is positioned on the same horizontal plane as the first mounting member 16 and the second mounting member 18. After that, the splice plate 21 is disposed so as to straddle the one end 9ba and the second attachment member 16 and the other end 9bb and the second attachment member 18 of the core member 9, and these are connected to the fastening means 20. It is concluded through

これにより、前記制震ダンパー８を構成する芯材９の一端９ｂａ及び他端９ｂｂ各々に備えられている前記芯材リブプレート１４と、第２の取り付け部材１８及び第１の取り付け部材１６各々に備えられている斜めリブプレート１９は、隣接して同一平面を形成するように位置することとなるため、両者に跨るように前記スプライスプレート２１配置し、これらを前記締結手段２０を介して締結する。   As a result, the core rib plate 14 provided in each of the one end 9ba and the other end 9bb of the core member 9 constituting the vibration damping damper 8 and the second mounting member 18 and the first mounting member 16 are respectively provided. Since the provided oblique rib plates 19 are positioned adjacent to each other so as to form the same plane, the splice plate 21 is arranged so as to straddle both, and these are fastened via the fastening means 20. .

なお、これら制震ダンパー８は、必ずしも上述する構成にこだわるものではなく、制震性能を備えた構造物に一般に備えられているアンボンドブレースダンパーや一般的な構成の粘弾性ダンパー等、構造物１の構面の開口部７内に配置されて地震時の振動応答を低減できる制震部材であれば何れを用いても良い。   These seismic damping dampers 8 are not necessarily limited to the above-described configuration, but are structures 1 such as unbonded brace dampers generally provided in structures having seismic damping performance and viscoelastic dampers having a general configuration. Any damping member may be used as long as it is disposed in the opening 7 of the surface and can reduce the vibration response at the time of the earthquake.

上述する構成の鉄筋コンクリート造の構造物の制震構造は、前記第１の取り付け部材１６及び第２の取り付け部材１８の斜めリブプレート１９を前記他方の梁３ｂの軸芯ＯＶと前記柱２の軸芯Ｏｈとの交点及び前記一方の梁３ａの軸芯ＯＶ上におけるラーメン架構のスパン中心点とを連結した線上に延在するよう配置し、これと前記制震ダンパー８の芯材９の一端９ｂａ及び他端９ｂｂに備えられている芯材リブプレート１４を締結手段２０を介して締結するから、制震ダンパー８の軸芯延長線も前記他方の梁３ｂの軸芯ＯＶと前記柱２の軸芯Ｏｈとの交点及び前記一方の梁３ａの軸芯ＯＶ上におけるラーメン架構のスパン中心点とを連結した線上に延在することとなる。 Seismic structure of the structure of reinforced concrete structures to be above the diagonal rib plate 19 of the first mounting member 16 and the second mounting member 18 and the axis O V of the other beam 3b of the column 2 and arranged to extend on a line connecting the span center point of the noodles Frames on the axis O V at the intersection of the axial core O h and the one of the beam 3a, which a core material of the vibration control damper 8 9 wherein because fastened through the core rib plate 14 fastening means 20 provided in the one end 9ba and the other end 9bb, the axis extension line of the vibration control damper 8 also to the axial center O V of the other beam 3b of so that the extending line which connects the span center point of the noodles Frames on the axis O V at the intersection of the axis O h of the pillars 2 and the one of the beam 3a.

このような構成は、制震ダンパー８の軸芯延長線と前記開口部７を構成する他方の梁３ｂの軸芯との交点であるゲージ位置を、前記開口部７を構成する他方の梁３ｂの軸芯と柱２の軸芯との交点に位置させて、柱２に作用する偏心曲げモーメントを柱２の曲げ耐力と比較して無視しても問題がない程度に十分に小さくすることを考慮したものである。   In such a configuration, the gauge position that is the intersection of the axis extension of the damping damper 8 and the axis of the other beam 3b constituting the opening 7 is set to the other beam 3b constituting the opening 7. The eccentric bending moment acting on the column 2 is compared with the bending strength of the column 2 and is made sufficiently small so that there is no problem even if it is positioned at the intersection of the axis of the column 2 and the axis of the column 2 It is taken into consideration.

なお、必ずしもゲージ位置を、前記開口部７を構成する他方の梁３ｂの軸芯と柱２の軸芯との交点に位置させなくとも、前述したように、前記第２の取り付け部材１８を鉄骨梁部材２２のパネルゾーン内に位置する範囲を含む領域に固定するから、前記制震ダンパー８の軸芯延長線は、前記柱２の軸芯と前記開口部７を構成する他方の梁３ｂの軸芯との交点近傍を通過することとなる。このため、前記第２の取り付け部材１８を鉄骨梁部材２２の梁３内に位置する範囲に固定する場合と比較して、柱２に作用する偏心曲げモーメントを小さくすることができるものである。   Even if the gauge position is not necessarily located at the intersection of the axis of the other beam 3b constituting the opening 7 and the axis of the column 2, as described above, the second attachment member 18 is attached to the steel frame. Since the beam member 22 is fixed to a region including the range located in the panel zone, the extension line of the axis of the damping damper 8 is the axis of the column 2 and the other beam 3b constituting the opening 7. It will pass through the vicinity of the intersection with the shaft core. For this reason, the eccentric bending moment acting on the column 2 can be reduced as compared with the case where the second mounting member 18 is fixed to the range located in the beam 3 of the steel beam member 22.

また、本実施の形態では、鉄筋コンクリート造の構造物１の制震構造に、対をなす制震ダンパー８がハの字を形成するように設置されている場合を例にとり詳述したが、必ずしもこれにこだわるものではなく、前記開口部を構成する一方の梁３ａを下方側、他方の梁３ｂを上方側に配置して、対をなす制震ダンパー８がＶ字型を形成するように設置しても良い。   Further, in the present embodiment, the case is described in detail, taking as an example the case where the damping damper 8 that makes a pair is installed in the damping structure of the reinforced concrete structure 1 so as to form a cross-section, Not limited to this, one beam 3a constituting the opening is arranged on the lower side and the other beam 3b is arranged on the upper side so that the pair of damping dampers 8 form a V-shape. You may do it.

さらに、対をなす制震ダンパー８は、必ずしも上下に連続する開口部７各々で同一形状に配置されている必要はなく、例えば、図５に示すように、前記開口部７の上方で隣り合う開口部７’に設置されている対をなす制震ダンパー８を、前記開口部７に設置された対をなす制震ダンパー８に対してシンメトリーに設置してもよい。これにより、制震ダンパー８は、上下に隣接する開口部７、７’に設置されている４体の制震ダンパー８全体でＸの字を構成することとなる。   Further, the pair of damping dampers 8 do not necessarily have to be arranged in the same shape in each of the openings 7 that are continuous in the vertical direction. For example, as shown in FIG. The pair of damping dampers 8 installed in the opening 7 ′ may be symmetrically installed with respect to the pair of damping dampers 8 installed in the opening 7. As a result, the seismic damper 8 forms an X-shape with the four seismic dampers 8 installed in the upper and lower adjacent openings 7 and 7 ′.

上述する構成によれば、構造物１の制震構造は、前記構面内においてブレース状の前記制震ダンパー８が設置されている開口部７を構成する一方の梁３ａ及び他方の梁３ｂ各々に鉄骨梁部材４が内蔵されており、該鉄骨梁部材４に前記制震ダンパー８を前記開口部７に取り付けるための第１の取り付け部材１６及び第２の取り付け部材１８が固定されている。
これにより、ブレース状の制震ダンパー８を鉄筋コンクリート造の構造物１の構面に設置しても、制震ダンパー８を設置する開口部７を構成する梁３にのみ鉄骨梁部材４を内蔵すればよいため、従来の工法で用いられていた柱２と梁３の両者に鉄骨部材を内蔵する場合と比較して施工性を大幅に向上することが可能となる。 According to the above-described configuration, the vibration control structure of the structure 1 includes the one beam 3a and the other beam 3b that form the opening 7 in which the brace-shaped vibration damper 8 is installed in the surface. The steel beam member 4 is built in, and a first mounting member 16 and a second mounting member 18 for fixing the vibration damper 8 to the opening 7 are fixed to the steel beam member 4.
Thus, even if the brace-shaped damping damper 8 is installed on the surface of the reinforced concrete structure 1, the steel beam member 4 is incorporated only in the beam 3 constituting the opening 7 where the damping damper 8 is installed. Therefore, it is possible to greatly improve the workability as compared with the case where the steel frame member is built in both the column 2 and the beam 3 used in the conventional construction method.

また、前記鉄骨梁部材４の両端部は前記パネルゾーン２６内に位置しているため、該両端部に生じる曲げモーメントを、前記パネルゾーン２６内に位置している鉄骨梁部材４のフランジの支圧力により鉄筋コンクリート造の柱２を構成するコンクリートに伝達することで容易に処理することが可能となる。   Further, since both end portions of the steel beam member 4 are located in the panel zone 26, the bending moment generated at the both end portions is supported by the flange of the steel beam member 4 located in the panel zone 26. It becomes possible to process easily by transmitting to the concrete which comprises the pillar 2 of a reinforced concrete structure with a pressure.

さらに、前記第２の取り付け部材１８が、他方の梁３ｂに内蔵される鉄骨梁部材４のパネルゾーン２６内に位置する範囲を含む領域に固定されるから、鉄骨梁部材４の梁３内に位置する範囲に固定する場合と比較して、前記制震ダンパー８の軸芯延長線が、前記柱２の軸芯と前記開口部７を構成する他方の梁３ｂの軸芯との交点近傍を通過することとなる。このため、該制震ダンパー８の軸芯延長線と前記開口部７を構成する他方の梁３ｂの軸芯との交点であるゲージ位置も、前記開口部７を構成する他方の梁３ｂの軸芯と柱２の軸芯との交点の近傍に位置することとなる。これにより、この交点とゲージ位置との差である偏心量が小さくなり、柱２に作用する偏心曲げモーメントを柱２の曲げ耐力と比較して無視しても問題がない程度に十分に小さくすることが可能となる。   Furthermore, since the second mounting member 18 is fixed to a region including a range located in the panel zone 26 of the steel beam member 4 built in the other beam 3b, the second mounting member 18 is fixed in the beam 3 of the steel beam member 4. Compared with the case of fixing to the position range, the axis extension line of the damping damper 8 is near the intersection of the axis of the column 2 and the axis of the other beam 3b constituting the opening 7. Will pass. For this reason, the gauge position which is the intersection of the axial extension line of the damping damper 8 and the axis of the other beam 3 b constituting the opening 7 is also the axis of the other beam 3 b constituting the opening 7. It will be located in the vicinity of the intersection of the core and the axis of the column 2. As a result, the amount of eccentricity, which is the difference between the intersection point and the gauge position, is reduced, and the eccentric bending moment acting on the column 2 is made sufficiently small so that there is no problem even if ignored compared with the bending strength of the column 2. It becomes possible.

また、前記開口部７内に設置される制震ダンパー８は、シンメトリーに対をなすことにより略ハの字型もしくは略Ｖの字型を構成するから、一方の梁３ａに内蔵された前記鉄骨梁部材４と相まってＫの字型を構成する。これにより、前記制震ダンパー８の反力により前記鉄骨梁部材４に軸力が作用するため、該鉄骨梁部材４を内蔵した梁に引張り軸力が作用した際にも十分な耐力を確保することが可能となる。
加えて、前記開口部７内で対をなして設置されている前記制震ダンパー８を上下に隣接する開口部７でシンメトリーに配置して、４体の制震ダンパー８でｘ字型を構成させれば、開口部７を構成する前記一方の梁３ａ及び他方の梁３ｂの何れに対しても、作用する軸力が力の釣り合い条件によりほぼ無くなる。 Further, since the damping damper 8 installed in the opening 7 forms a substantially C shape or a V shape by making a pair in symmetry, the steel frame built in one of the beams 3a. Together with the beam member 4, it forms a K-shape. As a result, since the axial force acts on the steel beam member 4 due to the reaction force of the vibration damper 8, sufficient proof strength is ensured even when a tensile axial force acts on the beam incorporating the steel beam member 4. It becomes possible.
In addition, the damping dampers 8 installed in pairs in the opening 7 are arranged symmetrically in the upper and lower adjacent openings 7, and the four damping dampers 8 form an x-shape. By doing so, the axial force acting on either of the one beam 3a and the other beam 3b constituting the opening 7 is almost eliminated due to the force balance condition.

このため、前記開口部７内の制震ダンパー８をシンメトリーに対をなして配置することにより、前記梁３の主筋２５を小径にする、主筋２５の本数が減少させる、あるいは梁断面を小さくする等、前記梁３の構造規模を小さくすることができ、大幅なコストダウンを図ることが可能となる。   For this reason, by arranging the damping dampers 8 in the openings 7 in pairs symmetrically, the main bars 25 of the beam 3 are reduced in diameter, the number of main bars 25 is reduced, or the beam cross section is reduced. Thus, the structural scale of the beam 3 can be reduced, and the cost can be greatly reduced.

このように、鉄筋コンクリート造の構造物１に対して容易に減衰力の大きいブレース状の制震ダンパー８を経済的に組むことができ、高い耐震性を確保しつつ、住戸内の梁成を小さくする構成や無梁にする構成も可能となり、居住性に優れた集合住宅を経済的に提供することが可能となる。   In this way, the brace-type damping damper 8 having a large damping force can be easily assembled economically with the reinforced concrete structure 1, and the beam formation in the dwelling unit can be reduced while ensuring high earthquake resistance. Therefore, it is possible to provide a multi-family housing with excellent habitability economically.

また、前記鉄骨梁部材４の端部及び中間部に、垂直補剛部材６が備えられるから、前記制震ダンパー８より軸芯方向の力を作用された場合においてもその水平方向分力は、前記垂直補剛部材６を介して鉄筋コンクリート造の柱２及び梁３を構成するコンクリート及び鉄筋にスムーズに伝達できるため、簡略な構成でかつ低コストに前記制震ダンパー８より作用される制震ダンパー軸芯方向の水平方向分力を処理することが可能となる。   In addition, since the vertical stiffening member 6 is provided at the end portion and the middle portion of the steel beam member 4, the horizontal component force even when a force in the axial direction is applied from the vibration control damper 8, Since it can be smoothly transmitted to the concrete and reinforcing bars constituting the reinforced concrete column 2 and beam 3 through the vertical stiffening member 6, the damping damper operated by the damping damper 8 with a simple configuration and at low cost. It becomes possible to process the horizontal component force in the axial direction.

さらに、前記鉄骨梁部材４の前記柱２内に位置する範囲に、上下方向に突出するアンカー部材５が備えられることから、前記制震ダンパー８より軸芯方向の力を作用された場合においてもその鉛直方向分力は、前記柱２内に位置している鉄骨梁部材４のフランジの支圧力に加えて、前記アンカー部材５を介して鉄筋コンクリート造の柱２を構成するコンクリートにスムーズに伝達できるため、簡略な構成でかつ低コストに前記制震ダンパー８より作用される制震ダンパー軸芯方向の鉛直方向分力を処理することが可能となる。   Furthermore, since the anchor member 5 protruding in the vertical direction is provided in a range located in the column 2 of the steel beam member 4, even when a force in the axial direction is applied from the vibration damping damper 8. The vertical component force can be smoothly transmitted to the concrete constituting the reinforced concrete column 2 via the anchor member 5 in addition to the support pressure of the flange of the steel beam member 4 located in the column 2. Therefore, it is possible to process the vertical component force in the direction of the damping damper axis applied by the damping damper 8 with a simple configuration and at low cost.

制震ダンパー８は、芯材９が降伏した後に所定の耐力に達すると負担力が頭打ちとなるから、前記第１の取り付け部材１６や第２の取り付け部材１８は、頭打ちされたときの荷重に耐え得るもので足りるため、経済的な部材を使用することでコストの軽減を図ることが可能となる。   Since the damping force of the damping damper 8 reaches a peak when the core material 9 yields a predetermined yield strength after yielding, the first mounting member 16 and the second mounting member 18 are subjected to a load when the heading is stopped. Since it is sufficient to withstand, it is possible to reduce costs by using economical members.

第１の取り付け部材１６および第２の取り付け部材１８には斜めリブプレート１９が各々設けられ、また、前記制震ダンパー８を構成する芯材９の両端部９ｂａ、９ｂｂにも芯材リブプレート１４が各々設けられているから、第１の取り付け部材１６、第２の取り付け部材１８及び芯材９の面外座屈をそれぞれ防止することが可能となる。
また、第１の取り付け部材１６及び第２の取り付け部材１８と芯材９との接合は、十字接合となるから、斜めリブプレート１９及び芯材リブプレート１４は接合機能および補剛機能の両方の機能を果たすこととなり、それぞれ別個に設ける場合に比べ部材の数量を低減することが可能となる。 The first mounting member 16 and the second mounting member 18 are respectively provided with oblique rib plates 19, and the core material rib plate 14 is also provided at both end portions 9 ba and 9 bb of the core material 9 constituting the vibration damping damper 8. Therefore, it is possible to prevent the first mounting member 16, the second mounting member 18 and the core member 9 from buckling out of plane.
Moreover, since the joining of the first attachment member 16 and the second attachment member 18 and the core member 9 is a cross joint, the oblique rib plate 19 and the core member rib plate 14 have both a joining function and a stiffening function. The function is achieved, and the number of members can be reduced as compared with the case where they are provided separately.

前記第１の取り付け部材１６及び第２の取り付け部材１８をあらかじめ工場にて鉄骨梁部材４に固着しプレキャスト部材とすることにより、現場での溶接等の加工作業を大幅に削減することができるから、特別な技能を有する者（溶接作業員等）でなくても通常の作業員で施工することが可能になるとともに、工期短縮および施工精度の向上を図ることが可能となる。   Since the first mounting member 16 and the second mounting member 18 are fixed to the steel beam member 4 in advance at the factory and used as a precast member, processing work such as welding on site can be greatly reduced. Even if it is not a person having a special skill (such as a welding worker), the construction can be performed by a normal worker, and the construction period can be shortened and the construction accuracy can be improved.

前記制震ダンパー８は第１の取り付け部材１６および第２の取り付け部材１８に高力ボルト等の締結手段を介して締結されるため、制震ダンパー８の長さ誤差に対して容易に対応することが可能となる。   Since the vibration damping damper 8 is fastened to the first mounting member 16 and the second mounting member 18 via fastening means such as high strength bolts, it can easily cope with the length error of the vibration damping damper 8. It becomes possible.

本発明に係る構造物の制震構造の概略を示す図である。It is a figure which shows the outline of the damping structure of the structure based on this invention. 本発明に係る構造物の制震構造に係る制震ダンパーが設置される開口部を構成する柱及び梁の断面を示す図である。It is a figure which shows the cross section of the column and beam which comprise the opening part in which the damping damper concerning the damping structure of the structure concerning this invention is installed. 本発明に係る構造物の制震構造に係る制震ダンパーを開口部に設置する際に用いる第１の取り付け部材及び第２の取り付け部材を示す図である。It is a figure which shows the 1st attachment member and 2nd attachment member which are used when installing the damping damper which concerns on the damping structure of the structure concerning this invention in an opening part. 本発明に係る構造物の制震構造に係る制震ダンパーの詳細を示す図である。It is a figure which shows the detail of the damping damper which concerns on the damping structure of the structure which concerns on this invention. 本発明に係る構造物の制震構造の他の事例を示す図である。It is a figure which shows the other example of the damping structure of the structure based on this invention.

符号の説明Explanation of symbols

１ 構造物
２ 柱
３ 梁
４ 鉄骨梁部材
５ アンカー部材
６ 垂直補剛部材
７ 開口部
８ 制震ダンパー
９ 芯材
１０ 補剛体
１１ 溝形鋼
１２ カバープレート
１３ ツヅリボルト
１４ 芯材リブプレート
１５ ゴムパッキン
１６ 第１の取り付け部材
１７ 水平スチフナー
１８ 第２の取り付け部材
１９ 斜めリブプレート
２０ 締結手段
２１ スプライスプレート
２２ パネルゾーン
２３ フラットバー
２４ あばら筋
２５ 主筋
DESCRIPTION OF SYMBOLS 1 Structure 2 Column 3 Beam 4 Steel beam member 5 Anchor member 6 Vertical stiffening member 7 Opening 8 Damping damper 9 Core material 10 Stiffening body 11 Grooved steel 12 Cover plate 13 Thread bolt 14 Core material rib plate 15 Rubber packing 16 First mounting member 17 Horizontal stiffener 18 Second mounting member 19 Diagonal rib plate 20 Fastening means 21 Splice plate 22 Panel zone 23 Flat bar 24 Stirrup 25 Main bar

Claims (4)

鉄筋コンクリート造の柱と梁を備える構造物の制震構造であって、
前記柱及び梁より構成される構面の開口部内に、一端が前記開口部を構成する一方の梁の中央部近傍、他端が前記開口部を構成する他方の梁と前記柱との入隅部近傍に位置するようにブレース状に配した制震ダンパーが、対をなしてシンメトリーに設置されており、
該制震ダンパーを設置している開口部を構成する前記一方の梁及び他方の梁に、両端部が前記柱との接合部となるパネルゾーン内に達する部材長を有する鉄骨梁部材が内蔵されて、
前記一方の梁に内蔵された鉄骨梁部材の中央部近傍に、前記制震ダンパーの一端を前記開口部内に取り付けるための第１の取り付け部材が固定されるとともに、
前記他方の梁に内蔵された鉄骨梁部材の前記パネルゾーン内に位置する範囲を含んだ領域に、前記制震ダンパーの他端を前記開口部内に取り付けるための第２の取り付け部材が固定され、
該第１の取り付け部材及び第２の取り付け部材に前記制震ダンパーの一端及び他端が締結手段を介して締結されることを特徴とする構造物の制震構造。 A seismic control structure of a structure with reinforced concrete columns and beams,
In the opening portion of the surface composed of the column and the beam, one end is near the center of one beam constituting the opening portion, and the other end is an entrance corner of the other beam and the column constituting the opening portion. Damping dampers arranged in braces so as to be located in the vicinity of the part are installed symmetrically in pairs.
The one beam and the other beam constituting the opening in which the vibration damper is installed include a steel beam member having a member length that reaches both ends of the panel zone that is a joint with the column. And
A first attachment member for attaching one end of the vibration damper to the inside of the opening is fixed near the central portion of the steel beam member built in the one beam,
A second attachment member for attaching the other end of the vibration damper to the opening is fixed to a region including a range located in the panel zone of the steel beam member built in the other beam,
A damping structure for a structure, wherein one end and the other end of the damping damper are fastened to the first mounting member and the second mounting member via fastening means. 請求項１に記載の構造物の制震構造において、
前記鉄骨梁部材の端面及び中間部に、垂直補剛部材が備えられることを特徴とする構造物の制震構造。 In the vibration control structure of the structure according to claim 1,
A structure damping structure, wherein a vertical stiffening member is provided on an end face and an intermediate portion of the steel beam member. 請求項１または２に記載の構造物の制震構造において、
前記鉄骨梁部材の前記柱パネルゾーン内に位置する範囲に、上下方向に突出するアンカー部材が備えられることを特徴とする構造物の制震構造。 In the vibration control structure of the structure according to claim 1 or 2,
A structure damping structure, wherein an anchor member protruding in a vertical direction is provided in a range of the steel beam member located in the column panel zone. 請求項１から３のいずれかに記載の構造物の制震構造において、
前記制震ダンパーの軸芯延長線が、前記開口部を構成する他方の梁の軸芯と柱の軸芯との交点を通過するよう設置されることを特徴とする構造物の制震構造。
In the vibration control structure of the structure according to any one of claims 1 to 3,
A damping structure for a structure, wherein an extension line of an axis of the damping damper is installed so as to pass through an intersection of an axis of the other beam and an axis of a column constituting the opening.
JP2003420878A 2003-12-18 2003-12-18 Earthquake control construction of structure Pending JP2005179981A (en)

Priority Applications (1)

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Country Link
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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2010242390A (en) * 2009-04-07 2010-10-28 Toda Constr Co Ltd Joining method and structure of column-beam joint part having steel brace
JP2011038374A (en) * 2009-08-18 2011-02-24 Shimizu Corp Composite structure of building
CN102877568A (en) * 2012-09-28 2013-01-16 清华大学 Double-inner-core buckling-preventive support structure
CN115450338A (en) * 2022-10-09 2022-12-09 青岛强力钢结构有限公司 Shock attenuation formula steel construction node component

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2010242390A (en) * 2009-04-07 2010-10-28 Toda Constr Co Ltd Joining method and structure of column-beam joint part having steel brace
JP2011038374A (en) * 2009-08-18 2011-02-24 Shimizu Corp Composite structure of building
CN102877568A (en) * 2012-09-28 2013-01-16 清华大学 Double-inner-core buckling-preventive support structure
CN115450338A (en) * 2022-10-09 2022-12-09 青岛强力钢结构有限公司 Shock attenuation formula steel construction node component
CN115450338B (en) * 2022-10-09 2024-06-11 青岛强力钢结构有限公司 Damping steel structure node member

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