JP6990979B2 - Framing structure of a building - Google Patents

Framing structure of a building Download PDF

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JP6990979B2
JP6990979B2 JP2017070486A JP2017070486A JP6990979B2 JP 6990979 B2 JP6990979 B2 JP 6990979B2 JP 2017070486 A JP2017070486 A JP 2017070486A JP 2017070486 A JP2017070486 A JP 2017070486A JP 6990979 B2 JP6990979 B2 JP 6990979B2
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column
pair
web
flanges
connecting member
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JP2018172888A (en
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健一 田原
聡 佐々木
尚大 桐山
貴久 森
剛 平松
頌子 永峰
義昭 堀園
健一 永雄
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Fujita Corp
Daiwa House Industry Co Ltd
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Daiwa House Industry Co Ltd
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本発明は、建築物における鉄骨からなる柱及び梁による架構構造に関する。 The present invention relates to a frame structure of steel columns and beams in a building.

高層ビルディングなどの建築物において、建築物全体の水平方向の剛性を高めるには、断面サイズの大きな角形鋼管柱を用いることで対応することが行われている。しかしながら、断面サイズの大きな角形鋼管柱を用いた場合、壁面からの柱の張り出しが大きくなり、その分だけ室内スペースの利用の自由度が制約されてしまう。 In buildings such as high-rise buildings, in order to increase the horizontal rigidity of the entire building, measures are taken by using square steel pipe columns with a large cross-sectional size. However, when a square steel pipe column having a large cross-sectional size is used, the overhang of the column from the wall surface becomes large, and the degree of freedom in using the indoor space is restricted accordingly.

また従来、H形鋼からなる2本の鉛直支持材と、この鉛直支持材の間に鉛直に配置されたH形鋼からなる連結材とを備え、鉛直支持材の上端及び下端が、H形鋼からなる梁にボルト締結により固定され、鉛直支持材のフランジと連結材のフランジがボルト締結により互いに結合されると共に、連結材の上端及び下端と梁との間が離れていて非固定である連結柱が知られている(特許文献1参照)。 Further, conventionally, two vertical support members made of H-shaped steel and a connecting member made of H-shaped steel arranged vertically between the vertical support members are provided, and the upper and lower ends of the vertical support members are H-shaped. It is fixed to a beam made of steel by bolting, and the flange of the vertical support material and the flange of the connecting material are joined to each other by bolting, and the upper and lower ends of the connecting material are separated from each other and are not fixed. Connecting columns are known (see Patent Document 1).

すなわち、この連結柱によれば、壁面からの柱の張り出しを抑制することができ、しかも所要の鉛直支持力を確保することができる。 That is, according to this connecting column, it is possible to suppress the overhang of the column from the wall surface, and it is possible to secure the required vertical bearing capacity.

特開2016-69839号公報Japanese Unexamined Patent Publication No. 2016-69839

しかしながら、上記従来の技術は、地震等による水平力を変形により吸収可能とする目的で、連結材として、所要数の開口部を形成したものや低降伏材からなるものを採用していることから、水平力に対する剛性を高めるものではない。 However, the above-mentioned conventional technique adopts a connecting material having a required number of openings or a low yielding material for the purpose of absorbing horizontal force due to an earthquake or the like by deformation. , Does not increase the rigidity against horizontal force.

本発明は、以上のような点に鑑みてなされたものであって、その技術的課題は、壁面からの柱の張り出しを抑制すると共に、水平方向の曲げ強度を向上した架構構造を提供することにある。 The present invention has been made in view of the above points, and a technical problem thereof is to provide a frame structure having improved horizontal bending strength while suppressing the protrusion of columns from a wall surface. It is in.

建築物の架構構造は、一対の梁と、鉛直に配置されて前記一対の梁をつなぐ方向に延びるウェブと、前記ウェブの上下両端から水平に張り出した一対のフランジとを備え、前記一対の梁の間に設けられてこれらの一対の梁の端部に接合された梁状連結材と、前記梁状連結材の下方に設けられた下方の柱構造体と、前記梁状連結材の上方に設けられた上方の柱構造体と、を備え、前記下方の柱構造体は、前記梁状連結材の下面に上端が接合されて水平方向に並列するH形鋼からなる複数本の柱本体と、ウェブとフランジとを有する形鋼からなり、前記フランジを水平に配置してそれらのウェブとフランジとを前記柱本体のフランジに直交方向から接合させて前記複数本の柱本体を連結する連結材と、を含み、前記上方の柱構造体は、前記梁状連結材の上面に下端が接合されて水平方向に並列するH形鋼からなる複数本の柱本体と、ウェブとフランジとを有する形鋼からなり、前記フランジを水平に配置してそれらのウェブとフランジとを前記柱本体のフランジに直交方向から接合させて前記複数本の柱本体を連結する連結材と、を含む。 The frame structure of the building includes a pair of beams , a web vertically arranged and extending in a direction connecting the pair of beams, and a pair of flanges extending horizontally from both upper and lower ends of the web, and the pair of beams. A beam-shaped connecting member provided between the beams and joined to the ends of the pair of beams, a lower column structure provided below the beam-shaped connecting member, and above the beam-shaped connecting member. The upper pillar structure provided is provided, and the lower pillar structure includes a plurality of pillar bodies made of H-shaped steel whose upper ends are joined to the lower surface of the beam-shaped connecting member and are parallel in the horizontal direction. , A connecting material made of shaped steel having a web and a flange, the flanges are arranged horizontally, and the web and the flange are joined to the flange of the beam body from an orthogonal direction to connect the plurality of beam bodies. The upper column structure includes a plurality of column bodies made of H-shaped steel whose lower ends are joined to the upper surface of the beam-shaped connecting member and are parallel in the horizontal direction, and has a web and a flange. It is made of steel and includes a connecting material in which the flanges are arranged horizontally and the web and the flange are joined to the flange of the beam body from an orthogonal direction to connect the plurality of beam bodies.

本発明によれば、壁面からの柱の張り出しを抑制又は防止することができ、水平方向への曲げモーメントに対する剛性を向上することができる。 According to the present invention, it is possible to suppress or prevent the overhang of the column from the wall surface, and it is possible to improve the rigidity against the bending moment in the horizontal direction.

建築物の架構構造の好ましい第一の実施の形態を示す正面図である。It is a front view which shows the preferable 1st Embodiment of the frame structure of a building. その斜視図である。It is the perspective view. (a)~(e)はそれぞれ、梁と異なる高さの位置で柱本体を連結している連結材の別の実施態様を示す正面図である。Each of (a) to (e) is a front view showing another embodiment of the connecting material connecting the column main body at a position different from that of the beam. (a)(b)はそれぞれ、梁と同じ高さの位置で柱本体を連結している連結材(柱間梁)の別の実施態様を示す正面図である。Each of (a) and (b) is a front view showing another embodiment of a connecting material (inter-column beam) connecting the column bodies at the same height as the beam. 建築物の架構構造の好ましい第二の実施の形態を示す斜視図である。It is a perspective view which shows the preferable 2nd Embodiment of the frame structure of a building. 建築物の架構構造の好ましい第三の実施の形態を示す正面図である。It is a front view which shows the preferable third embodiment of the frame structure of a building. 建築物の架構構造の好ましい第三の実施の形態を示す一部省略した斜視図である。It is a partially omitted perspective view which shows the preferable third embodiment of the frame structure of a building. 建築物の架構構造の好ましい第四の実施の形態を示す斜視図である。It is a perspective view which shows the preferable 4th Embodiment of the frame structure of a building.

建築物の架構構造の好ましい実施の形態について、図面を参照しながら説明する。 A preferred embodiment of the frame structure of a building will be described with reference to the drawings.

[第一の実施の形態]
まず図1及び図2は第一の実施の形態を示すもので、図中の参照符号1は鉛直(Z方向)に建て込まれた柱、参照符号2は水平に配置されると共に柱1に接合された梁である。柱1は、2本の柱本体11と、この柱本体11,11の間に配置され接合された所要数の連結材12とからなる。
[First Embodiment]
First, FIGS. 1 and 2 show the first embodiment. In the figure, reference numeral 1 is a column built vertically (Z direction), reference numeral 2 is horizontally arranged and the reference numeral 2 is on the pillar 1. It is a joined beam. The pillar 1 is composed of two pillar main bodies 11 and a required number of connecting members 12 arranged and joined between the pillar main bodies 11 and 11.

詳しくは、柱1における柱本体11はH形鋼からなるものであって、すなわち、ウェブ111とその幅方向(X方向)両端から直交方向(Y方向)へ張り出した一対のフランジ112,113を有し、建築物の鉛直荷重に対する支持力を受け持つ主体である。 Specifically, the column body 11 in the column 1 is made of H-shaped steel, that is, the web 111 and the pair of flanges 112 and 113 protruding in the orthogonal direction (Y direction) from both ends in the width direction (X direction) thereof. It is the main body that has the bearing capacity for the vertical load of the building.

柱1における連結材12はX方向へ延びるI又はH形鋼からなるものであって、すなわち、ウェブ121とその幅方向(Z方向)両端から水平方向(Y方向)へ張り出した一対のフランジ122,123を有し、これらウェブ121及びフランジ122,123のX方向両端12aが柱本体11,11における互いに対向するフランジ112,112に直交するように、溶接によって接合され、これによって柱本体11,11を互いに連結している。 The connecting member 12 in the column 1 is made of I or H-shaped steel extending in the X direction, that is, the web 121 and a pair of flanges 122 protruding in the horizontal direction (Y direction) from both ends in the width direction (Z direction) thereof. , 123, and the X-direction both ends 12a of the web 121 and the flanges 122, 123 are joined by welding so as to be orthogonal to the flanges 112, 112 facing each other in the column bodies 11, 11. 11 are connected to each other.

梁2は連結材12と同じ断面形状でX方向へ延びるI形鋼又はH形鋼からなるものであって、すなわち、ウェブ21とその幅方向(Z方向)両端から水平方向(Y方向)へ張り出した一対のフランジ22,23を有し、これらウェブ21及びフランジ22,23のX方向端部2aが、柱本体11,11における連結材12と反対側のフランジ113,113と直交するように、溶接によって接合されている。 The beam 2 has the same cross-sectional shape as the connecting member 12 and is made of I-shaped steel or H-shaped steel extending in the X direction, that is, from the web 21 and both ends in the width direction (Z direction) to the horizontal direction (Y direction). It has a pair of overhanging flanges 22 and 23 so that the web 21 and the X-direction end 2a of the flanges 22 and 23 are orthogonal to the flanges 113 and 113 on the opposite side of the connecting member 12 in the column bodies 11 and 11. , Joined by welding.

連結材12は、梁2と異なる高さの位置で柱本体11,11を連結しているものと、梁2と同じ高さの位置で柱本体11,11を連結しているものとがあり、各連結材12は上下に所定の間隔をもって配置されている。梁2と同じ高さの位置で柱本体11,11を連結している連結材12を、柱間梁12Aと呼ぶ。 The connecting member 12 includes one in which the column bodies 11 and 11 are connected at a position different from that of the beam 2 and one in which the column bodies 11 and 11 are connected at a position at the same height as the beam 2. , Each connecting member 12 is arranged vertically at a predetermined interval. The connecting member 12 connecting the column bodies 11 and 11 at the same height as the beam 2 is called an inter-column beam 12A.

柱本体11には、この柱本体11におけるウェブ111及びフランジ112,113に直交状態で、鋼材製の複数の水平なリブ114が溶接により接合されている。これらのリブ114は、連結材12における上下のフランジ122,123と対応する位置に配置されている。つまり連結材12のフランジ122,123は、柱本体11のリブ114と水平方向(X方向)に向けて直線上に並んでいる。また連結材12である柱間梁12Aの位置においては、梁2のフランジ22,23も、柱本体11のリブ114及び柱間梁12Aのフランジ122,123と共に、水平方向(X方向)に向けて直線上に並んでいる。 A plurality of horizontal ribs 114 made of steel are joined to the column body 11 by welding in a state orthogonal to the web 111 and the flanges 112 and 113 in the column body 11. These ribs 114 are arranged at positions corresponding to the upper and lower flanges 122 and 123 in the connecting member 12. That is, the flanges 122 and 123 of the connecting member 12 are aligned with the rib 114 of the pillar body 11 in a straight line in the horizontal direction (X direction). Further, at the position of the column beam 12A which is the connecting member 12, the flanges 22 and 23 of the beam 2 are directed in the horizontal direction (X direction) together with the rib 114 of the column body 11 and the flanges 122 and 123 of the column beam 12A. They are lined up in a straight line.

なお、柱間梁12Aのウェブ121及び梁2のウェブ21も、柱本体11のウェブ111と水平方向(X方向)へ直線的に並んだ状態となっている。 The web 121 of the column beam 12A and the web 21 of the beam 2 are also in a state of being linearly aligned with the web 111 of the column main body 11 in the horizontal direction (X direction).

上述の構成を備える第一の実施の形態によれば、柱1は、H形鋼からなる一対の柱本体11を連結材12(柱間梁12Aを含む)によって結合したものであるため、断面サイズの大きな角形鋼管柱を用いて鉛直支持力及び水平方向の剛性を確保する場合のように壁面から柱が張り出してしまうことがなく、このため室内のスパンが大きくなり、室内スペースの利用の自由度を大きく向上することができる。 According to the first embodiment having the above-described configuration, the column 1 is a cross section of a pair of column bodies 11 made of H-shaped steel connected by a connecting member 12 (including an intercolumn beam 12A). Unlike the case of using a large square steel pipe column to secure vertical bearing capacity and horizontal rigidity, the column does not protrude from the wall surface, which increases the indoor span and frees the use of indoor space. The degree can be greatly improved.

また、柱1における柱本体11は、H形鋼の有する強度がリブ114によってさらに高められていることに加え、梁2によって上下(Z方向)に分断されずに連続した通し柱となるので、水平方向(X方向)への曲げモーメントに対する剛性が増大する。したがって耐震性が向上し、大地震による大きな水平力が作用したときの柱の破壊を防止することができ、上側の梁と下側の梁との相対的な水平変位(層間変形)を小さく抑えることができる。 Further, the column body 11 in the column 1 is horizontal because the strength of the H-shaped steel is further enhanced by the ribs 114 and the column 1 is a continuous through column without being divided vertically (Z direction) by the beam 2. Rigidity with respect to bending moment in the direction (X direction) increases. Therefore, the seismic resistance is improved, it is possible to prevent the column from being destroyed when a large horizontal force is applied due to a large earthquake, and the relative horizontal displacement (interlayer deformation) between the upper beam and the lower beam is suppressed to a small level. be able to.

しかも、地震等によるX方向の水平力が、梁2及び連結材12を介して柱本体11のフランジ112,113に加わったときには、梁2のフランジ22,23及び柱間梁12Aのフランジ122,123とX方向へ直線的に並んだリブ114とによって、柱本体11のフランジ112,113の変形が抑制されるので、柱本体11,11が並んだX方向に対する柱1の曲げ剛性が一層大きなものとなる。また、柱間梁12Aのウェブ121及び梁2のウェブ21が柱本体11のウェブ111とX方向へ並んで設けられていることも、X方向に対する柱1の曲げ剛性の向上に寄与しており、柱本体11と連結材12(柱間梁12A)及び梁2を溶接によって接合しているので、接合強度が高いものとなっている。 Moreover, when a horizontal force in the X direction due to an earthquake or the like is applied to the flanges 112 and 113 of the column main body 11 via the beam 2 and the connecting member 12, the flanges 22 and 23 of the beam 2 and the flange 122 of the inter-column beam 12A, Since the 123 and the ribs 114 linearly arranged in the X direction suppress the deformation of the flanges 112 and 113 of the column body 11, the bending rigidity of the column 1 with respect to the X direction in which the column bodies 11 and 11 are arranged is further increased. It becomes a thing. Further, the fact that the web 121 of the column beam 12A and the web 21 of the beam 2 are provided side by side with the web 111 of the column main body 11 in the X direction also contributes to the improvement of the bending rigidity of the column 1 in the X direction. Since the column main body 11 and the connecting member 12 (inter-column beam 12A) and the beam 2 are joined by welding, the joining strength is high.

図3(a)~(e)に基づいて、梁2と異なる高さの位置で柱本体11,11を連結している連結材12の別の実施態様について説明する。いずれの態様も、柱本体11のリブ114と連結材12のフランジ122,123とが、異なる高さに配置されている例である。 Based on FIGS. 3A to 3E, another embodiment of the connecting member 12 connecting the column bodies 11 and 11 at a position different from that of the beam 2 will be described. In each aspect, the rib 114 of the pillar body 11 and the flanges 122 and 123 of the connecting member 12 are arranged at different heights.

図3(a)に示すものは、連結材12に設けられた一対のフランジ122,123の間の距離が、柱本体11の一対のリブ114の間の距離よりも大きい一例である。本例では、一対のフランジ122,123の間の水平投影面内に、一対のリブ114の間の水平投影面が含まれるように各部が配置されている。 FIG. 3A is an example in which the distance between the pair of flanges 122 and 123 provided on the connecting member 12 is larger than the distance between the pair of ribs 114 of the column body 11. In this example, each part is arranged so that the horizontal projection plane between the pair of ribs 114 is included in the horizontal projection plane between the pair of flanges 122 and 123.

図3(b)に示すものも、連結材12に設けられた一対のフランジ122,123の間の距離が、柱本体11の一対のリブ114の間の距離よりも大きい一例である。ただし本例では、一対のリブ114が下方にオフセットしており、これらの間の水平投影面が、一対のフランジ122,123の間の水平投影面に重なり合いながらも、外れた位置に位置づけられるように各部が配置されている。 The one shown in FIG. 3B is also an example in which the distance between the pair of flanges 122 and 123 provided on the connecting member 12 is larger than the distance between the pair of ribs 114 of the column body 11. However, in this example, the pair of ribs 114 are offset downward so that the horizontal projection plane between them is positioned at an offset position while overlapping with the horizontal projection plane between the pair of flanges 122 and 123. Each part is arranged in.

図3(c)に示すものも、連結材12に設けられた一対のフランジ122,123の間の距離が、柱本体11の一対のリブ114の間の距離よりも大きい一例である。本例では、一対のリブ114が上方にオフセットしており、これらの間の水平投影面が、一対のフランジ122,123の間の水平投影面に重なり合いながらも、外れた位置に位置づけられるように各部が配置されている。 The one shown in FIG. 3C is also an example in which the distance between the pair of flanges 122 and 123 provided on the connecting member 12 is larger than the distance between the pair of ribs 114 of the column body 11. In this example, the pair of ribs 114 are offset upward so that the horizontal projection plane between them is positioned off the horizontal projection plane between the pair of flanges 122 and 123 while overlapping. Each part is arranged.

図3(d)に示すものは、連結材12に設けられた一対のフランジ122,123の間の距離が、柱本体11の一対のリブ114の間の距離よりも小さい一例である。本例では、一対のリブ114が上方にオフセットしており、これらの間の水平投影面が、一対のフランジ122,123の間の水平投影面内から完全に外れた位置に位置づけられるように各部が配置されている。 FIG. 3D is an example in which the distance between the pair of flanges 122 and 123 provided on the connecting member 12 is smaller than the distance between the pair of ribs 114 of the column body 11. In this example, the pair of ribs 114 are offset upward so that the horizontal projection plane between them is positioned completely off the horizontal projection plane between the pair of flanges 122 and 123. Is placed.

図3(e)に示すものも、連結材12に設けられた一対のフランジ122,123の間の距離が、柱本体11の一対のリブ114の間の距離よりも小さい一例である。ただし本例では、一対のリブ114の間の水平投影面内に、一対のフランジ122,123の間の水平投影面が位置づけられるように各部が配置されている。 The one shown in FIG. 3 (e) is also an example in which the distance between the pair of flanges 122 and 123 provided on the connecting member 12 is smaller than the distance between the pair of ribs 114 of the column body 11. However, in this example, each part is arranged so that the horizontal projection plane between the pair of flanges 122 and 123 is positioned in the horizontal projection plane between the pair of ribs 114.

図4(a)(b)に基づいて、梁2と同じ高さの位置で柱本体11,11を連結している連結材12、つまり柱間梁12Aの別の実施態様について説明する。これらの各態様のものは、架構構造の剛性及び強度をより高めることができる。 Based on FIGS. 4 (a) and 4 (b), another embodiment of the connecting member 12 connecting the column bodies 11 and 11 at the same height as the beam 2, that is, the inter-column beam 12A will be described. Each of these embodiments can further increase the rigidity and strength of the frame structure.

図4(a)に示すものは、柱間梁12Aに設けられた一対のフランジ122,123の間の距離が、柱本体11の一対のリブ114の間の距離よりも大きい一例である。本例では、一対のフランジ122,123の間の水平投影面内に、一対のリブ114の間の水平投影面が含まれるように各部が配置されている。 FIG. 4A is an example in which the distance between the pair of flanges 122 and 123 provided on the column beam 12A is larger than the distance between the pair of ribs 114 of the column body 11. In this example, each part is arranged so that the horizontal projection plane between the pair of ribs 114 is included in the horizontal projection plane between the pair of flanges 122 and 123.

図4(b)に示すものは、柱間梁12Aが二分割され、梁2の上端に対応する位置と下端に対応する位置とにそれぞれ配置されている。 In the one shown in FIG. 4B, the inter-column beam 12A is divided into two and arranged at a position corresponding to the upper end and a position corresponding to the lower end of the beam 2, respectively.

[第二の実施の形態]
図5は、建築物の架構構造の好ましい第二の実施の形態として、柱1における連結材12に、I形鋼又はH形鋼からなる梁3を梁2と直交する方向(Y方向)に接合した例を示すものである。すなわち、柱本体11,11を結合している連結材12には、適切な接合用プレート124を介して梁3を溶接により接合することができる。図示の例では、梁3のウェブ31の端部が、連結材12である柱間梁12Aのウェブ121に接合用プレート124を介して溶接され、梁3のフランジ32の端部が、柱間梁12Aのフランジ122に溶接されている。
[Second embodiment]
FIG. 5 shows, as a preferred second embodiment of the frame structure of a building, a beam 3 made of I-shaped steel or H-shaped steel is attached to a connecting member 12 in a column 1 in a direction (Y direction) orthogonal to the beam 2. It shows an example of joining. That is, the beam 3 can be joined to the connecting member 12 connecting the column bodies 11 and 11 by welding via an appropriate joining plate 124. In the illustrated example, the end of the web 31 of the beam 3 is welded to the web 121 of the inter-column beam 12A which is the connecting member 12 via the joining plate 124, and the end of the flange 32 of the beam 3 is between the columns. It is welded to the flange 122 of the beam 12A.

[第三の実施の形態]
図6及び図7は、建築物の架構構造の好ましい第三の実施の形態を示すものである。この実施の形態において、上述した第一及び第二の実施の形態と異なるところは、3本の柱本体11を、連結材12を介して互いに連結した点にある。各柱本体11や連結材12は、第一及び第二の実施の形態と同様のものである。
[Third embodiment]
6 and 7 show a preferred third embodiment of the frame structure of a building. In this embodiment, the difference from the first and second embodiments described above is that the three pillar bodies 11 are connected to each other via the connecting member 12. The pillar main body 11 and the connecting member 12 are the same as those in the first and second embodiments.

すなわちこの実施例でも、連結材12は、梁2と同じ高さの位置で柱本体11,11を連結しているもの(柱間梁12A)と、梁2と異なる高さの位置で柱本体11,11を連結しているものとがある。各連結材12は上下に所定の間隔をもって配置され、ウェブ121及びフランジ122,123の両端が、隣接する柱本体11,11における互いに対向するフランジ112,112(又はフランジ113,113)に直交するように、溶接によって接合され、これによって柱本体11,11を互いに連結している。 That is, also in this embodiment, the connecting member 12 connects the column bodies 11 and 11 at the same height as the beam 2 (inter-column beam 12A) and the column body at a height different from that of the beam 2. Some 11 and 11 are connected. The connecting members 12 are arranged vertically at predetermined intervals, and both ends of the web 121 and the flanges 122, 123 are orthogonal to the flanges 112, 112 (or flanges 113, 113) facing each other in the adjacent column bodies 11, 11. As described above, they are joined by welding, whereby the pillar bodies 11 and 11 are connected to each other.

また、各柱本体11には、ウェブ111及びフランジ112,113に直交状態で接合された鋼材製の複数の水平なリブ114が溶接により接合されている。これらのリブ114は、連結材12である柱間梁12Aにおける上下のフランジ122,123及び梁2における上下のフランジ22,23と対応する位置にある。 Further, a plurality of horizontal ribs 114 made of steel materials joined to the web 111 and the flanges 112 and 113 in an orthogonal state are joined to each pillar body 11 by welding. These ribs 114 are located at positions corresponding to the upper and lower flanges 122 and 123 in the inter-column beam 12A which is the connecting member 12 and the upper and lower flanges 22 and 23 in the beam 2.

第三の実施の形態によれば、柱本体11の本数を第一及び第二の実施の形態より多くしたため、鉛直支持力及び水平力に対する剛性を一層向上することができる。 According to the third embodiment, since the number of the pillar main bodies 11 is increased as compared with the first and second embodiments, the rigidity against the vertical bearing capacity and the horizontal force can be further improved.

なお、連結材12は、その材質や肉厚を適切に設定することによって降伏点を低くかつ伸びのよいものとすれば、柱本体11からの水平剪断力の入力によって塑性変形し、これによって有効に振動エネルギを消費して揺れを減衰させるパネルダンパとしての機能を与えることもできる。 If the yield point of the connecting material 12 is set to be low and the elongation is good by appropriately setting the material and the wall thickness, the connecting material 12 is plastically deformed by the input of the horizontal shearing force from the column body 11, which is effective. It can also function as a panel damper that consumes vibration energy and attenuates vibration.

[第四の実施の形態]
図8は、建築物の架構構造の好ましい第四の実施の形態を示すものである。
[Fourth Embodiment]
FIG. 8 shows a preferred fourth embodiment of the frame structure of a building.

この第四の実施の形態において、先に説明した第一~第三の実施の形態と異なるところは、柱本体11の上端及び下端が梁状連結材13に溶接され、梁2の端部が、梁状連結材13と溶接により接合されていることにある。 In this fourth embodiment, the difference from the first to third embodiments described above is that the upper end and the lower end of the column body 11 are welded to the beam-shaped connecting member 13, and the end portion of the beam 2 is formed. , It is said that it is joined to the beam-shaped connecting member 13 by welding.

詳しくは、梁状連結材13は、XZ方向に延びるウェブ131と、その上下両端から水平(Y方向)に張り出した一対のフランジ132,133と、ウェブ131及びフランジ132,133と直交状態で溶接された複数のリブ134からなる。フランジ132,133は、その幅が柱本体11のフランジ112,113の幅と同等又はそれより僅かに広く、複数のリブ134はそれぞれ柱本体11のフランジ112,113と鉛直方向(Z方向)へ直線的に並んでいる。 Specifically, the beam-shaped connecting member 13 is welded to the web 131 extending in the XZ direction, a pair of flanges 132 and 133 extending horizontally (Y direction) from both upper and lower ends thereof, and the web 131 and the flanges 132 and 133 in an orthogonal state. It is composed of a plurality of ribs 134. The widths of the flanges 132 and 133 are equal to or slightly wider than the widths of the flanges 112 and 113 of the column body 11, and the plurality of ribs 134 are vertically (Z direction) with the flanges 112 and 113 of the column body 11, respectively. They are lined up in a straight line.

また、梁2は、ウェブ21の端部が梁状連結材13のX方向端部のリブ134に、梁状連結材13のウェブ131とX方向へ直線的に並んだ状態で溶接により接合されており、フランジ22,23の端部が、梁状連結材13のフランジ132,133とX方向へ直線的に並んだ状態で溶接により接合されている。 Further, the beam 2 is joined by welding to the rib 134 at the X-direction end of the beam-shaped connecting member 13 with the end of the web 21 aligned linearly with the web 131 of the beam-shaped connecting member 13 in the X-direction. The ends of the flanges 22 and 23 are joined to the flanges 132 and 133 of the beam-shaped connecting member 13 by welding in a state of being linearly aligned in the X direction.

また、梁2と直交する方向(Y方向)へ延びる梁3のウェブ31の端部が、梁状連結材13のウェブ131に接合用プレート135を介して溶接により接合され、梁3のフランジ32の端部が、梁状連結材13のフランジ132に溶接により接合されている。 Further, the end of the web 31 of the beam 3 extending in the direction orthogonal to the beam 2 (Y direction) is joined to the web 131 of the beam-shaped connecting member 13 by welding via the joining plate 135, and the flange 32 of the beam 3 is joined. Is joined to the flange 132 of the beam-shaped connecting member 13 by welding.

なお、梁状連結材13のウェブ131も、柱本体11のウェブ111及び梁2のウェブ21と並んだ位置にある。 The web 131 of the beam-shaped connecting member 13 is also located side by side with the web 111 of the column body 11 and the web 21 of the beam 2.

上記構成を備える第四の実施の形態も、柱1は、H形鋼からなる一対の柱本体11を連結材12によって結合したものであるため、断面サイズの大きな角形鋼管柱を用いて鉛直支持力及び水平方向の剛性を確保する場合のように壁面から柱が張り出してしまうことがなく、このため室内のスパンが大きくなり、室内スペースの利用の自由度を大きく向上することができる。 Also in the fourth embodiment having the above configuration, since the column 1 is formed by connecting a pair of column bodies 11 made of H-shaped steel with a connecting member 12, it is vertically supported by using a square steel pipe column having a large cross-sectional size. The pillars do not protrude from the wall surface as in the case of ensuring the force and the rigidity in the horizontal direction, so that the span of the room becomes large and the degree of freedom in using the room space can be greatly improved.

しかも地震等によるX方向の水平力に対する曲げ剛性が、連結材12のフランジ122,123とX方向へ直線的に並んだリブ114によって高めることができ、X方向の水平力によって柱本体11と梁状連結材13間に加わる変形力に対する剛性も、梁状連結材13のウェブ131及びリブ134が柱本体11のウェブ111及びフランジ112,113と鉛直方向(Z方向)へ直線的に並んでいることによって高めることができる。また、梁状連結材13のウェブ131が、柱本体11のウェブ111及び梁2のウェブ21と並んで設けられていることも、X方向に対する柱1の曲げ剛性の向上に寄与する。 Moreover, the bending rigidity with respect to the horizontal force in the X direction due to an earthquake or the like can be increased by the ribs 114 linearly arranged in the X direction with the flanges 122 and 123 of the connecting member 12, and the column body 11 and the beam are increased by the horizontal force in the X direction. As for the rigidity against the deformation force applied between the shaped connecting members 13, the web 131 and the rib 134 of the beam-shaped connecting member 13 are linearly aligned with the web 111 and the flanges 112 and 113 of the column body 11 in the vertical direction (Z direction). It can be enhanced by doing so. Further, the fact that the web 131 of the beam-shaped connecting member 13 is provided side by side with the web 111 of the column body 11 and the web 21 of the beam 2 also contributes to the improvement of the bending rigidity of the column 1 in the X direction.

したがって、この実施の形態でも、断面サイズの大きな角形鋼管柱を用いた場合と異なり壁面からの柱の張り出しを抑制又は防止することができ、このため室内の内法スパンが大きくなり、室内スペースの利用の自由度を大きく向上することができる。また、水平方向への曲げモーメントに対する剛性が向上するため、耐震性が向上し、大地震による大きな水平力が作用したときの柱の破壊を防止することができ、上側の梁と下側の梁との相対的な水平変位(層間変形)を小さく抑えることができる。 Therefore, even in this embodiment, unlike the case of using a square steel pipe column having a large cross-sectional size, it is possible to suppress or prevent the column from overhanging from the wall surface. The degree of freedom of use can be greatly improved. In addition, since the rigidity against the bending moment in the horizontal direction is improved, the earthquake resistance is improved, and it is possible to prevent the column from being destroyed when a large horizontal force is applied due to a large earthquake, and the upper beam and the lower beam can be prevented. The relative horizontal displacement (interlayer deformation) with and can be suppressed to a small value.

1 柱
2 梁
3 梁
11 柱本体
13 梁状連結材
12 連結材
12A 柱間梁
21 ウェブ
22 フランジ
23 フランジ
111 ウェブ
112 フランジ
113 フランジ
114 リブ
121 ウェブ
122 フランジ
123 フランジ
1 Pillar 2 Beam 3 Beam 11 Pillar body 13 Beam-shaped connecting material 12 Connecting material 12A Inter-column beam 21 Web 22 Flange 23 Flange 111 Web 112 Flange 113 Flange 114 Rib 121 Web 122 Flange 123 Flange

Claims (5)

一対の梁と、
鉛直に配置されて前記一対の梁をつなぐ方向に延びるウェブと、前記ウェブの上下両端から水平に張り出した一対のフランジとを備え、前記一対の梁の間に設けられてこれらの一対の梁の端部に接合された梁状連結材と、
前記梁状連結材の下方に設けられた下方の柱構造体と、
前記梁状連結材の上方に設けられた上方の柱構造体と、
を備え、
前記下方の柱構造体は、
前記梁状連結材の下面に上端が接合されて水平方向に並列するH形鋼からなる複数本の柱本体と、
ウェブとフランジとを有する形鋼からなり、前記フランジを水平に配置してそれらのウェブとフランジとを前記柱本体のフランジに直交方向から接合させて前記複数本の柱本体を連結する連結材と、
を含み、
前記上方の柱構造体は、
前記梁状連結材の上面に下端が接合されて水平方向に並列するH形鋼からなる複数本の柱本体と、
ウェブとフランジとを有する形鋼からなり、前記フランジを水平に配置してそれらのウェブとフランジとを前記柱本体のフランジに直交方向から接合させて前記複数本の柱本体を連結する連結材と、
を含む建築物の架構構造。
With a pair of beams,
A web vertically arranged and extending in a direction connecting the pair of beams and a pair of flanges extending horizontally from both upper and lower ends of the web are provided, and the pair of beams is provided between the pair of beams. Beam-shaped connecting material joined to the end and
The lower column structure provided below the beam-shaped connecting material and
An upper column structure provided above the beam-shaped connecting member and
Equipped with
The lower column structure is
A plurality of column bodies made of H-shaped steel whose upper ends are joined to the lower surface of the beam-shaped connecting member and are parallel in the horizontal direction.
It is made of shaped steel having a web and a flange, and the flange is arranged horizontally, and the web and the flange are joined to the flange of the pillar body from an orthogonal direction to connect the plurality of pillar bodies. ,
Including
The upper column structure is
A plurality of column bodies made of H-shaped steel whose lower ends are joined to the upper surface of the beam-shaped connecting member and are parallel in the horizontal direction.
It is made of shaped steel having a web and a flange, and the flange is arranged horizontally, and the web and the flange are joined to the flange of the pillar body from an orthogonal direction to connect the plurality of pillar bodies. ,
The frame structure of the building including.
前記一対の梁は、ウェブの上下両端から一対のフランジが水平に張り出したH形鋼からなり、
前記梁状連結材は、前記ウェブ及び前記フランジと直交状態で溶接された複数のリブを備え、
前記梁状連結材の前記一対のフランジは、前記一対の梁の前記一対のフランジと同一直線上に並ぶように構築された請求項1に記載の建築物の架構構造。
The pair of beams are made of H-shaped steel with a pair of flanges protruding horizontally from the upper and lower ends of the web.
The beam-like connecting material comprises a plurality of ribs welded orthogonally to the web and the flange.
The frame structure of a building according to claim 1, wherein the pair of flanges of the beam-shaped connecting member are constructed so as to be aligned with the pair of flanges of the pair of beams.
前記柱本体は、前記連結材のフランジと平行に、前記柱本体の一対のフランジの間に架け渡されたリブを備える、
ことを特徴とする請求項1又は2に記載の建築物の架構構造。
The column body comprises ribs spanning between a pair of flanges of the column body, parallel to the flanges of the connecting material.
The frame structure of the building according to claim 1 or 2, characterized in that.
前記一対の梁それぞれは、前記梁状連結材よりも長く構築された請求項1~3のいずれか1項に記載の建築物の架構構造。 The frame structure of the building according to any one of claims 1 to 3, wherein each of the pair of beams is constructed longer than the beam-shaped connecting member. 前記梁状連結材から前記梁に直交してのびるように前記梁状連結材に連結した別の梁を備える、
ことを特徴とする請求項4に記載の建築物の架構構造。
It is provided with another beam connected to the beam-shaped connecting member so as to extend from the beam-shaped connecting member at right angles to the beam.
The frame structure of the building according to claim 4, characterized in that.
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Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20110203216A1 (en) 2010-02-25 2011-08-25 Michael Ahearn Method and apparatus for construction of buildings
JP2012144863A (en) 2011-01-07 2012-08-02 Takenaka Komuten Co Ltd Structure
JP2012246629A (en) 2011-05-25 2012-12-13 Ohbayashi Corp Building
JP2015055038A (en) 2013-09-10 2015-03-23 大和ハウス工業株式会社 Rigid-frame of building

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Publication number Priority date Publication date Assignee Title
JPS4933126B1 (en) * 1970-07-09 1974-09-05
JPH10306502A (en) * 1997-05-07 1998-11-17 Tosu Off:Kk Frame structure for building

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20110203216A1 (en) 2010-02-25 2011-08-25 Michael Ahearn Method and apparatus for construction of buildings
JP2012144863A (en) 2011-01-07 2012-08-02 Takenaka Komuten Co Ltd Structure
JP2012246629A (en) 2011-05-25 2012-12-13 Ohbayashi Corp Building
JP2015055038A (en) 2013-09-10 2015-03-23 大和ハウス工業株式会社 Rigid-frame of building

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