JPH06212692A - Gate shaped structure - Google Patents
Gate shaped structureInfo
- Publication number
- JPH06212692A JPH06212692A JP1966293A JP1966293A JPH06212692A JP H06212692 A JPH06212692 A JP H06212692A JP 1966293 A JP1966293 A JP 1966293A JP 1966293 A JP1966293 A JP 1966293A JP H06212692 A JPH06212692 A JP H06212692A
- Authority
- JP
- Japan
- Prior art keywords
- columns
- central beam
- pair
- bending moment
- gate
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Abstract
Description
【０００１】[0001]
【産業上の利用分野】この発明は門型構造物に係り、特
に建築設備に使用される門型構造物に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a portal structure, and more particularly to a portal structure used for building equipment.
【０００２】[0002]
【従来の技術】建築構造物を構築する場合、一般にラー
メン構造が使用されている。ラーメン構造物は図６に示
すように２本の支柱１０を互いに平行に配設し、それぞ
れの支柱１０のそれぞれの上端部には傾斜部材１２、１
２を介して中央梁１４が設けられている。これにより、
中央梁１４は水平方向に延長された状態で取り付けられ
ている。また、傾斜部材１２は傾斜状態に取り付けられ
ている。このような構造は一般に多角形ラーメン構造と
称されている。BACKGROUND ART When constructing a building structure, a ramen structure is generally used. As shown in FIG. 6, the ramen structure has two columns 10 arranged in parallel with each other, and inclined members 12, 1 are provided at the upper ends of the columns 10, respectively.
A central beam 14 is provided via 2. This allows
The center beam 14 is attached in a horizontally extended state. Further, the tilting member 12 is attached in a tilted state. Such a structure is generally called a polygonal rigid frame structure.
【０００３】そして、ラーメン構造の強度計算をする場
合、中央梁１４に等分布荷重を想定し、さらに、２本の
支柱１０に風又は地震による水平力が働いていると仮定
する。この条件でラーメン構造の各々の鉄骨部材（すな
わち、２本の支柱１０、傾斜部材１２、１２、中央梁１
４）に生じる曲げモーメント及びせん断力を計算する。
計算結果に基づいて各々の鉄骨部材の断面係数が設定さ
れ、設定された断面係数に基づいて最適な各々の鉄骨部
材が規格部材から選定される。When the strength of the rigid frame structure is calculated, it is assumed that a uniform load is applied to the central beam 14 and that a horizontal force due to wind or earthquake acts on the two columns 10. Under this condition, each steel frame member of the rigid frame structure (that is, the two columns 10, the inclined members 12 and 12, the central beam 1).
Calculate the bending moment and shearing force generated in 4).
The section modulus of each steel frame member is set based on the calculation result, and each optimum steel frame member is selected from the standard members based on the set section modulus.
【０００４】[0004]
【発明が解決しようとする課題】しかしながら、近年建
築構造物内の大空間の利用が必要とされていて、この要
望は今後さらに大きくなる傾向にある。この場合、中央
梁１４が長くなるので中央梁１４に作用する曲げモーメ
ントが大きくなる。従って、中央梁１４の断面係数を大
きく設定して強度を確保する必要がある。このため、中
央梁１４の重量が増加するので各々の鉄骨部材の重量が
増加し、材料費や施工費が大きくなるという問題があ
る。However, in recent years, it has been required to use a large space in a building structure, and this demand tends to increase further in the future. In this case, since the central beam 14 becomes long, the bending moment acting on the central beam 14 becomes large. Therefore, it is necessary to set the section modulus of the central beam 14 to a large value to secure the strength. Therefore, since the weight of the central beam 14 increases, the weight of each steel frame member increases, which causes a problem that material cost and construction cost increase.
【０００５】本発明はこのような事情に鑑みてなされた
もので、大空間を確保可能な建築構造物の各鉄骨部材の
重量を低減し、材料費や施工費をも低減できる門型構造
物を提供することを目的とする。The present invention has been made in view of the above circumstances, and it is possible to reduce the weight of each steel frame member of a building structure capable of ensuring a large space and to reduce the material cost and the construction cost. The purpose is to provide.
【０００６】[0006]
【課題を解決するための手段】本発明は、前記目的を達
成する為に、立設された一対の支柱と、両支柱間に配置
される中央梁と、各支柱の上端近傍と中央梁の各端部と
を連結する一対の傾斜部材と、各支柱の上端と中央梁両
端の連結部間に張設され、前記中央梁に同軸上の引っ張
り荷重を付与する張設部材と、を備えたことを特徴とす
る。In order to achieve the above-mentioned object, the present invention provides a pair of upright columns, a central beam arranged between both columns, and a vicinity of the upper end of each column and a central beam. A pair of inclined members that connect the ends to each other, and a tension member that is stretched between the upper ends of the columns and the connection portions of both ends of the center beam and that applies a tensile load coaxially to the center beam. It is characterized by
【０００７】[0007]
【作用】本発明によれば、門型構造物は立設された一対
の支柱を有し、一対の支柱間には傾斜部材を介して中央
梁が設けられている。そして、第１の張設部材を中央梁
の一端と一方の支柱間に張設して、第２の張設部材を中
央梁の他端と他方の支柱間に張設した。これにより、第
１、第２の張設部材は中央梁に同軸方向の引っ張り荷重
を付与することができるので、中央梁に作用する曲げモ
ーメントを小さくすることが出来る。According to the present invention, the portal structure has a pair of upright columns, and a central beam is provided between the pair of columns via an inclined member. Then, the first tension member was stretched between one end of the central beam and one of the columns, and the second tension member was stretched between the other end of the central beam and the other column. As a result, the first and second tension members can apply a tensile load in the coaxial direction to the central beam, so that the bending moment acting on the central beam can be reduced.
【０００８】[0008]
【実施例】以下添付図面に従って本発明に係る門型構造
物について詳説する。図１には本発明に係る門型構造物
３０の概略図が示されている。門型構造物３０は２本の
支柱３２を互いに平行に立設し、それぞれの支柱３２の
上端部には傾斜部材３４、３４の一端部が設けられてい
る。傾斜部材３４、３４は支柱３２、３２の中央の方向
に傾斜した状態に配置されていて、傾斜部材３４、３４
の他端部には中央梁３６の両端部が設けられている。こ
の場合、中央梁３６は水平方向に配置されている。ま
た、支柱３２、３２の各々の上端部にはそれぞれ支柱延
長部３２Ａが同軸上に配設されている。支柱延長部３２
Ａの上端部と中央梁３６の端部間にターンバックル３８
が張設されている。従って、中央梁３６の両端部が互い
に反対方向に引っ張られる。これにより、中央梁３６の
曲げモーメントの減少を図ることができる。また、中央
梁３６を床材として使用する場合にはターンバックル３
８は床材の一部を構成する。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The portal structure according to the present invention will be described below in detail with reference to the accompanying drawings. FIG. 1 shows a schematic view of a portal structure 30 according to the present invention. In the gate-shaped structure 30, two columns 32 are erected in parallel with each other, and one end of each of the inclined members 34, 34 is provided at the upper end of each column 32. The tilting members 34, 34 are arranged so as to be tilted toward the center of the columns 32, 32.
Both ends of the central beam 36 are provided at the other end of the. In this case, the central beam 36 is arranged horizontally. Further, a column extension 32A is coaxially arranged at the upper end of each of the columns 32. Prop extension 32
A turnbuckle 38 is provided between the upper end of A and the end of the central beam 36.
Is stretched. Therefore, both ends of the central beam 36 are pulled in opposite directions. Thereby, the bending moment of the central beam 36 can be reduced. When the center beam 36 is used as a floor material, the turnbuckle 3
8 constitutes a part of floor material.
【０００９】尚、前記実施例では支柱３２を従来の支柱
１０と同じ長さに設定して、各々の支柱３２の上端部
に、支柱３２と同軸方向に支柱延長部３２Ａを設けた
が、これに限らず、本発明に係る支柱を従来の支柱１０
から支柱延長部３２Ａ分長く設定して支柱延長部３２Ａ
を設け場合と同様にしてもよい。 具体例 以下、本発明に係る門型構造物の曲げモーメントと従来
の門型構造物の曲げモーメントを比較する。In the above embodiment, the columns 32 are set to have the same length as the conventional columns 10 and the column extensions 32A are provided at the upper ends of the columns 32 coaxially with the columns 32. In addition to the conventional strut 10
From the column extension 32A to the column extension 32A
May be similar to the case of providing. Specific Example Hereinafter, the bending moment of the portal structure according to the present invention and the bending moment of the conventional portal structure will be compared.
【００１０】先ず、図２に基づいて従来の門型構造物の
曲げモーメント図について説明する。この場合、支柱１
０、１０間の全スパン上に等分布荷重（ｗ＝２ｔ／ｍ）
が積載されていると仮定する。また、傾斜部材１２が設
けられている支柱１０〜中央梁１４間の長さを４ｍ、中
央梁１４の長さを１２ｍ、支柱１０の高さを４ｍ、支柱
１０〜中央梁１４間の高さを１ｍと設定する。以上の条
件に基づいて求められた図２の曲げモーメント図によれ
ば、支柱１０及び中央梁１４には以下の曲げモーメント
（Ｍ1 、Ｍ2 ）が作用する。First, a bending moment diagram of a conventional gate type structure will be described with reference to FIG. In this case, the column 1
Evenly distributed load (w = 2t / m) on all spans between 0 and 10
Is loaded. Further, the length between the pillar 10 and the central beam 14 on which the tilting member 12 is provided is 4 m, the length of the central beam 14 is 12 m, the height of the pillar 10 is 4 m, and the height between the pillar 10 and the central beam 14 is 4 m. Is set to 1 m. According to the bending moment diagram of FIG. 2 obtained based on the above conditions, the following bending moments (M 1 , M 2 ) act on the column 10 and the center beam 14.
【００１１】支柱１０ ：Ｍ1 ＝５０ｔｍ 中央梁１４：Ｍ2 ＝３５ｔｍ 次に、図３に基づいて本発明に係る門型構造物の曲げモ
ーメント図について説明する。尚、条件は支柱３２の長
さは４ｍと同値であるが、さらに１ｍ上方に伸長したこ
と、また支柱３２と中央梁３６間にターンバックル３８
が張設されていること以外は図２と同様である。以上の
条件に基づいて求められた図３の曲げモーメント図によ
れば、支柱３２及び中央梁３６には以下の曲げモーメン
ト（Ｍ1、Ｍ2 ）が作用する。Column 10: M 1 = 50 tm Center beam 14: M 2 = 35 tm Next, a bending moment diagram of the portal structure according to the present invention will be described with reference to FIG. The condition is that the length of the support column 32 is the same value as 4 m, but it must be extended further by 1 m, and the turnbuckle 38 between the support column 32 and the central beam 36.
2 is the same as that shown in FIG. According to the bending moment diagram of FIG. 3 obtained based on the above conditions, the following bending moments (M 1 , M 2 ) act on the column 32 and the center beam 36.
【００１２】支柱３２ ：Ｍ1 ＝４５ｔｍ 中央梁３６：Ｍ2 ＝２５ｔｍ 従って、本発明に係る門型構造物の曲げモーメントを従
来の門型構造物の曲げモーメントと比較すると、支柱に
作用する曲げモーメント（Ｍ1 ）は、 Ｍ1 ：５０ｔｍ → ４５ｔｍに減少して、 中央梁に作用する曲げモーメント（Ｍ2 ）は、 Ｍ2 ：３５ｔｍ → ２５ｔｍに減少する。Strut 32: M 1 = 45 tm Central beam 36: M 2 = 25 tm Therefore, comparing the bending moment of the portal structure according to the present invention with the bending moment of a conventional portal structure, the bending acting on the pillar The moment (M 1 ) is reduced to M 1 : 50 tm → 45 tm, and the bending moment (M 2 ) acting on the central beam is reduced to M 2 : 35 tm → 25 tm.
【００１３】このように、曲げモーメント（Ｍ1 、
Ｍ2 ）が減少すると、断面係数を減少することができ
る。従って、本発明に係る支柱及び中央梁の断面積を小
さくすることができ、すなわち、支柱及び中央梁の軽量
化を図ることができる。尚、以上の計算例は曲げモーメ
ントについて示したが、現実の断面算定は他にせん断
力、たわみ量を考慮して梁等の断面係数を決定する。し
かし、断面の決定に最も影響するのは曲げモーメントで
あるため、ここでは従来の門型構造物と比較することを
目的として、曲げモーメントのみについて説明した。Thus, the bending moment (M 1 ,
When M 2 ) decreases, the section modulus can decrease. Therefore, it is possible to reduce the cross-sectional areas of the pillar and the central beam according to the present invention, that is, it is possible to reduce the weight of the pillar and the central beam. Although the above calculation example shows the bending moment, in actual calculation of the cross section, the cross section coefficient of the beam or the like is determined in consideration of the shear force and the amount of deflection. However, since the bending moment has the greatest influence on the determination of the cross section, only the bending moment is described here for the purpose of comparison with the conventional gate structure.
【００１４】また、前記実施例では単一層の場合の門型
構造物について説明したが、これに限らず、図４に示す
ように複数層の門型構造物にも適用することができる。
この場合、支柱４０が単一層の場合より複数層分高くな
るが、その他は図１を基本構造としていることに変わり
はない。従って、図４において図１の基本部材について
は同一符号を付して説明を省略する。尚、図４上で４０
Ａは支柱延長部である。Further, in the above embodiment, the gate-type structure having a single layer has been described, but the present invention is not limited to this, and can be applied to a multi-layer gate-type structure as shown in FIG.
In this case, the pillar 40 is higher by a plurality of layers than in the case of a single layer, but the rest is based on FIG. 1 as a basic structure. Therefore, in FIG. 4, the same reference numerals are given to the basic members of FIG. 1 and the description thereof will be omitted. In addition, 40 in FIG.
A is a column extension.
【００１５】前記複数層の実施例では本発明に係る門型
構造物の中央梁を上階の床用部材として水平に配設した
場合について説明したが、これに限らず、図５に示すよ
うに本発明に係る門型構造物を傾斜した屋根用部材とし
て使用することも可能である。この場合、傾斜屋根用梁
部材４２と支柱間にターンバックル３８が張設される。
そして、ターンバックル３８は屋根材の一部を構成す
る。尚、図５において図１の実施例の基本部材について
は同一符号を付して説明を省略する。In the above-mentioned embodiments of a plurality of layers, the case where the central beam of the gate type structure according to the present invention is horizontally arranged as the floor member of the upper floor has been described, but the present invention is not limited to this, and as shown in FIG. It is also possible to use the portal structure according to the present invention as an inclined roof member. In this case, the turnbuckle 38 is stretched between the beam member 42 for a sloping roof and the support.
The turnbuckle 38 constitutes a part of the roof material. In addition, in FIG. 5, the same reference numerals are given to the basic members of the embodiment shown in FIG.
【００１６】また、前記実施例では中央梁３６と支柱３
２間にターンバックル３８を張設した場合について説明
したが、これに限らず、その他の張設部材を使用しても
よい。In the above embodiment, the central beam 36 and the support 3
The case where the turnbuckle 38 is stretched between the two has been described, but the present invention is not limited to this, and other tension members may be used.
【００１７】[0017]
【発明の効果】以上説明したように本発明に係る門型構
造物によれば、門型構造物は立設された一対の支柱を有
し、一対の支柱間には傾斜部材を介して中央梁が設けら
れている。そして、第１の張設部材を中央梁の一端と一
方の支柱間に張設して、第２の張設部材を中央梁の他端
と他方の支柱間に張設した。これにより、第１、第２の
張設部材は中央梁に同軸方向の引っ張り荷重を付与する
ことができるので、中央梁に作用する曲げモーメントを
小さくすることが出来る。従って、大空間を確保する建
築構造物に使用される中央梁等の断面係数を小とでき、
従って、軽量化を図ることができるので、材料費や施工
費を低減することができる。As described above, according to the gate-type structure of the present invention, the gate-type structure has a pair of upright columns, and the pair of columns are centrally arranged with an inclined member interposed therebetween. Beams are provided. Then, the first tension member was stretched between one end of the central beam and one of the columns, and the second tension member was stretched between the other end of the central beam and the other column. As a result, the first and second tension members can apply a tensile load in the coaxial direction to the central beam, so that the bending moment acting on the central beam can be reduced. Therefore, the section modulus of the central beam etc. used in the building structure that secures a large space can be made small,
Therefore, since the weight can be reduced, the material cost and the construction cost can be reduced.
【００１８】尚、図１の門型構造物の場合、図６に示す
従来の門型構造物と比較して約２割強の重量軽減が可能
である。In the case of the portal structure shown in FIG. 1, the weight can be reduced by more than about 20% as compared with the conventional portal structure shown in FIG.
【図１】本発明に係る門型構造物の全体概略図FIG. 1 is an overall schematic view of a portal structure according to the present invention.
【図２】従来の門型構造物に作用する曲げモーメントを
説明する曲げモーメント図FIG. 2 is a bending moment diagram for explaining a bending moment acting on a conventional gate structure.
【図３】本発明に係る門型構造物に作用する曲げモーメ
ントを説明する曲げモーメント図FIG. 3 is a bending moment diagram for explaining a bending moment that acts on the portal structure according to the present invention.
【図４】本発明に係る門型構造物の他の実施例を示す全
体概略図FIG. 4 is an overall schematic view showing another embodiment of the portal structure according to the present invention.
【図５】本発明に係る門型構造物のもう一つの他の実施
例を示す全体概略図FIG. 5 is an overall schematic view showing another embodiment of the portal structure according to the present invention.
【図６】従来の門型構造物の全体概略図FIG. 6 is an overall schematic view of a conventional gate structure.
３０…門型構造物 ３２、４０…支柱 ３２Ａ、４０Ａ…支柱延長部 ３４…傾斜部材 ３６…中央梁 ３８…ターンバックル（張設部材） ４２…屋根用梁部材 30 ... Gate-shaped structure 32, 40 ... Struts 32A, 40A ... Strut extension 34 ... Inclined member 36 ... Central beam 38 ... Turnbuckle (stretching member) 42 ... Roof beam member
Claims (3)
傾斜部材と、 各支柱の上端と中央梁両端の連結部間に張設され、前記
中央梁に同軸上の引っ張り荷重を付与する張設部材と、 を備えたことを特徴とする門型構造物。1. A pair of upright columns, a central beam arranged between the columns, a pair of tilting members connecting the vicinity of the upper end of each column and each end of the central beam, and each of the columns. A gate-shaped structure, comprising: a tension member that is stretched between a connecting portion between the upper end and both ends of the central beam and that applies a tensile load coaxially to the central beam.
た複数層の門型構造物において、前記中央梁は、前記各
支柱と中央梁両端の連結部間に張設された張設部材で、
同軸上の引っ張り荷重が付与されたことを特徴とする請
求項１の門型構造物。2. In a multi-layered gate structure in which a plurality of center beams are arranged between the both columns, the center beam is a tensioning stretched between the columns and the connecting portions of both ends of the center beam. In the member
The portal structure according to claim 1, wherein a coaxial tensile load is applied.
根部材で山形の屋根が形成された門型構造物において、
前記一対の傾斜屋根部材は、前記各支柱と一対の傾斜屋
根部材の連結部間に張設された傾斜状の張設部材で、同
軸上の引っ張り荷重が付与されたことを特徴とする請求
項１の門型構造物。3. A gate-type structure in which a mountain-shaped roof is formed by a pair of sloping roof members arranged between the columns.
The pair of slanted roof members are slanted tension members stretched between the connecting portions of each of the columns and the pair of slanted roof members, and are provided with a coaxial tensile load. 1 portal structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1966293A JP2866545B2 (en) | 1993-01-12 | 1993-01-12 | Portal structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1966293A JP2866545B2 (en) | 1993-01-12 | 1993-01-12 | Portal structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH06212692A true JPH06212692A (en) | 1994-08-02 |
| JP2866545B2 JP2866545B2 (en) | 1999-03-08 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP1966293A Expired - Fee Related JP2866545B2 (en) | 1993-01-12 | 1993-01-12 | Portal structure |
Country Status (1)
| Country | Link |
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| JP (1) | JP2866545B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008144443A (en) * | 2006-12-08 | 2008-06-26 | Ishikawajima Constr Materials Co Ltd | Parking lot floor structure and parking lot using it |
| JP2016185570A (en) * | 2015-03-27 | 2016-10-27 | 富士重工業株式会社 | Processing facility and method for manufacturing processing facility |
| CN110512795A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of flexural member |
| CN110512726A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of concrete flexural member |
-
1993
- 1993-01-12 JP JP1966293A patent/JP2866545B2/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008144443A (en) * | 2006-12-08 | 2008-06-26 | Ishikawajima Constr Materials Co Ltd | Parking lot floor structure and parking lot using it |
| JP2016185570A (en) * | 2015-03-27 | 2016-10-27 | 富士重工業株式会社 | Processing facility and method for manufacturing processing facility |
| CN110512795A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of flexural member |
| CN110512726A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of concrete flexural member |
| CN110512726B (en) * | 2018-05-21 | 2021-11-09 | 深圳市建筑设计研究总院有限公司 | Method and device for fixing concrete flexural member |
| CN110512795B (en) * | 2018-05-21 | 2021-12-21 | 深圳市建筑设计研究总院有限公司 | Method and device for fixing flexural member |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2866545B2 (en) | 1999-03-08 |
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| LAPS | Cancellation because of no payment of annual fees |