JP2739550B2 - Truss roof structure - Google Patents
Truss roof structureInfo
- Publication number
- JP2739550B2 JP2739550B2 JP34960193A JP34960193A JP2739550B2 JP 2739550 B2 JP2739550 B2 JP 2739550B2 JP 34960193 A JP34960193 A JP 34960193A JP 34960193 A JP34960193 A JP 34960193A JP 2739550 B2 JP2739550 B2 JP 2739550B2
- Authority
- JP
- Japan
- Prior art keywords
- roof structure
- polyhedron
- truss
- deformation
- tension
- 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.)
- Expired - Fee Related
Links
Landscapes
- Rod-Shaped Construction Members (AREA)
Description
【0001】この発明は、大張間架構をなすトラス屋根
構造物に関し、特にケーブル等緊張材により補強したト
ラス屋根構造物に関する。[0001] The present invention relates to a truss roof structure forming a large span frame, and more particularly to a truss roof structure reinforced with a tension member such as a cable.
【0002】[0002]
【従来の技術】従来、立体構造物の構築には、実公昭5
3−27364号公報に記載されているように、アーチ
状に形成された主梁本体の内側に沿って複数本のピアノ
線を各々緊張配置し、各ピアノ線の端部を前記主梁本体
に固着したアーチ状主梁や、特公昭49−19569号
公報に記載されているように、複数のZ型トラス部材を
連結して組み立てた円弧状のトラス本体に沿ってワイヤ
を緊張配置し、該ワイヤの端部を前記トラス本体の端部
に固着した円弧状トラス等が使用されている。また、近
年では、梁部材の応力が小さくなるように束とケーブル
を配置した張弦梁構造も多く使用されている。2. Description of the Related Art Conventionally, construction of a three-dimensional structure has been carried out in the form of a public
As described in Japanese Patent Application Laid-Open No. 3-27364, a plurality of piano wires are tensioned along the inside of a main beam main body formed in an arch shape, and an end of each piano wire is attached to the main beam main body. As described in Japanese Patent Publication No. 49-19569, a wire is tensioned along an arc-shaped truss body assembled by connecting a plurality of Z-shaped truss members. An arc-shaped truss or the like in which an end of a wire is fixed to an end of the truss body is used. In recent years, a stringed beam structure in which a bundle and a cable are arranged so as to reduce the stress of a beam member is often used.
【0003】そして、立体構造物に風や積雪等活荷重が
作用したとき、アーチ状主梁,円弧状トラス等ではピア
ノ線,ワイヤ等を緊張させ、また張弦梁では下弦材ケー
ブル緊張させて、図2に一点鎖線で示すように、緊張材
がない場合(同図に二点鎖線で示す)に比べて座屈荷重
を大きくして、立体構造物の剛性を大きくすることがで
きるようにしている。When a live load such as wind or snow is applied to a three-dimensional structure, a piano wire or a wire is tensioned in an arch-shaped main beam or an arc-shaped truss, and a lower chord cable is tensioned in a beam string. As shown by the one-dot chain line in FIG. 2, the buckling load is increased as compared with the case where there is no tendon (shown by the two-dot chain line in the same figure), so that the rigidity of the three-dimensional structure can be increased. .
【0004】[0004]
【発明が解決しようとする課題】しかしながら、上記従
来のものにあっては、立体構造物に活荷重が作用してい
ないときにも緊張材が常時緊張した状態となっているた
め、立体構造物の骨組を構成する骨組部材の耐力を最大
に利用することができず、このため前記立体構造物の終
局耐力までを考慮した場合には、構造物の変形能力を小
さくしてしまうという問題がある。However, in the above conventional structure, the tension member is always in tension even when no live load is applied to the three-dimensional structure. It is not possible to make maximum use of the proof stress of the framing members constituting the skeleton, and therefore, when the ultimate proof strength of the three-dimensional structure is considered, there is a problem that the deformability of the structure is reduced. .
【0005】また、前記アーチ状主梁,円弧状トラス等
の場合は立体構造物の構築時にピアノ線,ワイヤ等によ
り所定の張力を導入している。また、張弦梁の場合に
も、立体構造物の構築中に下弦材ケーブルに張力を導入
している。このため、張弦梁構造の立体構造物を構築す
る場合には、張力管理を含む細心の注意をもって張力の
導入を行うことが必要となると共に、張力の導入手順や
導入量(緊張量)及び導入方法を間違えた場合には作業
事故につながる危険もあることから、上記張力の導入に
はかなりの経験と技術が必要となる。また、構築後数年
で下弦材ケーブルが伸びることは避けられないことか
ら、立体構造物の構築後における下弦材ケーブルの再緊
張作業が必要となる。In the case of the arch-shaped main beam, the arc-shaped truss, and the like, a predetermined tension is introduced by a piano wire, a wire, or the like when constructing a three-dimensional structure. Also, in the case of the beam string, tension is introduced into the lower chord cable during construction of the three-dimensional structure. For this reason, when constructing a three-dimensional structure with a beam string structure, it is necessary to introduce tension with great care including tension management, and also the procedure, amount (tensile amount) and method of introducing tension. There is a danger of a work accident if a mistake is made, so considerable experience and skill are required to introduce the tension. Further, since it is inevitable that the lower chord cable extends in several years after construction, it is necessary to re-tension the lower chord cable after the construction of the three-dimensional structure.
【0006】この発明は上記課題を解決するためになし
たもので、その目的は、緊張材の難しい張力管理や特別
な構築技術を要することなく施工できると共に、耐力の
向上をより増大することができる立体構造物を提供する
ことにある。SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned problems, and an object of the present invention is to make it possible to carry out the construction without the need for difficult tension management of a tendon and a special construction technique, and to further increase the improvement of the yield strength. It is to provide a three-dimensional structure that can be used.
【0007】[0007]
【課題を解決するための手段】上記目的を達成するため
に、この発明は、基礎上に構築された屋根構造物の骨組
を構成する骨組部材の内側に、緊張材を多角形に形成し
て複数連設してなる多面体を組んで、前記多角形の交点
を前記骨組部材の接点に結合すると共に、前記多面体の
外周部を構成する前記緊張材の端部を前記屋根構造物の
外周部に固着し、該屋根構造物が活荷重の偏載により変
形したときのみ前記多面体の緊張材を緊張させて前記屋
根構造物の変形を抑えるようにしたものである。In order to achieve the above object, according to the present invention, a tendon is formed into a polygon inside a frame member constituting a frame of a roof structure constructed on a foundation. A plurality of continuous polyhedrons are assembled, the intersections of the polygons are connected to the contact points of the frame members, and the ends of the tendons constituting the outer periphery of the polyhedron are attached to the outer periphery of the roof structure. Only when the roof structure is deformed due to uneven loading of the live load, the polyhedral tendon is tensioned to suppress the deformation of the roof structure.
【0008】[0008]
【作用】上記構成によれば、基礎上に構築した屋根構造
物に活荷重が偏載されたとき、荷重の偏載部位において
屋根構造物の変形を適当に抑え、該屋根構造物の変形部
位における骨組部材を有効に働かせると共に、前記変形
部位における緊張材を緊張させ、前記屋根構造物の一定
以上の変形を抑制して変形モードを変えると共に、前記
骨組部材の座屈モードを変えて、該骨組部材の耐座屈力
を更に高める。According to the above construction, when a live load is imbalanced on a roof structure constructed on a foundation, the deformation of the roof structure is appropriately suppressed at the load imbalance portion, and the deformed portion of the roof structure is reduced. While effectively acting the skeleton member in the above, the tension member at the deformed portion is tensioned, and the deformation mode of the roof structure is suppressed by suppressing a certain or more deformation, and the buckling mode of the skeleton member is changed, The buckling resistance of the frame member is further increased.
【0009】[0009]
【実施例】以下、この発明の実施例を図面に基づいて説
明する。Embodiments of the present invention will be described below with reference to the drawings.
【0010】図1(1)はこの発明の第1実施例になる
トラス屋根構造物に活荷重が作用しておらず、構造物自
体の重量で形状を保持している状態を示す平面図、
(2)は同トラス屋根構造物の正面図、図2(1),
(2),(3)は図1に示すトラス屋根構造物の変形モ
ードの例を示す概略的な正面図、(4)は(3)の平面
図、図3は同トラス屋根構造物における骨組部材の座屈
モードの例を示す概略図、図4は荷重と変形との関係を
示す特性曲線図である。FIG. 1A is a plan view showing a truss roof structure according to a first embodiment of the present invention in which a live load is not applied and a shape is maintained by the weight of the structure itself.
(2) is a front view of the truss roof structure, and FIG.
(2) and (3) are schematic front views showing examples of deformation modes of the truss roof structure shown in FIG. 1, (4) is a plan view of (3), and FIG. 3 is a skeleton in the truss roof structure. FIG. 4 is a schematic diagram showing an example of a buckling mode of a member, and FIG. 4 is a characteristic curve diagram showing a relationship between load and deformation.
【0011】図1において1は基礎2(躯体を含む)上
に構築されたドームで、該ドーム1の外周部1aは前記
基礎2に固定支持されている。このドーム1は複数の骨
組部材3を矩形の網目状に組んだ構成となっている。In FIG. 1, reference numeral 1 denotes a dome constructed on a foundation 2 (including a frame), and an outer peripheral portion 1a of the dome 1 is fixedly supported on the foundation 2. The dome 1 has a structure in which a plurality of frame members 3 are assembled in a rectangular mesh.
【0012】また、4は多面体で、該多面体4は、緊張
材を構成するケーブル5を多角形4a(実施例では矩
形)に形成して4個連設し、より大きな多角形を形成す
ると共に、該多角形の各辺を構成する前記多角形4aの
一辺に三角形4bを連設した構成となっている。Reference numeral 4 denotes a polyhedron, and the polyhedron 4 has a plurality of cables 5 constituting a tension member formed in a polygon 4a (a rectangle in the embodiment) and connected in series to form a larger polygon. The triangle 4b is connected to one side of the polygon 4a that forms each side of the polygon.
【0013】この多面体4は前記ドーム1の骨組部材3
の内側に組まれていて、該多面体4における各多角形4
aの辺は前記ドーム1の骨組部材3に対して斜めに張架
されている。そして、多角形4aの交点4cが前記骨組
部材3の接点に結合されると共に、多面体4の外周部を
構成するケーブル5の端部5aが前記ドーム1の外周部
1aに固着されている。The polyhedron 4 is a frame member 3 of the dome 1.
And each polygon 4 in the polyhedron 4
The side of “a” is obliquely stretched with respect to the frame member 3 of the dome 1. The intersection 4c of the polygon 4a is connected to the contact point of the frame member 3, and the end 5a of the cable 5 constituting the outer periphery of the polyhedron 4 is fixed to the outer periphery 1a of the dome 1.
【0014】このような多面体4によって前記ドーム1
は内側から補剛されている。The dome 1 is formed by such a polyhedron 4.
Is stiffened from the inside.
【0015】上記構成によれば、ドーム1に風や積雪等
活荷重が偏載したとき、図2(1),(2),(3)に
示すような様々な変形モードが起きるが、このような場
合には、荷重の偏載部位においてドーム1の変形を適当
に抑え、該ドーム1の変形部位における骨組部材3を有
効に働かせると共に、前記変形部位におけるケーブル5
を緊張させる。According to the above configuration, when a live load such as wind or snow is imbalanced on the dome 1, various deformation modes as shown in FIGS. 2 (1), (2) and (3) occur. In such a case, the deformation of the dome 1 is appropriately suppressed at the unbalanced portion of the load, the skeleton member 3 at the deformed portion of the dome 1 is effectively operated, and the cable 5 at the deformed portion is effectively used.
Nervous.
【0016】上記ケーブル5の緊張によって、ドーム1
の一定以上の変形を抑制して変形モードを変えると共
に、図3に示すように前記骨組部材3の座屈モードを一
点鎖線のものから二点鎖線のものに変えることで座屈耐
力は4倍に上げることができる。The tension of the cable 5 causes the dome 1
The deformation mode is changed by suppressing the deformation of a certain degree or more, and the buckling mode of the frame member 3 is changed from the one-dot chain line to the two-dot chain line as shown in FIG. Can be raised.
【0017】この場合には、図4に実線で示すように、
同図に一点鎖線で示す緊張材を常時緊張させた従来の場
合に比べて、骨組部材3の耐座屈力をピーク時まで活用
し、該骨組部材3の耐力が最大に発揮された上に、ケー
ブル5による耐力増加によりドーム1の変形能力がより
大きくなり、耐力も20〜30%以上増大する。In this case, as shown by a solid line in FIG.
The buckling force of the skeleton member 3 is utilized up to the peak, compared with the conventional case where the tension member indicated by the one-dot chain line is always tensioned, and the proof stress of the skeleton member 3 is maximized. In addition, the deformation capacity of the dome 1 is increased due to the increase in the proof strength of the cable 5, and the proof strength is also increased by 20 to 30% or more.
【0018】尚、前記第1実施例では、骨組部材3の内
側に、ケーブル5を多角形4aに形成して4個連設し、
その外周に三角形4bを連設してなる多面体4を組ん
で、各多角形4aの交点4cを骨組部材3の接点に結合
し、かつ多面体4の外周部(三角形4b)を構成するケ
ーブル5の端部5aをドーム1の外周部1aに固着した
が、図5(1),(2)に示す多面体4Aと図6
(1),(2)に示す多面体4Bでは大きさが異なる多
角形4aを9個、図7(1),(2)に示す多面体4C
では多角形4aを16個と、多角形4aの個数,大きさ
を適宜変更すると共に、前記多面体4A,4B,4Cの
外方にケーブル5の端部を延在させて、前記多面体4
A,4B,4Cの外周部を構成する前記ケーブル5の端
部5aをドーム1の外周部1aに固着しても良い。In the first embodiment, four cables 5 are formed in a polygon 4a inside the frame member 3, and four cables 5 are connected in series.
A polyhedron 4 formed by connecting triangles 4b to the outer periphery thereof is assembled, intersections 4c of the polygons 4a are connected to contact points of the frame member 3, and a cable 5 constituting an outer peripheral portion (triangle 4b) of the polyhedron 4 is formed. Although the end 5a is fixed to the outer peripheral portion 1a of the dome 1, the polyhedron 4A shown in FIGS.
In the polyhedron 4B shown in (1) and (2), nine polygons 4a having different sizes are used, and the polyhedron 4C shown in FIGS.
Then, the number of polygons 4a is changed to 16 and the number and size of polygons 4a are appropriately changed, and the end of the cable 5 is extended to the outside of the polyhedrons 4A, 4B, and 4C.
The end 5a of the cable 5 that constitutes the outer periphery of A, 4B, 4C may be fixed to the outer periphery 1a of the dome 1.
【0019】また、上記実施例では、骨組部材3で形成
する網目の形状を矩形にしたが、これに限定されず、例
えば三角形,菱形等であっても良いことはいうまでもな
い。Further, in the above embodiment, the mesh formed by the frame member 3 is rectangular, but it is not limited to this, and it goes without saying that the mesh may be, for example, triangular or rhombic.
【0020】更に、上記実施例では、骨組構造を単層立
体構造(シングルレイヤ)としてあるが、これを複層立
体構造(ダブルレイヤ)としても良いことはいうまでも
ない。Further, in the above embodiment, the frame structure is a single-layer three-dimensional structure (single layer), but it is needless to say that the frame structure may be a multi-layer three-dimensional structure (double layer).
【0021】[0021]
【発明の効果】以上の通り、この発明は、基礎上に構築
された屋根構造物の骨組を構成する骨組部材の内側に、
緊張材を多角形に形成して複数連設してなる多面体を組
んで、前記多角形の交点を前記骨組部材の接点に結合す
ると共に、前記多面体の外周部を構成する前記緊張材の
端部を前記屋根構造物の外周部に固着し、該屋根構造物
が活荷重の偏載により変形したときのみ前記多面体の緊
張材を緊張させて前記屋根構造物の変形を抑えるように
したため、基礎上に構築した屋根構造物に活荷重が偏載
したとき、荷重の偏載部位において屋根構造物の変形を
適当に抑え、該屋根構造物の変形部位における骨組部材
を有効に働かせると共に、前記変形部位における緊張材
を緊張させ、前記屋根構造物の一定以上の変形を抑制し
て変形モードを変えると共に、前記骨組部材の座屈モー
ドを変えて、該骨組部材の耐座屈力を最大限に活用する
と共に、緊張材の働きで耐力を20〜30%以上増大さ
せることができる。これらは従来のように緊張材の難し
い張力管理や特別な構築技術を要することなく施工でき
ると共に、屋根構造物全体の耐力を向上させることがで
きる。As described above, according to the present invention, the inside of the framing member constituting the framing of the roof structure constructed on the foundation,
A polyhedron is formed by forming a plurality of tension members in a polygonal shape and a plurality of polyhedrons are connected to each other, an intersection of the polygons is connected to a contact point of the skeleton member, and an end portion of the tension member forming an outer peripheral portion of the polyhedron Is fixed to the outer periphery of the roof structure, and only when the roof structure is deformed due to uneven loading of the live load, the polyhedral tension member is strained to suppress the deformation of the roof structure. When the live load is imbalanced on the roof structure constructed in the above, the deformation of the roof structure is appropriately suppressed at the load imbalanced portion, the frame member at the deformed portion of the roof structure is effectively operated, and And the deformation mode is changed by suppressing the deformation of the roof structure over a certain level, and the buckling mode of the framing member is changed to maximize the buckling resistance of the framing member. And at the same time The yield strength in the gas can be increased 20-30% or more. These can be constructed without the need for tension management and special construction techniques, which are difficult as in the prior art, and can improve the overall strength of the roof structure.
【図1】(1) この発明の第1実施例になるトラス屋
根構造物に活荷重がまだ作用していない状態を示す平面
図である。 (2) 同トラス屋根構造物の正面図である。FIG. 1A is a plan view showing a state where a live load has not yet been applied to a truss roof structure according to a first embodiment of the present invention. (2) It is a front view of the truss roof structure.
【図2】(1) 図1に示すトラス屋根構造物の変形モ
ードの一例を示す概略的な正面図である。 (2) 同トラス屋根構造物の変形モードの他の例を示
す概略的な正面図である。 (3) 同トラス屋根構造物の変形モードの他の例を示
す概略的な正面図である。 (4) (3)の平面図である。FIG. 2 (1) is a schematic front view showing an example of a deformation mode of the truss roof structure shown in FIG. (2) It is a schematic front view which shows the other example of the deformation mode of the truss roof structure. (3) It is a schematic front view which shows the other example of the deformation mode of the truss roof structure. (4) It is a top view of (3).
【図3】図1に示すトラス屋根構造物における骨組部材
の座屈モードの例を示す概略図である。FIG. 3 is a schematic diagram showing an example of a buckling mode of a frame member in the truss roof structure shown in FIG.
【図4】荷重と変形との関係を示す特性曲線図である。FIG. 4 is a characteristic curve diagram showing a relationship between load and deformation.
【図5】(1) この発明の第2実施例になるトラス屋
根構造物に活荷重がまだ作用していない状態を示す平面
図である。 (2) 同トラス屋根構造物の正面図である。FIG. 5 (1) is a plan view showing a state where a live load has not yet acted on the truss roof structure according to the second embodiment of the present invention. (2) It is a front view of the truss roof structure.
【図6】(1) この発明の第3実施例になるトラス屋
根構造物に活荷重がまだ作用していない状態を示す平面
図である。 (2) 同トラス屋根構造物の正面図である。FIG. 6 (1) is a plan view showing a state where a live load has not yet acted on the truss roof structure according to the third embodiment of the present invention. (2) It is a front view of the truss roof structure.
【図7】(1) この発明の第4実施例になるトラス屋
根構造物に活荷重がまだ作用していない状態を示す平面
図である。 (2) 同トラス屋根構造物の正面図である。FIG. 7A is a plan view showing a state where a live load has not yet acted on the truss roof structure according to the fourth embodiment of the present invention. (2) It is a front view of the truss roof structure.
1 ドーム(屋根構造物) 1a 外周部 2 基礎 3 骨組部材 4,4A,4B,4C 多面体 4a 多角形 4c 交点 5 ケーブル(緊張材) 5a 端部 DESCRIPTION OF SYMBOLS 1 Dome (roof structure) 1a Outer peripheral part 2 Foundation 3 Frame member 4, 4A, 4B, 4C Polyhedron 4a Polygon 4c Intersection 5 Cable (tensile material) 5a End
Claims (1)
成する骨組部材の内側に、緊張材を多角形に形成して複
数連設してなる多面体を組んで、前記多角形の交点を前
記骨組部材の接点に結合すると共に、前記多面体の外周
部を構成する前記緊張材の端部を前記屋根構造物の外周
部に固着し、該屋根構造物が活荷重の偏載により変形し
たときのみ前記多面体の緊張材を緊張させて前記屋根構
造物の変形を抑えるようにしたことを特徴とするトラス
屋根構造物。1. A polyhedron having a plurality of tension members formed in a polygonal shape and formed in a plurality of polyhedrons is assembled inside a frame member constituting a frame of a roof structure constructed on a foundation, and an intersection of the polygons is formed. Is connected to the contact point of the frame member, and the end of the tendon member forming the outer peripheral portion of the polyhedron is fixed to the outer peripheral portion of the roof structure, and the roof structure is deformed due to uneven loading of live load. A trussed roof structure characterized in that the polyhedral tendon is tensioned only when the roof structure is deformed.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP34960193A JP2739550B2 (en) | 1993-12-28 | 1993-12-28 | Truss roof structure |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP34960193A JP2739550B2 (en) | 1993-12-28 | 1993-12-28 | Truss roof structure |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH07197532A JPH07197532A (en) | 1995-08-01 |
JP2739550B2 true JP2739550B2 (en) | 1998-04-15 |
Family
ID=18404834
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP34960193A Expired - Fee Related JP2739550B2 (en) | 1993-12-28 | 1993-12-28 | Truss roof structure |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP2739550B2 (en) |
-
1993
- 1993-12-28 JP JP34960193A patent/JP2739550B2/en not_active Expired - Fee Related
Also Published As
Publication number | Publication date |
---|---|
JPH07197532A (en) | 1995-08-01 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
JP2597910B2 (en) | Top structure of dome frame | |
CN114412063B (en) | Composite truss string structure system of large-span roof | |
JPH10159176A (en) | Joint of beam and support of ductile steel | |
JPS63247440A (en) | Extensible structure | |
JP2739550B2 (en) | Truss roof structure | |
JPH01295942A (en) | Introduction of tensile force of radial expanded chord girder construction | |
JP3072972B2 (en) | Frame system in slip form method | |
JP3409265B2 (en) | Large dome with membrane structure and its construction method | |
JP2777969B2 (en) | Three-dimensional structure | |
JP3388455B2 (en) | String beam roof frame | |
JP3450490B2 (en) | Roof structure | |
JP2754326B2 (en) | Three-dimensional structure | |
JPH07216820A (en) | Arched bridge | |
JPH01250544A (en) | Tension introduction in tensed beam structure | |
JP6490291B1 (en) | String beam structure | |
JPH06117023A (en) | Dome roof construction | |
JPS63500877A (en) | Adjustable space frame | |
CN110468958A (en) | The grid structure of irregularity boundary | |
JP2787266B2 (en) | Roof structure and its construction method | |
JP3615025B2 (en) | Construction method of single-layer lattice shell structure | |
JP2696478B2 (en) | Roof structure and its construction method | |
JPH09137633A (en) | Power-transmission line steel tower reconstruction method | |
JPH01137035A (en) | Multiple type radiation type beam chord stretching structure | |
JP2004324214A (en) | Construction method for roof frame of structure | |
JP2545017B2 (en) | Tension force Externally supported composite beam |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
LAPS | Cancellation because of no payment of annual fees |