JP2545017B2 - Tension force Externally supported composite beam - Google Patents
Tension force Externally supported composite beamInfo
- Publication number
- JP2545017B2 JP2545017B2 JP4207412A JP20741292A JP2545017B2 JP 2545017 B2 JP2545017 B2 JP 2545017B2 JP 4207412 A JP4207412 A JP 4207412A JP 20741292 A JP20741292 A JP 20741292A JP 2545017 B2 JP2545017 B2 JP 2545017B2
- Authority
- JP
- Japan
- Prior art keywords
- tension
- lattice
- truss
- members
- composite beam
- 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.)
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Description
【０００１】[0001]
【産業上の利用分野】本発明は、緊張力外部支持型複合
梁に関し、特に梁の両端側部分に緊張ケーブルを設けて
これら緊張ケーブルの端部を外部構造物に支持させたも
のに関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a tension force externally supported composite beam, and more particularly to a tension beam provided at both ends of the beam so that the ends of these tension cables are supported by an external structure.
【０００２】[0002]
【従来の技術】従来より、トラス梁は、多数の三角形軸
組要素の連結体からなり、剛性が高く応力的にも有利で
あることから、構造物の梁として、一般にトラス梁が多
用されて来たが、最近ではトラス梁にプレストレスを付
加する緊張ケーブルであってトラス梁の全長に亙る緊張
ケーブルを組み込み、緊張ケーブルの端部をトラス梁の
端部に連結し、緊張ケーブルの緊張力をトラス梁の内部
で釣り合わせるようにした複合トラス梁が実用化されつ
つある（例えば、特開昭６２−１８２３４３号公報、特
開平１−１９０８４５号公報参照）。これに対して、四
角形軸組要素の連結体からなる格子梁は、ラチス材がな
いために剛性が低く撓み変形しやすく、応力的に不利で
あることから、実際の構造物には殆ど適用されていない
のが実情であり、特に格子梁に緊張ケーブルによってプ
レストレスを付加する技術は、全く提案されていない。2. Description of the Related Art Conventionally, a truss beam is generally used as a structural beam because it is composed of a connection body of a large number of triangular frame members and has high rigidity and is advantageous in terms of stress. Recently, a tension cable for prestressing a truss beam, which is a tension cable for the entire length of the truss beam, has been incorporated, and the end of the tension cable is connected to the end of the truss beam. A composite truss beam in which the above is balanced inside the truss beam is being put to practical use (see, for example, JP-A-62-182343 and JP-A-1-190845). On the other hand, a lattice beam composed of a connected body of quadrangular framework members has low rigidity because it has no lattice material, is easily deformed by bending, and is disadvantageous in terms of stress. However, no technique has been proposed in particular to apply prestressing to the girder beams by tension cables.
【０００３】[0003]
【発明が解決しようとする課題】前記緊張ケーブルによ
りプレストレスを付加した複合トラス梁では、一般にト
ラス梁の全長に亙って緊張ケーブルを下方に凸状のパラ
ボラ曲線状に配設するが、トラス梁のスパン中央側の約
７／１０スパン部分では、緊張ケーブルの勾配が非常に
小さくなることから、緊張ケーブルの緊張力の鉛直方向
分力が非常に小さくなって、トラス梁の下方への撓み変
形を抑制する効果に乏しく、緊張ケーブルのうちのスパ
ン中央側の約７／１０スパン部分は、あまり有効に機能
せず、費用対効果の面で極めて不利である。尤も、緊張
ケーブルの勾配が小さくても、トラス梁の下弦材の引張
応力を緩和する作用があるが、元々トラス梁は剛性が高
いために、応力的には厳しくなく、下弦材の引張応力を
緩和する必要性が高くない。In the composite truss beam to which the tension cable is prestressed, generally, the tension cable is arranged in a downward convex parabola curve shape over the entire length of the truss beam. At about 7/10 span part on the center side of the span of the beam, since the gradient of the tension cable is very small, the vertical component of the tension force of the tension cable is extremely small, and the truss beam is bent downward. The strain suppressing effect is poor, and the approximately 7/10 span portion of the tension cable on the center side of the span does not function very effectively, which is extremely disadvantageous in terms of cost efficiency. Of course, even if the tension cable has a small gradient, it has the effect of relieving the tensile stress of the lower chord member of the truss beam, but since the truss beam originally has high rigidity, the stress is not severe and the tensile stress of the lower chord member is The need to mitigate is not high.
【０００４】本発明の目的は、梁のスパンに比較して短
い緊張ケーブルによって梁の撓み変形を効果的に抑制し
得るような緊張力外部支持型複合梁を提供することであ
る。It is an object of the present invention to provide a tension externally supported composite beam in which flexural deformation of the beam can be effectively suppressed by a tension cable that is shorter than the span of the beam.
【０００５】[0005]
【課題を解決するための手段】請求項１の緊張力外部支
持型複合梁は、１又は複数の上弦材と、１又は複数の下
弦材と、前記上弦材と下弦材とを連結する複数の束材
と、前記上弦材と下弦材とを連結する複数のラチス材と
を主体として構成されたトラス梁と、前記トラス梁の両
端側のγ×Ｌ部分（但し、０．１≦γ≦０．３、Ｌはト
ラス梁のスパン）に亙る２組の緊張ケーブルであって、
一端部においてトラス梁に連結され且つ他端部において
トラス梁の端部を支持する外部構造物に連結され、前記
トラス梁にプレストレスを付加する２組の緊張ケーブル
とを備えたものである。請求項２の緊張力外部支持型複
合梁は、請求項１の複合梁において、前記緊張ケーブル
は、その前記他端部から前記一端部に亙って下り傾斜状
に配設されたものである。According to a first aspect of the present invention, there is provided a tension externally supported composite beam, wherein one or a plurality of upper chord members, one or a plurality of lower chord members and a plurality of upper chord members and a lower chord member which are connected to each other. A truss beam mainly composed of a bundle member and a plurality of lattice members connecting the upper chord member and the lower chord member, and γ × L portions on both end sides of the truss beam (provided that 0.1 ≦ γ ≦ 0 3 and L are two sets of tension cables spanning the truss beam)
Two sets of tension cables are connected to the truss beam at one end and to an external structure supporting the end of the truss beam at the other end and prestress the truss beam. The tension externally supported composite beam according to claim 2 is the composite beam according to claim 1, wherein the tension cable is arranged in a downwardly inclined shape from the other end to the one end. .
【０００６】請求項３の緊張力外部支持型複合梁は、１
又は複数の上弦材と、１又は複数の下弦材と、前記上弦
材と下弦材とを連結する複数の束材とを主体として構成
された格子梁と、前記格子梁の両端側のγ×Ｌ部分（但
し、０．１≦γ≦０．３、Ｌは格子梁のスパン）に亙る
２組の緊張ケーブルであって、一端部において格子梁に
連結され且つ他端部において格子梁の端部を支持する外
部構造物に連結され、前記格子梁にプレストレスを付加
する２組の緊張ケーブルとを備えたものである。請求項
４の緊張力外部支持型複合梁は、請求項３の複合梁にお
いて、前記緊張ケーブルは、その前記他端部から前記一
端部に亙って下り傾斜状に配設されたものである。請求
項５の緊張力外部支持型複合梁は、請求項４の複合梁に
おいて、前記格子梁の両端付近の部分には、ラチス材を
設けたものである。According to the third aspect of the present invention, there is provided a tension-type externally supported composite beam as
Alternatively, a plurality of upper chord members, one or more lower chord members, and a lattice beam mainly composed of a plurality of bundle members connecting the upper chord member and the lower chord member, and γ × L on both end sides of the lattice beam. Two sets of tension cables spanning a portion (where 0.1 ≦ γ ≦ 0.3, L is the span of the lattice beam), which is connected to the lattice beam at one end and ends of the lattice beam at the other end. And two sets of tension cables that are connected to an external structure that supports and that apply prestress to the lattice beams. According to a fourth aspect of the invention, in the composite beam of the third aspect, the tension cable is arranged such that the tension cable is arranged in a downward slope from the other end portion to the one end portion. . According to a fifth aspect of the present invention, in the composite beam of the fourth aspect, the tension externally supporting type composite beam is provided with a lattice member near the both ends of the lattice beam.
【０００７】[0007]
【作用】請求項１の緊張力外部支持型複合梁において
は、前記トラス梁の両端側のγ×Ｌ部分（但し、０．１
≦γ≦０．３、Ｌはトラス梁のスパン）に亙る２組の緊
張ケーブルを設けるため、緊張ケーブルの勾配を極力大
きく設定でき、トラス梁のスパンに比較して短い緊張ケ
ーブルにより、トラス梁の下方への撓み変形を効果的に
抑制できる。請求項２の緊張力外部支持型複合梁におい
ては、請求項１において、前記緊張ケーブルは、その前
記他端部から前記一端部に亙って下り傾斜状に配設する
ため、請求項１と同様に、トラス梁の下方への撓み変形
を効果的に抑制できる。In the tension externally supported composite beam according to claim 1, γ × L portions (both of which are 0.1
≤γ≤0.3, L is the span of the truss beam, and two sets of tension cables are provided. Therefore, the gradient of the tension cable can be set as large as possible. It is possible to effectively suppress the downward bending deformation of the. The tension externally supported composite beam according to claim 2, wherein the tension cable is arranged in a downwardly inclined shape from the other end portion to the one end portion according to claim 1, Similarly, downward flexural deformation of the truss beam can be effectively suppressed.
【０００８】請求項３の緊張力外部支持型複合梁におい
ては、前記格子梁の両端側のγ×Ｌ部分（但し、０．１
≦γ≦０．３、Ｌは格子梁のスパン）に亙る２組の緊張
ケーブルを設けるため、緊張ケーブルの勾配を極力大き
く設定でき、格子梁のスパンに比較して短い緊張ケーブ
ルにより、格子梁の下方への撓み変形を効果的に抑制で
きる。請求項４の緊張力外部支持型複合梁においては、
請求項３において、前記緊張ケーブルは、その前記他端
部から前記一端部に亙って下り傾斜状に配設するため、
請求項３と同様に、格子梁の下方への撓み変形を効果的
に抑制できる。請求項５の緊張力外部支持型複合梁にお
いては、請求項４の複合梁において、前記格子梁の両端
付近の部分には、ラチス材を設けるため、少数の部材に
より格子梁の両端付近の部分の剛性を効率よく高めるこ
とが出来る。In the tension externally supported composite beam according to claim 3, γ × L portions on both ends of the lattice beam (however, 0.1
≤γ≤0.3, where L is the span of the lattice beam, and two sets of tension cables are provided, so the gradient of the tension cable can be set as large as possible. It is possible to effectively suppress the downward bending deformation of the. In the tension externally supported composite beam of claim 4,
The tension cable according to claim 3, wherein the tension cable is arranged in a downward slope from the other end to the one end.
Similarly to the third aspect, it is possible to effectively suppress the downward bending deformation of the lattice beam. The tension externally supported composite beam according to claim 5, wherein in the composite beam according to claim 4, since a lattice material is provided in a portion near both ends of the lattice beam, a portion near both ends of the lattice beam is formed by a small number of members. The rigidity of can be efficiently increased.
【０００９】[0009]
【発明の効果】前記作用の欄で説明したように、本発明
によれば次の効果が得られる。請求項１の緊張力外部支
持型複合梁によれば、前記トラス梁の両端側のγ×Ｌ部
分（但し、０．１≦γ≦０．３、Ｌはトラス梁のスパ
ン）に亙る２組の緊張ケーブルを設けるため、緊張ケー
ブルの勾配を極力大きく設定でき、トラス梁のスパンに
比較して短い緊張ケーブルにより、トラス梁の下方への
撓み変形を効果的に抑制できる。それ故、緊張ケーブル
に関連するコストを大幅に低減できる。請求項２の緊張
力外部支持型複合梁によれば、請求項１において、前記
緊張ケーブルは、その前記他端部から前記一端部に亙っ
て下り傾斜状に配設するため、請求項１と同様に、トラ
ス梁の下方への撓み変形を効果的に抑制できる。According to the present invention, as described in the above section, the following effects can be obtained. According to the tension externally supported composite beam of claim 1, there are two sets of γ × L portions (where 0.1 ≦ γ ≦ 0.3, L is a span of the truss beam) on both end sides of the truss beam. Since the tension cable is provided, the gradient of the tension cable can be set as large as possible, and the downward tension deformation of the truss beam can be effectively suppressed by the tension cable that is shorter than the span of the truss beam. Therefore, the costs associated with tension cables can be significantly reduced. According to the tension force externally supported composite beam of claim 2, in claim 1, the tension cable is arranged in a downward inclined shape from the other end portion to the one end portion. Similarly, the downward bending deformation of the truss beam can be effectively suppressed.
【００１０】請求項３の緊張力外部支持型複合梁によれ
ば、前記格子梁の両端側のγ×Ｌ部分（但し、０．１≦
γ≦０．３、Ｌは格子梁のスパン）に亙る２組の緊張ケ
ーブルを設けるため、緊張ケーブルの勾配を極力大きく
設定でき、格子梁のスパンに比較して短い緊張ケーブル
により、格子梁の下方への撓み変形を効果的に抑制でき
る。それ故、請求項１と同様に、緊張ケーブルに関連す
るコストを大幅に低減できる。請求項４の緊張力外部支
持型複合梁によれば、請求項３において、前記緊張ケー
ブルは、その前記他端部から前記一端部に亙って下り傾
斜状に配設するため、請求項３と同様に、格子梁の下方
への撓み変形を効果的に抑制できる。請求項５の緊張力
外部支持型複合梁によれば、請求項４の複合梁におい
て、前記格子梁の両端付近の部分には、ラチス材を設け
るため、少数の部材により格子梁の両端付近の部分の剛
性を効率よく高めることが出来る。According to the tension-type externally supported composite beam of claim 3, γ × L portions (both 0.1 ≦ L) on both end sides of the lattice beam are provided.
Since γ ≦ 0.3, L is provided with two sets of tension cables over the span of the grid beam, the gradient of the tension cable can be set as large as possible. The downward bending deformation can be effectively suppressed. Therefore, similar to claim 1, the costs associated with the tension cable can be significantly reduced. According to the tension force externally supported composite beam of claim 4, in claim 3, the tension cable is arranged in a downwardly inclined shape from the other end portion to the one end portion. Similarly, the downward bending deformation of the lattice beam can be effectively suppressed. According to the tension externally supported composite beam of claim 5, in the composite beam of claim 4, since the lattice material is provided in the portions near both ends of the lattice beam, a small number of members are provided near the both ends of the lattice beam. The rigidity of the part can be efficiently increased.
【００１１】[0011]
【実施例】以下、本発明の実施例について図面に基いて
説明する。本実施例は、航空機等の格納庫の屋根構造の
緊張力外部支持型複合梁に本発明を適用した場合の一例
であるが、本発明の複合梁は、前記以外に、運動施設等
の移動屋根、工場建屋、イベント施設等の種々の大スパ
ン構造物の梁構造に好適のものである。図１に示すよう
に、格納庫１は、約１００ｍ乃至それ以上の幅を有する
大スパン構造物であり、この格納庫１は、基本的に屋根
構造２と、屋根構造２の左右両端部を支持する左右１対
の側壁構造３とからなる。前記屋根構造２には、左右方
向に延びる例えば４本の緊張力外部支持型複合梁１０
（以下、複合梁１０という）が設けられ、各側壁構造３
には複合梁１０と同一構面に含まれる柱部材４が設けら
れ、各複合梁１０の左右の両端部は、対応する柱部材４
の上端部に連結され、柱部材４で支持されている。Embodiments of the present invention will be described below with reference to the drawings. This embodiment is an example of applying the present invention to a tension externally supported composite beam of a roof structure of a hangar such as an aircraft. However, the composite beam of the present invention is, in addition to the above, a movable roof of an exercise facility or the like. It is suitable for beam structures of various large span structures such as factory buildings and event facilities. As shown in FIG. 1, the hangar 1 is a large span structure having a width of about 100 m or more, and the hangar 1 basically supports a roof structure 2 and both left and right end portions of the roof structure 2. It is composed of a pair of left and right side wall structures 3. The roof structure 2 includes, for example, four tension externally supported composite beams 10 extending in the left-right direction.
(Hereinafter referred to as composite beam 10) is provided, and each side wall structure 3 is provided.
Are provided with pillar members 4 included in the same construction as the composite beam 10, and the left and right ends of each composite beam 10 are provided with the corresponding pillar members 4.
Is connected to the upper end portion of and is supported by the pillar member 4.
【００１２】前記複合梁１０について説明する。この複
合梁１０は、図２に示すように、基本的に、緩い勾配の
山形状のトラス梁２０と、このトラス梁２０にプレスト
レスを付加する２組の緊張ケーブル４０であってトラス
梁２０の両端側の約１／４スパン部分に亙る２組の緊張
ケーブル４０とからなる。前記トラス梁２０は、上弦材
２１と、下弦材２２と、これら上弦材２１と下弦材２２
とを連結する複数の束材２３であってスパン方向所定間
隔おきに配設された複数の束材２３と、複数のラチス材
２４とを主体として構成されている。The composite beam 10 will be described. As shown in FIG. 2, the composite beam 10 basically includes a truss beam 20 having a mountain shape with a gentle slope and two sets of tension cables 40 for prestressing the truss beam 20. Of two tension cables 40 spanning about 1/4 span on both ends of the. The truss beam 20 includes an upper chord member 21, a lower chord member 22, and the upper chord member 21 and the lower chord member 22.
And a plurality of bundles 23 that are connected to each other and are arranged at predetermined intervals in the span direction, and a plurality of lattices 24.
【００１３】前記トラス梁２０は、夫々１条の上弦材２
１及び下弦材２２を有する平面トラス梁に構成すること
もあるし、１条の上弦材２１及び２条の下弦材２２を有
する立体トラス梁に構成することもあるし、２条の上弦
材２１及び１条の下弦材２２を有する立体トラス梁に構
成することもあるし、夫々２条の上弦材２１及び下弦材
２２を有する立体トラス梁に構成することもある。ま
た、トラス梁２０としては、山形トラス梁に限らず、平
行弦トラス梁、勾配付きの平行弦トラス梁等種々のトラ
ス梁を適用可能である。前記上弦材２１や下弦材２２や
束材２３やラチス材２４の為の鋼材としては、パイプ
材、矩形状パイプ材、Ｈ型鋼材、アングル材、チャンネ
ル材等種々適用可能である。Each of the truss beams 20 has one upper chord member 2
It may be configured as a plane truss beam having 1 and lower chord members 22, may be configured as a three-dimensional truss beam having one upper chord member 21 and two lower chord members 22, and may be two upper chord members 21. Also, it may be configured as a space truss beam having one lower chord member 22 or may be configured as a space truss beam having two upper chord members 21 and two lower chord members 22, respectively. Further, the truss beam 20 is not limited to the mountain truss beam, and various truss beams such as a parallel string truss beam and a parallel string truss beam with a slope can be applied. As the steel material for the upper chord material 21, the lower chord material 22, the bundle material 23, and the lattice material 24, various materials such as a pipe material, a rectangular pipe material, an H-shaped steel material, an angle material, and a channel material can be applied.
【００１４】前記緊張ケーブル４０は、細い鋼線を多数
より合わせた太径のワイヤに必要に応じて合成樹脂製被
覆材を被覆した構造であり、各緊張ケーブル４０の外側
端部は、柱部材４（これが、外部構造物に相当する）の
上端部の定着板部材２５連結され、各緊張ケーブル４０
の内側端部は、束材２３の下端近傍位置においてトラス
梁２０に連結されている。つまり、緊張ケーブル４０の
緊張力は柱部材４に支持されているので、トラス梁２０
に強力な引張り方向のプレストレスを付加し、トラス梁
２０の撓み変形を効果的に抑制することが出来る。緊張
ケーブル４０は、トラス梁２０のスパン中央側程低くな
るように部分放物線状又は部分パラボラ曲線状に配設さ
れ、緊張ケーブル４０は、必要に応じてスパン方向所定
間隔おきに支圧板（図示略）で上下方向に位置規制され
る。The tension cables 40 have a structure in which a large-diameter wire obtained by combining a number of thin steel wires is covered with a synthetic resin coating material as required, and the outer ends of the tension cables 40 are column members. 4 (this corresponds to an external structure) is connected to the fixing plate member 25 at the upper end of each of the tension cables 40.
The inner end portion of is connected to the truss beam 20 at a position near the lower end of the bundle 23. That is, since the tension force of the tension cable 40 is supported by the column member 4, the truss beam 20
A strong pre-stress in the pulling direction can be added to, and the flexural deformation of the truss beam 20 can be effectively suppressed. The tension cables 40 are arranged in a partial parabola shape or a partial parabola curve shape so that the tension cables 40 are lower toward the center of the span of the truss beam 20, and the tension cables 40 are provided with pressure bearing plates (not shown) at predetermined intervals in the span direction. ) Position is regulated in the vertical direction.
【００１５】緊張ケーブル４０には、トラス梁２０の自
重及びトラス梁２０が分担する屋根構造２の部分の自重
や、積雪等による外部荷重や、トラス梁２０のスパン等
に応じて適宜設定される緊張力（例えば、数１００ト
ン）が付与され、この緊張ケーブル４０でトラス梁２０
の下方への撓み変形を抑制するプレストレスをトラス梁
２０に付加するように構成してある。前記片側の各１組
の緊張ケーブル４０としては、少なくとも、２条の緊張
ケーブルを設けることが望ましいが、２条以上の緊張ケ
ーブル４０を設ける場合もあり、また、１条の緊張ケー
ブル４０を設けることも不可能ではない。更に、前記実
施例では、緊張ケーブル４０がトラス梁２０の両端側の
約１／４スパン部分に亙って設けたが、後述の解析結果
からも判るように、緊張ケーブル４０は、トラス梁２０
の両端側のγ×Ｌ部分（但し、０．１≦γ≦０．３、Ｌ
はトラス梁のスパン）に亙って設けてもよい。前記緊張
ケーブル４０を付設する際、図３に示すように、トラス
梁２０の端部所定長さ部分の端部上弦材２１ａと端部下
弦材２２ａとを外した状態において、トラス梁２０に連
結した緊張ケーブル４０に所定の大きさの緊張力を付加
し、その緊張力を付加した状態で、 端部上弦材２１ａ
と端部下弦材２２ａとを連結することとする。The tension cable 40 is appropriately set in accordance with the weight of the truss beam 20, the weight of the portion of the roof structure 2 shared by the truss beam 20, the external load due to snow, the span of the truss beam 20, and the like. A tension force (for example, several hundreds of tons) is applied to the truss beam 20 with this tension cable 40.
The prestress that suppresses the downward bending deformation of the truss beam 20 is added to the truss beam 20. It is desirable to provide at least two tension cables as each one set of tension cables 40 on one side, but in some cases two or more tension cables 40 may be provided, or one tension cable 40 may be provided. It's not impossible. Further, in the above-described embodiment, the tension cable 40 is provided over about 1/4 span portion on both ends of the truss beam 20, but as will be understood from the analysis result described later, the tension cable 40 is provided in the truss beam 20.
Γ × L portion on both ends of the (where 0.1 ≦ γ ≦ 0.3, L
May be provided over the span of the truss beam). When the tension cable 40 is attached, as shown in FIG. 3, the truss beam 20 is connected to the truss beam 20 in a state where the end upper chord member 21a and the end lower chord member 22a of a predetermined length portion are removed. A predetermined amount of tension is applied to the tension cable 40, and the end upper chord member 21a is applied with the tension applied.
And the lower end chord member 22a are connected.
【００１６】次に、別実施例に係る緊張力外部支持型複
合梁１０Ａでは、図４に示すように、前記トラス梁２０
の代わりに格子梁２０Ａが設けられる。前記格子梁２０
Ａは、上弦材２１と、下弦材２２と、上弦材２１と下弦
材２２とを連結する複数の束材２３とを主体として構成
される一般的な構成の格子梁であり、必要に応じて適所
に支圧板２６を設けて支圧板２６を介して緊張ケーブル
４０の上下方向に位置規制してもよいし、格子梁２０Ａ
の両端付近の部分には、必要に応じてラチス材２７を設
けてもよい。尚、緊張ケーブル４０は、前記緊張ケーブ
ル４０と同様の構成であるので、説明を省略する。前記
格子梁２０Ａは、前記トラス梁２０の場合と同様に、夫
々１条の上弦材２１及び下弦材２２を有する平面格子梁
に構成することもあるし、１条の上弦材２１及び２条の
下弦材２２を有する立体格子梁に構成することもある
し、２条の上弦材２１及び１条の下弦材２２を有する立
体格子梁に構成することもあるし、夫々２条の上弦材２
１及び下弦材２２を有する立体格子梁に構成することも
ある。Next, in the tension externally supported composite beam 10A according to another embodiment, as shown in FIG.
A grid beam 20A is provided instead of. The lattice beam 20
A is a lattice beam having a general structure mainly composed of an upper chord member 21, a lower chord member 22, and a plurality of bundle members 23 that connect the upper chord member 21 and the lower chord member 22. A support plate 26 may be provided at an appropriate position to regulate the position of the tension cable 40 in the vertical direction via the support plate 26.
Lattice materials 27 may be provided in the vicinity of both ends of the above as required. Since the tension cable 40 has the same structure as the tension cable 40, the description thereof will be omitted. Similarly to the case of the truss beam 20, the lattice beam 20A may be configured as a plane lattice beam having one upper chord member 21 and one lower chord member 22, respectively. It may be configured as a three-dimensional lattice beam having a lower chord member 22, or may be configured as a three-dimensional lattice beam having two upper chord members 21 and one lower chord member 22, and each of the two upper chord members 2
It may be configured as a three-dimensional lattice beam having 1 and the lower chord member 22.
【００１７】次に、前記緊張ケーブル４０の有効性を証
明する為に行った構造解析結果について説明する。図５
に示すように等分布荷重が作用するときの梁の曲げモー
メントＭW と、図６に示すように集中荷重Ｐが作用する
ときの曲げモーメントＭP は、梁／柱部材の剛度をＫbc
、作用点の距離をαＬ（但し、Ｌは梁のスパン）とす
ると、次式のようになる。Next, the result of structural analysis performed to prove the effectiveness of the tension cable 40 will be described. Figure 5
A bending moment M W of the beam as it acts a uniformly distributed load as shown in, the bending moment M P when concentrated load P acts as shown in Figure 6, the stiffness of the beam / column member K bc
, Letting the distance of the point of action be αL (where L is the span of the beam), the following equation is obtained.
【数１】 [Equation 1]
【数２】 前記より等分布荷重ｗが作用する状態でプレストレスを
左右対称な位置に作用させると、その時の曲げモーメン
トＭは、次式のようになる。[Equation 2] When the prestress is applied to the left-right symmetrical position in the state where the evenly distributed load w is applied, the bending moment M at that time is given by the following equation.
【数３】 ここで、導入する緊張力をＴP 、張力比をκとすると、
等分布荷重ｗＬと集中荷重Ｐとの関係は、次式のように
なる。(Equation 3) Here, if the tension to be introduced is T P and the tension ratio is κ,
The relation between the uniformly distributed load wL and the concentrated load P is as follows.
【数４】 [Equation 4]
【００１８】プレストレス作用時の曲げモーメントを無
次元化する為に、梁中央と梁端部の無張力時のモーメン
トに対する比をβ＝Ｍ／ＭW とすると、このモーメント
比βは、次式のようになる。In order to make the bending moment during the prestressing action dimensionless, the ratio of the moment at the beam center and the beam end to the moment at no tension is β = M / M W , this moment ratio β is become that way.
【数５】 上式から、梁の端部では、モーメント比βが柱梁の剛度
Ｋbcとは無関係になることが判る。次に、モーメント比
βを一定にした時に作用させるべき緊張力は、張力比κ
を用いて、次式のように無次元化して表すことが出来
る。(Equation 5) From the above equation, it can be seen that the moment ratio β is independent of the rigidity K bc of the beam at the ends of the beam. Next, the tension force to be applied when the moment ratio β is constant is the tension ratio κ
It can be expressed as dimensionless by using
【数６】 (Equation 6)
【００１９】前記実施例における複合梁を前提として、
張力作用点αと、張力比κとをパラメータとして、種々
の条件で構造解析を行って、モーメント比βを求め、図
７〜図１４のような結果を得た。図７〜図１２は、緊張
力作用時の梁中央の無次元化応力（モーメント比β）を
示し、また図１３と図１４は緊張力作用時の梁端部の無
次元化応力（モーメント比β）を示すものである。これ
らの図の曲線はモーメント比β、つまり梁の撓みを反映
するものであるが、張力作用点αがγ（但し、０．１≦
γ≦０．３）以上になると、モーメント比βはサチュレ
ート状態となる。このことから、緊張ケーブルは、トラ
ス梁や格子梁の両端側のγ×Ｌ（但し、Ｌは梁のスパ
ン）の範囲に設ければ、十分な撓み変形抑制機能が得ら
れることが判る。前記複合梁は、前記列挙した構造物以
外に橋梁等にも適用できるが、このような場合には、緊
張ケーブルの外側端部を複合梁の両端部を支持する外部
構造物に連結して緊張力を支持させることになる。Assuming the composite beam in the above embodiment,
Structural analysis was performed under various conditions using the tension acting point α and the tension ratio κ as parameters to obtain the moment ratio β, and the results shown in FIGS. 7 to 14 were obtained. FIGS. 7 to 12 show the dimensionless stress (moment ratio β) at the center of the beam when the tension force is applied, and FIGS. 13 and 14 show the dimensionless stress (moment ratio) at the end of the beam when the tension force is applied. β) is shown. The curves in these figures reflect the moment ratio β, that is, the deflection of the beam, but the tension acting point α is γ (where 0.1 ≦
When γ ≦ 0.3) or more, the moment ratio β becomes saturating. From this, it is understood that if the tension cable is provided in the range of γ × L (where L is the span of the beam) on both ends of the truss beam or the lattice beam, a sufficient flexural deformation suppressing function can be obtained. The composite beam can be applied to bridges and the like in addition to the listed structures, but in such a case, the outside end of the tension cable is connected to an external structure that supports both ends of the composite beam. Will support the power.
【図１】実施例に係る格納庫の斜視図である。FIG. 1 is a perspective view of a hangar according to an embodiment.
【図２】図１の格納庫の複合梁及び柱部材の構成図であ
る。FIG. 2 is a configuration diagram of a composite beam and a pillar member of the hangar of FIG.
【図３】図２の複合梁の架設途中状態の要部構成図であ
る。FIG. 3 is a configuration diagram of a main part of the composite beam of FIG. 2 in a state of being erected.
【図４】別実施例に係る複合梁及び柱部材の構成図であ
る。FIG. 4 is a configuration diagram of a composite beam and a column member according to another embodiment.
【図５】構造解析用の等分布荷重説明図である。FIG. 5 is an explanatory diagram of a uniformly distributed load for structural analysis.
【図６】構造解析用の集中荷重説明図である。FIG. 6 is an explanatory diagram of concentrated loads for structural analysis.
【図７】構造解析の結果のモーメント比の線図である。FIG. 7 is a diagram of a moment ratio as a result of structural analysis.
【図８】構造解析の結果のモーメント比の線図である。FIG. 8 is a diagram of a moment ratio as a result of structural analysis.
【図９】構造解析の結果のモーメント比の線図である。FIG. 9 is a diagram of a moment ratio as a result of structural analysis.
【図１０】構造解析の結果のモーメント比の線図であ
る。FIG. 10 is a diagram of a moment ratio as a result of structural analysis.
【図１１】構造解析の結果のモーメント比の線図であ
る。FIG. 11 is a diagram of a moment ratio as a result of structural analysis.
【図１２】構造解析の結果のモーメント比の線図であ
る。FIG. 12 is a diagram of a moment ratio as a result of structural analysis.
【図１３】構造解析の結果のモーメント比の線図であ
る。FIG. 13 is a diagram of a moment ratio as a result of structural analysis.
【図１４】構造解析の結果のモーメント比の線図であ
る。FIG. 14 is a diagram of a moment ratio as a result of structural analysis.
４ 柱部材 １０ 複合梁 ２０ トラス梁 ２０Ａ 格子梁 ２１ 上弦材 ２２ 下弦材 ２３ 束材 ２４ ラチス材 ４０ 緊張ケーブル 4 Column member 10 Composite beam 20 Truss beam 20A Lattice beam 21 Upper chord member 22 Lower chord member 23 Bundle material 24 Lattice material 40 Tension cable
Claims (5)
弦材と、前記上弦材と下弦材とを連結する複数の束材
と、前記上弦材と下弦材とを連結する複数のラチス材と
を主体として構成されたトラス梁と、 前記トラス梁の両端側のγ×Ｌ部分（但し、０．１≦γ
≦０．３、Ｌはトラス梁のスパン）に亙る２組の緊張ケ
ーブルであって、一端部においてトラス梁に連結され且
つ他端部においてトラス梁の端部を支持する外部構造物
に連結され、前記トラス梁にプレストレスを付加する２
組の緊張ケーブルと、 を備えたことを特徴とする緊張力外部支持型複合梁。1. One or more upper chord members, one or more lower chord members, a plurality of bundle members connecting the upper chord members and the lower chord members, and a plurality of lattices connecting the upper chord members and the lower chord members. Truss beam mainly composed of a material, and γ × L portions on both end sides of the truss beam (provided that 0.1 ≦ γ
≤0.3, L is a set of two tension cables spanning the truss beam), connected at one end to the truss beam and at the other end to an external structure supporting the end of the truss beam , Prestressing the truss beam 2
A tension-externally supported composite beam, which comprises a pair of tension cables.
ら前記一端部に亙って下り傾斜状に配設されたことを特
徴とする請求項１に記載の緊張力外部支持型複合梁。2. The tension-supporting composite beam according to claim 1, wherein the tension cable is arranged in a downwardly inclined shape from the other end to the one end.
弦材と、前記上弦材と下弦材とを連結する複数の束材と
を主体として構成された格子梁と、 前記格子梁の両端側のγ×Ｌ部分（但し、０．１≦γ≦
０．３、Ｌは格子梁のスパン）に亙る２組の緊張ケーブ
ルであって、一端部において格子梁に連結され且つ他端
部において格子梁の端部を支持する外部構造物に連結さ
れ、前記格子梁にプレストレスを付加する２組の緊張ケ
ーブルと、 を備えたことを特徴とする緊張力外部支持型複合梁。3. A lattice beam mainly composed of one or a plurality of upper chord members, one or a plurality of lower chord members, and a plurality of bundle members connecting the upper chord member and the lower chord member, and a lattice beam of the lattice beam. Γ × L portion on both ends (provided that 0.1 ≦ γ ≦
0.3, L are two sets of tension cables over the span of the grate beam, connected at one end to the grate beam and at the other end to an external structure supporting the end of the grate beam, A tension force externally supported composite beam, comprising: two sets of tension cables for prestressing the lattice beam.
ら前記一端部に亙って下り傾斜状に配設されたことを特
徴とする請求項３に記載の緊張力外部支持型複合梁。4. The tension-supporting external composite beam according to claim 3, wherein the tension cable is arranged in a downward slope from the other end to the one end.
ス材を設けたことを特徴とする請求項４に記載の緊張力
外部支持型複合梁。5. The tension externally supported composite beam according to claim 4, wherein a lattice member is provided in a portion near both ends of the lattice beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4207412A JP2545017B2 (en) | 1992-07-11 | 1992-07-11 | Tension force Externally supported composite beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4207412A JP2545017B2 (en) | 1992-07-11 | 1992-07-11 | Tension force Externally supported composite beam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0633548A JPH0633548A (en) | 1994-02-08 |
| JP2545017B2 true JP2545017B2 (en) | 1996-10-16 |
Family
ID=16539320
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP4207412A Expired - Fee Related JP2545017B2 (en) | 1992-07-11 | 1992-07-11 | Tension force Externally supported composite beam |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2545017B2 (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114412063B (en) * | 2021-12-21 | 2023-08-29 | 广东省建筑设计研究院有限公司 | Composite truss string structure system of large-span roof |
-
1992
- 1992-07-11 JP JP4207412A patent/JP2545017B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0633548A (en) | 1994-02-08 |
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