JP2018199977A - Buckling suppression structure of beam - Google Patents
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Abstract
Description
本発明は、梁の座屈抑制構造に関する。 The present invention relates to a beam buckling suppression structure.
一般的に、火災時等において、鉄骨梁等の金属製の梁は温度の上昇に伴って熱膨張して伸長する。これにより、梁の端部に接合された柱等の構造部材に応力が生じたり、梁に局部座屈等の座屈が生じ、梁自体の荷重支持能力が低下したりする虞がある。 In general, during a fire or the like, a metal beam such as a steel beam expands due to thermal expansion as the temperature rises. As a result, stress may be generated in a structural member such as a column joined to the end of the beam, or buckling such as local buckling may occur in the beam, and the load supporting ability of the beam itself may be reduced.
この問題を解決するため、例えば特許文献１には、鉄骨梁に座屈誘導部を設け、鉄骨梁を座屈誘導部で座屈させて鉄骨梁の伸び出しを吸収することで、鉄骨梁の端部に接合された柱に作用する応力を低減させる柱梁構造が開示されている。しかし、特許文献１の柱梁構造では、鉄骨梁の火災時における座屈、及び座屈に起因する耐力低下を抑制することはできなかった。 In order to solve this problem, for example, in Patent Document 1, a buckling guide portion is provided in a steel beam, and the steel beam is buckled by the buckling guide portion to absorb the extension of the steel beam. A column beam structure that reduces stress acting on a column bonded to an end is disclosed. However, in the column beam structure of Patent Document 1, it was not possible to suppress buckling of a steel beam during a fire and a decrease in yield strength due to buckling.
本発明は上記事実に鑑み、梁の熱膨張による局部座屈等の座屈を抑制することができる梁の座屈抑制構造を提供することを目的とする。また、座屈長さを短くすることで、火災時の梁の圧縮座屈、又は曲げや捩れを伴う横座屈等を抑制することができる梁の座屈抑制構造を提供することを目的とする。 In view of the above facts, an object of the present invention is to provide a beam buckling suppression structure capable of suppressing buckling such as local buckling due to thermal expansion of the beam. It is another object of the present invention to provide a beam buckling suppression structure capable of suppressing the compression buckling of a beam during a fire or the lateral buckling accompanied by bending or twisting by shortening the buckling length. .
請求項１に記載の梁の座屈抑制構造は、構造部材に端部が接合され、梁成がＤ（ｍｍ）、梁長がＬ（ｍｍ）、梁幅がＢ（ｍｍ）の金属製の梁と、前記梁に設けられ、前記梁より熱容量が大きく前記梁の熱膨張による座屈を抑制する座屈抑制部材と、を備え、前記座屈抑制部材は、前記梁の端部からＬ／３（ｍｍ）以内の位置で、前記梁の端部からＤ（ｍｍ）以上離れた位置に設けられている。 The buckling suppression structure for a beam according to claim 1 is made of a metal having an end joined to a structural member, a beam formation of D (mm), a beam length of L (mm), and a beam width of B (mm). And a buckling suppression member that is provided on the beam and has a larger heat capacity than the beam and suppresses buckling due to thermal expansion of the beam, and the buckling suppression member has an L / L It is provided at a position within 3 (mm) and at a distance of D (mm) or more from the end of the beam.
構造部材に端部が接合され、梁成がＤ（ｍｍ）、梁長がＬ（ｍｍ）、梁幅がＢ（ｍｍ）の金属製の梁において、火災時に梁が熱膨張した場合、梁の局部座屈は梁の端部からＬ／３（ｍｍ）以内の位置、かつ梁の端部からＤ（ｍｍ）以上離れた位置に生じ易い。 When a metal member with an end joined to a structural member, the beam length is D (mm), the beam length is L (mm), and the beam width is B (mm), Local buckling is likely to occur at a position within L / 3 (mm) from the end of the beam and at a position separated by D (mm) or more from the end of the beam.
ここで、上記構成によれば、梁の端部からＬ／３（ｍｍ）以内の位置、かつ梁の端部からＤ（ｍｍ）以上離れた位置に、梁より熱容量が大きい座屈抑制部材が設けられているため、座屈抑制部材によって梁の熱膨張による局部座屈を抑制することができる。 Here, according to the above configuration, the buckling suppression member having a larger heat capacity than the beam is located at a position within L / 3 (mm) from the end of the beam and at a position separated by D (mm) or more from the end of the beam. Since it is provided, local buckling due to thermal expansion of the beam can be suppressed by the buckling suppression member.
請求項２に記載の梁の座屈抑制構造は、請求項１に記載の梁の座屈抑制構造であって、前記座屈抑制部材の前記梁の材軸方向に沿った幅が、Ｂ（ｍｍ）以上である。 The buckling suppression structure for a beam according to claim 2 is the buckling suppression structure for a beam according to claim 1, wherein a width of the buckling suppression member along a material axis direction of the beam is B ( mm) or more.
一般的に、梁の局部座屈は、梁幅Ｂの１倍から２倍程度の範囲にわたって生じ易い。ここで、上記構成によれば、座屈抑制部材の梁の材軸方向に沿った幅を梁幅Ｂ以上とすることで、座屈抑制部材によって梁の局部座屈し易い範囲を覆うことができる。 In general, local buckling of a beam is likely to occur over a range of about 1 to 2 times the beam width B. Here, according to the said structure, the range along the material-axis direction of the beam of a buckling suppression member shall be more than beam width B, and the range in which a local buckling of a beam is easy to be covered with a buckling suppression member can be covered. .
請求項３に記載の梁の座屈抑制構造は、請求項１又は２に記載の梁の座屈抑制構造であって、前記座屈抑制部材は、コンクリートである。 The beam buckling suppression structure according to claim 3 is the beam buckling suppression structure according to claim 1 or 2, wherein the buckling suppression member is concrete.
上記構成によれば、座屈抑制部材を、金属製の梁より剛性が高いコンクリートで構成することで、梁の熱膨張による局部座屈を効率よく抑制することができる。また、例えば梁の上部にコンクリートのスラブを打設する際に、スラブの構築と同時に座屈抑制部材を形成することができる。 According to the said structure, the local buckling by the thermal expansion of a beam can be efficiently suppressed by comprising a buckling suppression member with concrete whose rigidity is higher than a metal beam. Further, for example, when a concrete slab is placed on the upper part of the beam, the buckling suppressing member can be formed simultaneously with the construction of the slab.
本発明によれば、梁の熱膨張による局部座屈等の座屈を抑制することができる。また、座屈長さを短くすることができ、火災時の梁の圧縮座屈、又は曲げや捩れを伴う横座屈等を抑制することができる。 According to the present invention, buckling such as local buckling due to thermal expansion of a beam can be suppressed. Further, the buckling length can be shortened, and the compression buckling of the beam at the time of a fire or the lateral buckling accompanied by bending or twisting can be suppressed.
＜第１実施形態＞
以下、本発明の第１実施形態における梁の座屈抑制構造について、図１及び図２を用いて説明する。
<First Embodiment>
The beam buckling suppression structure according to the first embodiment of the present invention will be described below with reference to FIGS.
（構成）
図１及び図２に示すように、本実施形態の梁１０は、例えば断面がＨ形状とされたＨ形鋼で構成されている。なお、梁１０は、ロール成形によって成形されたロールＨであってもよく、上フランジ１０Ａ、下フランジ１０Ｂ、及びウェブ１０Ｃを溶接して組み立てたビルドＨであってもよい。
(Constitution)
As shown in FIG.1 and FIG.2, the beam 10 of this embodiment is comprised by the H-section steel by which the cross section was made into H shape, for example. The beam 10 may be a roll H formed by roll forming, or may be a build H assembled by welding the upper flange 10A, the lower flange 10B, and the web 10C.
また、梁１０の断面はＨ形状には限られず、Ｔ形状やＬ形状、Ｃ形状等であってもよい。さらに、梁１０の材質も鋼には限られず、ステンレスやアルミニウム等、他の金属で構成されていてもよい。 The cross section of the beam 10 is not limited to the H shape, and may be a T shape, an L shape, a C shape, or the like. Furthermore, the material of the beam 10 is not limited to steel, and may be composed of other metals such as stainless steel and aluminum.
梁１０は、梁成がＤ（ｍｍ）、梁長がＬ（ｍｍ）、梁幅がＢ（ｍｍ）とされており、図１に示すように、材軸方向の両端部が、構造部材の一例としての柱１２にそれぞれ接合（剛接合）されている。また、梁１０の上部には、例えばコンクリート製のスラブ１４が構築されている。 The beam 10 has a beam formation of D (mm), a beam length of L (mm), and a beam width of B (mm). As shown in FIG. Each is joined (rigidly joined) to the column 12 as an example. In addition, a slab 14 made of, for example, concrete is constructed on the upper portion of the beam 10.
梁１０のウェブ１０Ｃには、梁１０を構成する鋼より熱容量が大きい座屈抑制部材としてのコンクリート部材１６Ａ、１６Ｂが設けられている。一方のコンクリート部材１６Ａは、柱１２に接合された梁１０の一端部からＬ／３（ｍｍ）以内の位置、かつ梁１０の一端部からＤ（ｍｍ）以上離れた位置に設けられている。他方のコンクリート部材１６Ｂは、柱１２に接合された梁１０の他端部からＬ／３（ｍｍ）以内の位置、かつ梁１０の他端部からＤ（ｍｍ）以上離れた位置に設けられている。 The web 10C of the beam 10 is provided with concrete members 16A and 16B as buckling suppressing members having a larger heat capacity than the steel constituting the beam 10. One concrete member 16 </ b> A is provided at a position within L / 3 (mm) from one end of the beam 10 joined to the column 12 and at a position separated from the one end of the beam 10 by D (mm) or more. The other concrete member 16B is provided at a position within L / 3 (mm) from the other end of the beam 10 joined to the column 12 and at a position away from the other end of the beam 10 by D (mm) or more. Yes.
また、コンクリート部材１６Ａ、１６Ｂは、梁１０の材軸方向に沿った幅がＢ（ｍｍ）とされている。なお、図２に示すように、コンクリート部材１６Ｂ（及びコンクリート部材１６Ａ）は、梁１０のウェブ１０Ｃの両面に設けられている。 The concrete members 16A and 16B have a width B (mm) along the material axis direction of the beam 10. As shown in FIG. 2, the concrete member 16 </ b> B (and the concrete member 16 </ b> A) is provided on both surfaces of the web 10 </ b> C of the beam 10.
梁１０にコンクリート部材１６Ａ、１６Ｂを設ける方法としては、まず、梁１０の下フランジ１０Ｂの上面及びウェブ１０Ｃの両面に複数のスタッド１８を予め溶接しておく。そして、図示しないスラブ用の型枠を、梁１０の上フランジ１０Ａに対して隙間をあけて配置する。なお、スラブ用の型枠内には、図示しないスラブ補強用の鉄筋が配筋されていてもよい。 As a method of providing the concrete members 16A and 16B on the beam 10, first, a plurality of studs 18 are previously welded to the upper surface of the lower flange 10B of the beam 10 and both surfaces of the web 10C. Then, a slab formwork (not shown) is arranged with a gap with respect to the upper flange 10 </ b> A of the beam 10. In the slab formwork, a slab reinforcing bar (not shown) may be arranged.
そして、図示しない座屈抑制部材用の型枠を、スラブ用の型枠と梁１０の下フランジ１０Ｂとを繋ぐように配置し、スラブ用の型枠内にコンクリートを流し込む。このとき、梁１０の上フランジ１０Ａとスラブ用の型枠との隙間から座屈抑制部材用の型枠内にコンクリートが流れ込み、スラブ１４と一体化されたコンクリート部材１６Ａ、１６Ｂが形成される。 Then, a buckling suppressing member mold (not shown) is arranged so as to connect the slab mold and the lower flange 10B of the beam 10, and concrete is poured into the slab mold. At this time, the concrete flows into the buckling suppression member mold from the gap between the upper flange 10A of the beam 10 and the slab mold, and concrete members 16A and 16B integrated with the slab 14 are formed.
（作用及び効果）
一般的に、本実施形態のような上部にコンクリート製のスラブ１４が構築された梁１０において、火災時に梁１０の温度が上昇した場合、梁１０が熱膨張して伸長することにより、梁１０に局部座屈が生じる。この局部座屈は、特に柱１２に固定された梁１０の端部からＬ／３（ｍｍ）以内の位置、かつ梁の端部からＤ（ｍｍ）以上離れた位置に生じ易い。
(Function and effect)
In general, in the beam 10 in which the concrete slab 14 is constructed on the upper portion as in the present embodiment, when the temperature of the beam 10 rises in the event of a fire, the beam 10 expands due to thermal expansion. Local buckling occurs. This local buckling tends to occur particularly at a position within L / 3 (mm) from the end of the beam 10 fixed to the column 12 and at a position away from the end of the beam by D (mm) or more.
ここで、本実施形態によれば、梁１０の端部からＬ／３（ｍｍ）以内の位置、かつ梁１０の端部からＤ（ｍｍ）以上離れた位置に、コンクリート部材１６Ａ、１６Ｂが設けられている。 Here, according to the present embodiment, the concrete members 16A and 16B are provided at positions within L / 3 (mm) from the end of the beam 10 and at positions away from the end of the beam 10 by D (mm) or more. It has been.
コンクリート部材１６Ａ、１６Ｂは、梁１０を構成する鋼より熱容量が大きいため、火災時の熱により耐力が低下し難い。このため、梁１０のコンクリート部材１６Ａ、１６Ｂが設けられている部分、すなわち局部座屈が生じ易い部分の熱膨張による局部座屈、及び局部座屈による耐力低下、剛性低下を抑制することができる。 Since the concrete members 16A and 16B have a heat capacity larger than that of the steel constituting the beam 10, the proof stress is unlikely to decrease due to heat during a fire. For this reason, it is possible to suppress local buckling due to thermal expansion of a portion where the concrete members 16A and 16B of the beam 10 are provided, that is, a portion where local buckling is likely to occur, and a decrease in yield strength and a decrease in rigidity due to local buckling. .
また、一般的に、梁１０における局部座屈が生じる範囲、すなわち座屈幅は、梁幅Ｂの１倍から２倍程度となり易い。ここで、本実施形態によれば、コンクリート部材１６Ａ、１６Ｂの梁１０の材軸方向に沿った幅が梁幅Ｂ以上とされているため、コンクリート部材１６Ａ、１６Ｂによって梁１０の局部座屈し易い範囲を覆うことができる。 In general, the range in which local buckling occurs in the beam 10, that is, the buckling width, tends to be about 1 to 2 times the beam width B. Here, according to the present embodiment, since the width of the concrete members 16A and 16B along the material axis direction of the beam 10 is equal to or greater than the beam width B, the concrete members 16A and 16B are likely to buckle the beam 10 locally. The range can be covered.
さらに、本実施形態によれば、座屈抑制部材として、梁１０を構成する鋼より剛性が高いコンクリート部材１６Ａ、１６Ｂを用いているため、梁１０の熱膨張による局部座屈を効率よく抑制することができる。また、スラブ１４の構築と同時にコンクリート部材１６Ａ、１６Ｂを梁１０に形成することができるため、座屈抑制部材を現場にて容易に梁１０に設けることができる。 Furthermore, according to this embodiment, since the concrete members 16A and 16B having higher rigidity than the steel constituting the beam 10 are used as the buckling suppression member, local buckling due to thermal expansion of the beam 10 is efficiently suppressed. be able to. Further, since the concrete members 16A and 16B can be formed on the beam 10 simultaneously with the construction of the slab 14, the buckling suppressing member can be easily provided on the beam 10 at the site.
また、本実施形態によれば、梁１０に溶接されたスタッド１８により、コンクリート部材１６Ａ、１６Ｂと梁１０とが緊結されている。このため、コンクリート部材１６Ａ、１６Ｂと梁１０とが緊結されていない構成と比較して、梁１０の下フランジ１０Ｂ及びウェブ１０Ｃの面外方向への局部座屈をコンクリート部材１６Ａ、１６Ｂによってより抑制することができる。 Further, according to the present embodiment, the concrete members 16 </ b> A and 16 </ b> B and the beam 10 are tightly coupled by the stud 18 welded to the beam 10. For this reason, compared with the structure in which the concrete members 16A and 16B and the beam 10 are not tightly coupled, local buckling in the out-of-plane direction of the lower flange 10B and the web 10C of the beam 10 is further suppressed by the concrete members 16A and 16B. can do.
＜第２実施形態＞
以下、本発明の第２実施形態における梁の座屈抑制構造について、図３（Ａ）及び図３（Ｂ）を用いて説明する。なお、第１実施形態と同様の構成については、同じ符号を付して説明を省略し、差異点を中心に説明する。
Second Embodiment
The beam buckling suppression structure according to the second embodiment of the present invention will be described below with reference to FIGS. 3 (A) and 3 (B). In addition, about the structure similar to 1st Embodiment, the same code | symbol is attached | subjected and description is abbreviate | omitted and it demonstrates centering around difference.
（構成）
図３（Ａ）に示すように、本実施形態の梁２０は、材軸方向の一端部が柱１２に接合（剛接合）された跳出し梁である。また、梁２０のウェブ２０Ｃには、梁２０を構成する鋼より熱容量が大きい座屈抑制部材としての耐火被覆リブ２２Ａ、２２Ｂが設けられている。
(Constitution)
As shown in FIG. 3A, the beam 20 of the present embodiment is a jumping beam in which one end in the material axis direction is joined (rigidly joined) to the column 12. Further, the web 20C of the beam 20 is provided with fireproof covering ribs 22A and 22B as buckling suppressing members having a larger heat capacity than the steel constituting the beam 20.
耐火被覆リブ２２Ａ、２２Ｂは、例えば梁２０と同じ鋼製の板材とされたリブ２４Ａ、２４Ｂと、リブ２４Ａ、２４Ｂの外面にそれぞれ被覆された耐火被覆部材２６と、によって構成されている。 The fireproof covering ribs 22A and 22B are configured by, for example, ribs 24A and 24B made of the same steel plate as the beam 20, and fireproof covering members 26 covered on the outer surfaces of the ribs 24A and 24B, respectively.
耐火被覆リブ２２Ａ、２２Ｂ（リブ２４Ａ、２４Ｂ）は、梁２０のウェブ２０Ｃにそれぞれ溶接されており、柱１２に接合された梁２０の一端部からＬ／３（ｍｍ）以内の位置、かつ梁２０の一端部からＤ（ｍｍ）以上離れた位置にそれぞれ設けられている。また、図３（Ｂ）に示すように、耐火被覆リブ２２Ｂ（及び耐火被覆リブ２２Ａ）は、梁２０のウェブ２０Ｃの両面に設けられている。 The fireproof ribs 22A and 22B (ribs 24A and 24B) are welded to the web 20C of the beam 20, respectively, at a position within L / 3 (mm) from one end of the beam 20 joined to the column 12, and the beam. It is provided at a position away from one end of 20 by at least D (mm). Further, as shown in FIG. 3B, the fireproof coating ribs 22B (and the fireproof coating ribs 22A) are provided on both surfaces of the web 20C of the beam 20.
なお、本実施形態では、梁２０のウェブ２０Ｃの片面において、耐火被覆リブ２２Ａ、２２Ｂが２つ設けられているが、耐火被覆リブ２２Ａ、２２Ｂは梁２０に１つのみ、又は３つ以上設けられていてもよい。また、リブ２４Ａ、２４Ｂの材質は鋼には限られず、他の金属で構成されていてもよい。 In this embodiment, two fireproof coating ribs 22A and 22B are provided on one side of the web 20C of the beam 20, but only one or three or more fireproof coating ribs 22A and 22B are provided on the beam 20. It may be done. The material of the ribs 24A and 24B is not limited to steel, and may be made of other metals.
また、梁２０及び耐火被覆部材２６の外面には、法律上義務付けられた所定の厚さの耐火被覆部材２８が被覆されている。本実施形態では、耐火被覆部材２８は、リブ２４Ａ、２４Ｂを被覆する耐火被覆部材２６と同じ材料とされているが、異なる材料とされていてもよい。 The outer surfaces of the beam 20 and the fireproof covering member 26 are covered with a fireproof covering member 28 having a predetermined thickness required by law. In this embodiment, the fireproof covering member 28 is made of the same material as the fireproof covering member 26 covering the ribs 24A and 24B, but may be made of a different material.
耐火被覆部材２６、２８を被覆する方法としては、ロックウールを吹付ける方法や、無機繊維フェルトを主材とする乾式被覆部材を巻付ける方法、耐火塗料を塗布する方法、ボード状の被覆材を取付ける方法等が挙げられる。 As a method of covering the fireproof covering members 26 and 28, there are a method of spraying rock wool, a method of winding a dry covering member mainly composed of inorganic fiber felt, a method of applying a fireproof paint, and a board-shaped covering material. The method of attachment etc. are mentioned.
梁２０に耐火被覆リブ２２Ａ、２２Ｂ及び耐火被覆部材２８を設ける方法としては、まず、梁２０にリブ２４Ａ、２４Ｂをそれぞれ溶接し、リブ２４Ａ、２４Ｂの外面に耐火被覆部材２６を被覆する。耐火被覆部材２６の被覆と同時に、又は耐火被覆部材２６の被覆後に、梁２０及び耐火被覆部材２６の外面に耐火被覆部材２８を被覆することで、梁２０に耐火被覆リブ２２Ａ、２２Ｂ及び耐火被覆部材２８が設けられる。 As a method of providing the fireproof coating ribs 22A and 22B and the fireproof coating member 28 on the beam 20, first, the ribs 24A and 24B are welded to the beam 20, respectively, and the outer surfaces of the ribs 24A and 24B are coated with the fireproof coating member 26. By covering the outer surface of the beam 20 and the fireproof coating member 26 with the fireproof coating member 28 simultaneously with the coating of the fireproof coating member 26 or after the coating of the fireproof coating member 26, the fireproof coating ribs 22 </ b> A and 22 </ b> B and the fireproof coating are applied to the beam 20. A member 28 is provided.
（作用及び効果）
本実施形態によれば、梁２０の端部からＬ／３（ｍｍ）以内の位置、かつ梁２０の端部からＤ（ｍｍ）以上離れた位置に、耐火被覆リブ２２Ａ、２２Ｂが設けられている。
(Function and effect)
According to the present embodiment, the fireproof ribs 22A and 22B are provided at a position within L / 3 (mm) from the end of the beam 20 and at a position away from the end of the beam 20 by D (mm) or more. Yes.
耐火被覆リブ２２Ａ、２２Ｂは、梁２０を構成する鋼より熱容量が大きいため、火災時の熱により耐力が低下し難い。このため、梁２０の耐火被覆リブ２２Ａ、２２Ｂが設けられている部分、すなわち局部座屈が生じ易い部分の熱膨張による局部座屈、及び局部座屈による耐力低下、剛性低下を抑制することができる。 The refractory coating ribs 22 </ b> A and 22 </ b> B have a larger heat capacity than the steel constituting the beam 20, and therefore the proof stress is unlikely to decrease due to heat during a fire. For this reason, it is possible to suppress local buckling due to thermal expansion of a portion of the beam 20 where the fireproof coating ribs 22A and 22B are provided, that is, a portion where local buckling is likely to occur, and a decrease in yield strength and rigidity due to local buckling. it can.
また、本実施形態によれば、耐火被覆部材２８によって梁２０の外面が被覆されているため、梁２０全体の温度上昇を抑制することができる。特にリブ２４Ａ、２４Ｂの外面は、耐火被覆部材２６、２８によって被覆されていることにより、梁２０の他の部分より被覆厚さが厚くなっている。これにより、梁２０の局部座屈が生じ易い部分の温度上昇を効率よく抑制することができる。 Moreover, according to this embodiment, since the outer surface of the beam 20 is coat | covered with the fireproof covering member 28, the temperature rise of the beam 20 whole can be suppressed. In particular, the outer surfaces of the ribs 24 </ b> A and 24 </ b> B are covered with the fireproof covering members 26 and 28, so that the covering thickness is thicker than other portions of the beam 20. Thereby, the temperature rise of the part which the local buckling of the beam 20 is easy to produce can be suppressed efficiently.
＜その他の実施形態＞
以上、本発明について第１、第２実施形態を説明したが、本発明はかかる実施形態に限定されるものではなく、本発明の範囲内にて他の種々の実施形態が可能である。
<Other embodiments>
The first and second embodiments of the present invention have been described above. However, the present invention is not limited to such embodiments, and various other embodiments are possible within the scope of the present invention.
例えば、第１実施形態では、現場で型枠にコンクリートを流し込むことにより、座屈抑制部材としてのコンクリート部材１６Ａ、１６Ｂを形成していた。しかし、図４（Ａ）及び図４（Ｂ）に示すように、予め工場等で作製したプレキャストコンクリート製のブロック３２によって座屈抑制部材を構成してもよい。 For example, in the first embodiment, concrete members 16A and 16B as buckling suppression members are formed by pouring concrete into a formwork at the site. However, as shown in FIGS. 4A and 4B, the buckling suppression member may be constituted by a precast concrete block 32 prepared in advance in a factory or the like.
具体的には、図４（Ａ）に示すように、一対のブロック３２には、それぞれ貫通孔３４が形成されており、梁３０のウェブ３０Ｃの対応する位置にも貫通孔３６が形成されている。図４（Ｂ）に示すように、この貫通孔３４、３６にボルト３８を挿通させることにより、梁３０にブロック３２を固定することができる。これにより、コンクリート部材１６Ａ、１６Ｂを形成する場合と比較して、現場での作業を削減することができる。 Specifically, as shown in FIG. 4A, the pair of blocks 32 are each formed with a through hole 34, and the through hole 36 is also formed at a corresponding position of the web 30C of the beam 30. Yes. As shown in FIG. 4B, the block 32 can be fixed to the beam 30 by inserting a bolt 38 through the through holes 34 and 36. Thereby, compared with the case where concrete members 16A and 16B are formed, the work in the field can be reduced.
また、第１実施形態では座屈抑制部材がコンクリート部材１６Ａ、１６Ｂで構成され、第２実施形態では座屈抑制部材が耐火被覆リブ２２Ａ、２２Ｂで構成されていた。しかし、座屈抑制部材は、梁１０、２０より熱容量が大きく、梁１０、２０の局部座屈を抑制することができる程度の剛性を有していればよく、例えばモルタル等で構成されていてもよい。 In the first embodiment, the buckling suppression member is composed of concrete members 16A and 16B, and in the second embodiment, the buckling suppression member is composed of fireproof coating ribs 22A and 22B. However, the buckling suppression member only needs to have a heat capacity larger than that of the beams 10 and 20 and to have a rigidity that can suppress local buckling of the beams 10 and 20, and is made of, for example, mortar. Also good.
また、第１、第２実施形態では、座屈抑制部材としてのコンクリート部材１６Ａ、１６Ｂ及び耐火被覆リブ２２Ａ、２２Ｂが梁１０、２０のウェブ１０Ｃ、２０Ｃの両面に設けられていたが、ウェブ１０Ｃ、２０Ｃの片面のみに設けられていてもよい。少なくともウェブ１０Ｃ、２０Ｃの片面に座屈抑制部材を設けることで、座屈抑制部材が設けられていない構成と比較して、梁１０、２０の梁の熱膨張による局部座屈を抑制することができる。 In the first and second embodiments, the concrete members 16A and 16B and the fireproof covering ribs 22A and 22B as buckling suppression members are provided on both surfaces of the webs 10C and 20C of the beams 10 and 20, but the web 10C. , 20C may be provided only on one side. By providing a buckling suppression member on at least one side of the webs 10C and 20C, it is possible to suppress local buckling due to thermal expansion of the beams 10 and 20 compared to a configuration in which the buckling suppression member is not provided. it can.
また、座屈抑制部材の形状や大きさも上記実施形態には限られず、例えば梁１０、２０のウェブ１０Ｃ、２０Ｃに設けられた座屈抑制部材を下方へ延出させて梁１０、２０の下フランジ１０Ｂの下面を覆う構成としてもよい。 Further, the shape and size of the buckling suppression member is not limited to the above embodiment. For example, the buckling suppression member provided on the webs 10C and 20C of the beams 10 and 20 is extended downward to be below the beams 10 and 20. It is good also as a structure which covers the lower surface of the flange 10B.
さらに、第１実施形態と第２実施形態の構成は、適宜組み合わせることが可能である。例えば、第１実施形態において、第２実施形態と同様に、梁１０の外面を耐火被覆部材２８によって被覆してもよい。また、第２実施形態において、第１実施形態と同様に、梁２０の外面を耐火被覆部材２８によって被覆しなくてもよい。 Furthermore, the configurations of the first embodiment and the second embodiment can be appropriately combined. For example, in the first embodiment, the outer surface of the beam 10 may be covered with the fireproof covering member 28 as in the second embodiment. In the second embodiment, as in the first embodiment, the outer surface of the beam 20 may not be covered with the fireproof covering member 28.
また、第１、第２実施形態では、梁１０、２０が構造部材の一例としての柱１２に接合されていたが、構造部材は梁１０、２０を支持し、梁１０、２０に作用する力が伝達される部材であればよく、梁（大梁）や壁等であってもよい。 In the first and second embodiments, the beams 10 and 20 are joined to the column 12 as an example of the structural member. However, the structural member supports the beams 10 and 20 and acts on the beams 10 and 20. Any member may be used as long as it is transmitted, and it may be a beam (large beam), a wall, or the like.
１０、２０、３０ 梁
１２ 柱（構造部材の一例）
１６Ａ、１６Ｂ コンクリート部材（座屈抑制部材の一例）
２２Ａ、２２Ｂ 耐火被覆リブ（座屈抑制部材の一例）
１８ スリーブ管（筒部材の一例）
３２ ブロック（座屈抑制部材の一例）
Ｂ 梁幅
Ｄ 梁成
Ｌ 梁長
10, 20, 30 Beam 12 Column (an example of a structural member)
16A, 16B Concrete member (example of buckling suppression member)
22A, 22B Fireproof covering rib (an example of a buckling suppressing member)
18 Sleeve tube (example of cylindrical member)
32 blocks (example of buckling suppression member)
B Beam width D Beam formation L Beam length
Claims (3)
前記梁に設けられ、前記梁より熱容量が大きく前記梁の熱膨張による座屈を抑制する座屈抑制部材と、を備え、
前記座屈抑制部材は、前記梁の端部からＬ／３（ｍｍ）以内の位置で、前記梁の端部からＤ（ｍｍ）以上離れた位置に設けられている、
梁の座屈抑制構造。 A metal beam having an end bonded to the structural member, a beam length of D (mm), a beam length of L (mm), and a beam width of B (mm);
A buckling suppression member that is provided on the beam and has a larger heat capacity than the beam and suppresses buckling due to thermal expansion of the beam; and
The buckling suppression member is provided at a position within L / 3 (mm) from the end of the beam and at a position away from the end of the beam by D (mm) or more.
Beam buckling suppression structure.
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0849349A (en) * | 1994-08-08 | 1996-02-20 | Toshiro Suzuki | Structure for reinforcing steel structural member |
| CN107313540A (en) * | 2017-07-24 | 2017-11-03 | 太原理工大学 | The anti-buckling assembled combination beam of fire prevention and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0849349A (en) * | 1994-08-08 | 1996-02-20 | Toshiro Suzuki | Structure for reinforcing steel structural member |
| CN107313540A (en) * | 2017-07-24 | 2017-11-03 | 太原理工大学 | The anti-buckling assembled combination beam of fire prevention and construction method |
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