JP2006299584A - Aseismatic reinforcing joining structure - Google Patents

Aseismatic reinforcing joining structure Download PDF

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JP2006299584A
JP2006299584A JP2005120650A JP2005120650A JP2006299584A JP 2006299584 A JP2006299584 A JP 2006299584A JP 2005120650 A JP2005120650 A JP 2005120650A JP 2005120650 A JP2005120650 A JP 2005120650A JP 2006299584 A JP2006299584 A JP 2006299584A
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steel
steel beam
joined
beam member
flange
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Ichiro Takeuchi
一郎 竹内
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Nippon Steel Corp
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<P>PROBLEM TO BE SOLVED: To provide an aseismatic reinforcing joining structure with improved aseismatic performance of an existing structure by a simpler means. <P>SOLUTION: This aseismatic reinforcing joining structure of the other end part of a steel fixing beam material 1 having one end fixed to a steel column 3 and a steel beam material end part 2, is characterized in that upper flanges 1a and 2a of the steel beam material end part are joined with clearance L by using an attaching plate 4a; and an axial force material 5 yielding ahead of a flange of a steel beam material is joined to an under surface of lower flanges 1b and 2b of the respective steel beam material end parts in a state of straddling the clearance L; and a restricting metal fitting 6 joined only to the lower flange of one steel beam material is arranged on an under surface of the axial force material 5. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

本発明は、鋼製梁材端部の耐震補強接合構造について、特に一端が鋼製柱に固定された鋼製固定梁材の他端部と鋼製梁材の端部との既存接合構造の耐震性を改善する場合に有利な耐震補強接合構造に関する。   The present invention relates to the seismic reinforcement joint structure of the steel beam member end, in particular, the existing joint structure of the other end portion of the steel fixed beam member whose one end is fixed to the steel column and the end portion of the steel beam member. The present invention relates to a seismic reinforcement joint structure that is advantageous in improving seismic resistance.

柱と梁が通しダイアフラム形式で溶接接合された一般的な鋼構造物における柱−梁接合構造では、地震時等の水平応力作用時において、梁端部の溶接接合部が早期に破断し、設計時に想定した地震エネルギー吸収能力を発揮することなく建物全体が倒壊するおそれがある。このような事態を防止するため、特に地震時に作用する応力が大きい柱梁接合部は、建物の耐震安全性確保の上で製作・施工品質の確保が重要とされている。   In a column-beam connection structure in a general steel structure in which a column and a beam are welded and joined in the form of a diaphragm, the welded joint at the end of the beam breaks early when a horizontal stress acts during an earthquake, etc. The entire building may collapse without exhibiting the seismic energy absorption capability that is sometimes assumed. In order to prevent such a situation, it is important to ensure the manufacturing and construction quality of the column beam joint, which has a large stress acting especially during an earthquake, in order to ensure the seismic safety of the building.

ところが、既存構造物の中には柱梁接合部の品質が十分に確保されていない場合もあり、耐震安全性を改善するための補修工事が必要となることがある。このような補修工事では、既存の構造物の改修であるためその規模や工法が制限されることも多い。また、経済性や施工期間短縮等の観点からも補修工事は最小限にとどめることが重要となる。   However, in some existing structures, the quality of the beam-column joints may not be sufficiently secured, and repair work may be required to improve seismic safety. In such repair work, the scale and construction method are often limited because it is a modification of an existing structure. It is also important to minimize the repair work from the viewpoint of economy and shortening the construction period.

ここで、既存構造物の耐震性を改善する手段の一例として、鋼製梁材の上下フランジ部を適宜削ること(図4、図5の破線部分11)で地震時に最も大きな応力の作用する梁端部の溶接接合部への作用応力を低減し、梁端の溶接接合部の早期破断を防止することが挙げられる。   Here, as an example of means for improving the earthquake resistance of the existing structure, the upper and lower flange portions of the steel beam material are appropriately cut (the broken line portion 11 in FIGS. 4 and 5), and the beam on which the greatest stress acts during an earthquake. It is possible to reduce the acting stress on the weld joint at the end and prevent early breakage of the weld joint at the beam end.

しかし、既存構造物の耐震性を改善する補修工事として、鋼製梁材の上下フランジ部を適宜削る場合には、フランジの切削作業が非常に煩雑であるため施工性が悪い。しかも、この場合には補修工事後の鋼製梁材のねじれ剛性が低下するため、梁の横座屈を防止するための補強措置が必要となり、その分製作・施工手間が増大する点でも改善の余地が大きい。   However, when the upper and lower flange portions of the steel beam material are appropriately cut as repair work for improving the earthquake resistance of the existing structure, the workability is poor because the cutting work of the flange is very complicated. In addition, in this case, the torsional rigidity of the steel beam after the repair work is reduced, so it is necessary to take reinforcement measures to prevent the lateral buckling of the beam, which also increases the amount of work and manufacturing. There is a lot of room.

本発明は、前記従来技術の欠点を除くためにされたものであり、より簡易な手段で既存構造物の耐震安全性を向上させる耐震補強接合構造及びその施工方法を提供することを目的とする。   The present invention has been made to eliminate the drawbacks of the prior art, and an object thereof is to provide a seismic reinforcing joint structure for improving the seismic safety of existing structures by a simpler means and a construction method thereof. .

(1)第1の発明は、鋼製梁材端部の上フランジ1a,2a同士が間隙Lをおいて添設板4aを用いて接合され、鋼製梁材のフランジより先行して降伏する軸力材5が間隙Lを跨いだ状態で各鋼製梁材端部の下フランジ1b,2bに接合されており、軸力材5の梁フランジ面に面していない側には一方の鋼製梁材の下フランジのみに接合された拘束金具6が設置されていることを特徴とする、一端が鋼製柱3に固定されている鋼製固定梁材1の他端部と鋼製梁材端部2との耐震補強接合構造である。
(2)第2の発明は、一端が鋼製柱3に固定されている鋼製固定梁材1の他端部と鋼製梁材2の端部とが間隙Lをおいた状態で、添設板4を用いて接合されている既存接合構造について、下フランジおよびウエブの添設板4b,4cを撤去し、鋼製梁材のフランジより先行して降伏する軸力材5を、間隙Lを跨いだ状態で各鋼製梁材端部の下フランジ1b,2bに接合し、軸力材5の座屈拘束材6を一方の鋼製梁材の下フランジのみに接合して設置することを特徴とする耐震補強接合構造の施工方法である。
(1) In the first invention, the upper flanges 1a and 2a of the end portions of the steel beam members are joined together using the attachment plate 4a with a gap L, and the yielding precedes the flanges of the steel beam members. The axial force member 5 is joined to the lower flanges 1b and 2b of the end portions of the steel beam members in a state where the gap L is straddled, and one steel is provided on the side of the axial force member 5 that does not face the beam flange surface. The other end of the steel fixed beam member 1 having one end fixed to the steel column 3 and the steel beam, characterized in that a restraint fitting 6 joined only to the lower flange of the beam member is installed. It is a seismic reinforcing joint structure with the material end 2.
(2) In the second invention, the other end of the steel fixed beam member 1 whose one end is fixed to the steel column 3 and the end of the steel beam member 2 have a gap L therebetween. About the existing joining structure joined using the installation plate 4, the lower flange and the additional plates 4b and 4c of the web are removed, and the axial force member 5 yielding ahead of the flange of the steel beam material is removed with the gap L Are joined to the lower flanges 1b and 2b of the ends of the steel beam members, and the buckling restraint material 6 of the axial force member 5 is joined only to the lower flange of one of the steel beam members. It is the construction method of the seismic reinforcement joint structure characterized by this.

本発明の耐震補強接合構造では、地震により曲げが梁に作用する場合、梁部材の曲げ降伏荷重以下で降伏する軸力材が梁部材より先行して降伏するため、梁端部溶接接合部に過大な応力が作用して破断することにより建物全体が倒壊するおそれは著しく軽減する。また、従来の梁フランジ幅を低減することにより梁端溶接接合部の応力を低減する工法では梁のねじれ剛性の低下が避けられなかったのに対し、梁部材より先行降伏させる軸力材の断面を適宜設計することにより梁のねじれ剛性低下を防ぐことができ、梁の横座屈に対して特段の補強を不要とできる。   In the seismic reinforcement joint structure of the present invention, when bending acts on the beam due to an earthquake, the axial force material yielding below the bending yield load of the beam member yields ahead of the beam member, so the beam end welded joint The risk of the entire building collapsing due to the breakage caused by excessive stress is significantly reduced. In addition, the conventional method of reducing the stress at the beam end welded joint by reducing the beam flange width was inevitable to reduce the torsional rigidity of the beam, but the cross section of the axial force material that yields ahead of the beam member. By designing appropriately, it is possible to prevent the torsional rigidity of the beam from being lowered, and special reinforcement against the lateral buckling of the beam can be eliminated.

特に、本発明の耐震補強接合構造により改修する場合、通常、床スラブがあるため改修工事が困難な既存鋼製梁の上フランジを既存のままとし、下フランジ部分およびウエブ部分の添設板等を撤去し、梁部材より先行降伏させる軸力材および座屈拘束材をボルト接合するのみで改修作業が完了するので、補修工事の際の施工性が著しく向上する点で顕著な効果を奏する。   In particular, when retrofitting with the seismic reinforcement joint structure of the present invention, the upper flange of an existing steel beam, which is usually difficult to repair due to the presence of a floor slab, is left as it is, and the lower flange part and the web part additional plate, etc. Since the repair work is completed only by bolting the axial force material and the buckling restraint material that yields prior to the beam member, the workability at the time of repair work is significantly improved.

以下、図1および図2を参照しつつ、本発明の第1実施形態の耐震補強接合構造を説明する。第1実施形態の耐震補強接合構造は、一端が鋼製柱3に溶接固定されている鋼製固定梁材1の端部と鋼製梁材2の端部とを接合するものである。   Hereinafter, with reference to FIG. 1 and FIG. 2, the seismic reinforcement joint structure of 1st Embodiment of this invention is demonstrated. The seismic reinforcement joint structure of the first embodiment joins the end of the steel fixed beam member 1 and the end of the steel beam member 2, one end of which is fixed to the steel column 3 by welding.

本発明の耐震補強接合構造において、鋼製固定梁材1および鋼製梁材2はいずれも断面同形状のH形鋼で構成されており、鋼製固定梁材1と鋼製梁材2とは接合部に若干の間隙Lを有した状態で対向配置されている。   In the seismic reinforced joint structure of the present invention, the steel fixed beam material 1 and the steel beam material 2 are both made of H-shaped steel having the same cross section, and the steel fixed beam material 1 and the steel beam material 2 are Are opposed to each other with a slight gap L at the joint.

鋼製固定梁材の上フランジ1aおよび鋼製梁材の上フランジ2aは、間隙を跨いで上下に配設された添設板4aによって挟持されており、添設板4aおよび上フランジ1a,2aは,これらの各部材を挿通している高力ボルト7とナット8によってボルト接合されている。   The upper flange 1a of the steel fixed beam member and the upper flange 2a of the steel beam member are sandwiched by the attachment plate 4a disposed vertically across the gap, and the attachment plate 4a and the upper flanges 1a, 2a Are bolted by high-strength bolts 7 and nuts 8 inserted through these members.

また、鋼製固定梁材の下フランジ1bおよび鋼製梁材の下フランジ2bの下面には、鋼製固定梁材1および鋼製梁材2のフランジの降伏荷重以下で降伏する低降伏点鋼ダンパー5(軸力材)が間隙Lを跨いだ状態でボルト接合されている。   Further, on the lower surfaces of the lower flange 1b of the steel fixed beam member and the lower flange 2b of the steel beam member, a low yield point steel that yields below the yield load of the flanges of the steel fixed beam member 1 and the steel beam member 2 is obtained. The damper 5 (axial force member) is bolted with the gap L straddled.

さらに、下フランジ1b,2bを連結する低降伏点鋼ダンパーの下面には、断面T字状の座屈拘束金具6が間隙Lを跨いだ状態で下向きに配置されている。座屈拘束金具6は、鋼製固定梁材1および鋼製梁材2のいずれか一方のみに固定されており、座屈拘束金具6の他端部はフリーの状態になっている。かかる座屈拘束金具6は梁材の連結部にかかるせん断力を支持し、座屈拘束金具6が接合されていない梁材の下向きせん断方向の力に抵抗するようになっている。ボルト孔9は、既設構造において梁材のせん断力を伝達させるために、梁ウェブ1cと梁ウェブ2cを接合していたボルト孔である。   Further, a buckling restraining metal fitting 6 having a T-shaped cross section is disposed downward on the lower surface of the low yield point steel damper connecting the lower flanges 1b, 2b with the gap L straddling. The buckling restraint fitting 6 is fixed to only one of the steel fixed beam member 1 and the steel beam member 2, and the other end portion of the buckling restraint fitting 6 is in a free state. The buckling restraint metal 6 supports the shearing force applied to the connecting portion of the beam material, and resists the downward shearing force of the beam material to which the buckling restraint metal fitting 6 is not joined. The bolt hole 9 is a bolt hole in which the beam web 1c and the beam web 2c are joined in order to transmit the shearing force of the beam material in the existing structure.

上記のように構成される本発明の耐震補強接合構造では、接合部に所定値以上の引張力または圧縮力が作用する場合、梁部材の曲げ降伏荷重以下で降伏する低降伏点鋼ダンパー5が、先行して降伏することでエネルギーを吸収し、梁端部の溶接接合部に過大な応力が作用することを防止する。   In the seismic reinforced joint structure of the present invention configured as described above, when a tensile force or compressive force of a predetermined value or more acts on the joint, the low yield point steel damper 5 that yields below the bending yield load of the beam member is provided. The energy is absorbed by yielding in advance, and excessive stress is prevented from acting on the welded joint at the beam end.

また本発明の耐震補強接合構造では、座屈拘束金具6が接合されていない梁部材に作用する上向きのせん断力に対しては鋼製固定梁材の上フランジ1aと鋼製梁材の上フランジ2aとの連結部が抵抗し、下向きのせん断力に対しては、低降伏点鋼ダンパー5の下面にある座屈拘束金具6が抵抗するようになっている。低降伏点鋼ダンパー5は、梁のねじれ剛性を低下させないため、低降伏点鋼ダンパー5の中央部に長孔5aを設けることで断面積を減じている。なお、鋼製梁上フランジ側の添接板の板曲げによるせん断抵抗力が梁に作用するせん断力に対して十分な抵抗力を有している場合は、座屈拘束金具6が接合されていない梁部材に作用する下向きせん断力に対して梁上フランジの添接板で抵抗させる構造とし、座屈拘束金具6では、せん断力に抵抗させない構造とすることができる。この接合構造では、補修工事前と比べ梁のねじれ剛性も低下させず、改修工事を行うことにより、梁の横座屈耐力が低下することもない。   Further, in the seismic reinforcement joint structure of the present invention, the upper flange 1a of the steel fixed beam member and the upper flange of the steel beam member against the upward shearing force acting on the beam member to which the buckling restraint fitting 6 is not joined. The connection part with 2a resists, and the buckling restraint metal fitting 6 in the lower surface of the low yield point steel damper 5 resists a downward shearing force. Since the low yield point steel damper 5 does not reduce the torsional rigidity of the beam, the cross-sectional area is reduced by providing a long hole 5a in the center of the low yield point steel damper 5. In addition, when the shear resistance due to the bending of the joining plate on the flange side of the steel beam has sufficient resistance against the shear force acting on the beam, the buckling restraining metal fitting 6 is joined. A structure in which a downward shearing force acting on a non-beam member is resisted by an attachment plate of the upper flange of the beam, and the buckling restraint metal 6 can be configured to resist a shearing force. In this joint structure, the torsional rigidity of the beam is not lowered compared with that before the repair work, and the lateral buckling strength of the beam is not lowered by performing the repair work.

ここで、鋼製固定梁材1と鋼製梁材2との既存接合構造を、第1実施形態の耐震補強接合構造に改修する場合には、以下の手順で行われる。
(a)まず、図4、図5に示すような、一端が鋼製柱3に溶接固定されている鋼製固定梁材1の他端部と鋼製梁材2の端部とが間隙Lをおいた状態で、添設板を用いて接合されている既存接合構造について、上フランジ部分およびウエブ部分の添設板4a,4cおよび高力ボルト7等を残して、下フランジ部分の添設板4bおよび高力ボルト7等を撤去する。
(b)次に、鋼製固定梁材1と鋼製梁材2との間隙を跨いだ状態で、鋼製固定梁材の下フランジ1bおよび鋼製梁材の下フランジ2bの下面に低降伏点鋼ダンパー5(軸力材)を配置する。また、低降伏点鋼ダンパー5の下面には鋼製固定梁材1と鋼製梁材2との間隙Lを跨いだ状態で拘束金具6を配置する。
低降伏点鋼ダンパー5は、鋼製固定梁材1と鋼製梁材2との両方にボルト接合するが、拘束金具6は、鋼製固定梁材1および鋼製梁材2のいずれか一方のみにボルト接合して、拘束金具の他端部はフリーの状態とする。
(c)そして、低降伏点鋼ダンパー5および拘束金具6の固定後にウエブ部分の添設板4cおよび高力ボルト7等を撤去して、耐震補強接合構造の施工が完了する。
Here, when repairing the existing joint structure of the steel fixed beam member 1 and the steel beam member 2 to the seismic reinforced joint structure of the first embodiment, the following procedure is performed.
(A) First, as shown in FIGS. 4 and 5, a gap L is formed between the other end portion of the steel fixed beam member 1 having one end welded to the steel column 3 and the end portion of the steel beam member 2. For the existing joint structure that is joined using the attachment plate in the state of holding, the attachment plate 4a, 4c of the upper flange portion and the web portion, the high strength bolt 7 and the like are left, and the attachment of the lower flange portion is provided. The plate 4b and the high strength bolt 7 are removed.
(B) Next, in a state where the gap between the steel fixed beam member 1 and the steel beam member 2 is straddled, the lower yield of the lower flange 1b of the steel fixed beam member and the lower flange 2b of the steel beam member is reduced. A spot steel damper 5 (axial force material) is arranged. In addition, a restraining metal fitting 6 is disposed on the lower surface of the low yield point steel damper 5 in a state of straddling the gap L between the steel fixed beam material 1 and the steel beam material 2.
The low yield point steel damper 5 is bolted to both the steel fixed beam material 1 and the steel beam material 2, but the restraint fitting 6 is either the steel fixed beam material 1 or the steel beam material 2. The other end of the restraint fitting is free.
(C) Then, after fixing the low-yield point steel damper 5 and the restraint fitting 6, the web 4c, the high-strength bolt 7 and the like are removed, and the construction of the seismic reinforcement joint structure is completed.

すなわち、鋼製固定梁材1と鋼製梁材2との既存接合構造を本発明の耐震補強接合構造に改修する場合には、既存接合構造の下フランジ部分およびウエブ部分の添設板4b,4c等を撤去し、低降伏点鋼ダンパー5および拘束金具6をボルト接合するのみで改修作業が完了する。したがって、従来技術のように床スラブがあるため補修工事が困難な梁上フランジ側を含む、梁上下フランジの両方を切削して、さらに梁の横座屈を防止するための横補剛材等を取付ける場合に比べて作業が容易であり、補修工事の際の施工性は著しく向上する。   That is, when the existing joint structure of the steel fixed beam member 1 and the steel beam member 2 is modified to the seismic reinforced joint structure of the present invention, the attachment plate 4b of the lower flange portion and the web portion of the existing joint structure, The repair work is completed simply by removing 4c and the like and bolting the low yield point steel damper 5 and the restraint fitting 6 together. Therefore, both the upper and lower flanges of the beam, including the upper flange side of the beam, which is difficult to repair due to the presence of a floor slab as in the prior art, are cut, and a lateral stiffener is used to prevent lateral buckling of the beam. Compared to the case of mounting, the work is easier and the workability during repair work is significantly improved.

図3は本発明の第2実施形態の側面図である。
本発明の第2実施形態では、鋼製梁の下フランジ上下両面に取付けられた鋼製梁部材より先行降伏する軸力材5b、5cの座屈拘束金具として、一対の座屈拘束部材6a、6bを用いるものである。梁上フランジ下面側の添接板4aは、梁に作用するせん断力に対して抵抗できるよう、溶接接合したリブ10で補強している。その他の構成要素については第1実施形態と共通であり、同一符号を付して説明を省略する。
FIG. 3 is a side view of the second embodiment of the present invention.
In the second embodiment of the present invention, a pair of buckling restraining members 6a, as a buckling restraining metal fitting for the axial force members 5b and 5c that yield in advance from the steel beam members attached to the upper and lower surfaces of the lower flange of the steel beam, 6b is used. The attachment plate 4a on the lower surface side of the upper flange of the beam is reinforced with a rib 10 joined by welding so as to be able to resist the shearing force acting on the beam. Other components are the same as those in the first embodiment, and the same reference numerals are given and description thereof is omitted.

第2実施形態では、鋼製固定梁材の下フランジ1bおよび鋼製梁材の下フランジ2bに取付けられた鋼製梁部材より先行降伏する軸力材5に、一端を鋼製柱に固定された鋼製梁材側に座屈拘束部材6a、6bが対になるようにボルト接合されている。梁材の連結部にかかるせん断力をリブ10で補強した梁上フランジ側添接板4aで支持し、かつ鋼製梁部材より先行降伏する軸力材5b、5cの圧縮応力作用時の座屈を座屈拘束部材6a、6bが座屈拘束するようになっている。   In the second embodiment, one end is fixed to the steel column at the axial force member 5 that yields ahead of the steel beam member attached to the lower flange 1b of the steel fixed beam member and the lower flange 2b of the steel beam member. The buckling restraining members 6a and 6b are bolted to the steel beam member side so as to form a pair. Buckling at the time of compressive stress action of axial force members 5b and 5c supported by the upper flange side attachment plate 4a reinforced with ribs 10 and shearing force applied to the connecting portion of the beam material and yielding ahead from the steel beam member The buckling restraining members 6a and 6b restrain the buckling.

本発明の第1実施形態の耐震補強接合構造の側面図および断面図である。It is the side view and sectional drawing of the earthquake-proof reinforcement joining structure of 1st Embodiment of this invention. 本発明の第1実施形態の耐震補強接合構造の底面図である。It is a bottom view of the earthquake-proof reinforcement joining structure of 1st Embodiment of this invention. 本発明の第2実施形態の耐震補強接合構造の底面図である。It is a bottom view of the earthquake-proof reinforcement joining structure of 2nd Embodiment of this invention. 鋼製固定梁材と鋼製梁材との添設板を用いた既存接合構造と、従来技術の補修工事状態とを示す側面図である。It is a side view which shows the existing joining structure using the attachment board of steel fixed beam materials and steel beam materials, and the repair construction state of a prior art. 図4の平面図である。FIG. 5 is a plan view of FIG. 4.

符号の説明Explanation of symbols

1 鋼製固定梁材
1a 上フランジ
1b 下フランジ
1c ウエブ
2 鋼製梁材
2a 上フランジ
2b 下フランジ
2c ウエブ
3 鋼製柱
4 添設板
4a 上フランジ添設板
4b 下フランジ添設板
4c ウエブ添設板
5 鋼製梁部材より先行降伏させる軸力材
5a 鋼製梁部材より先行降伏させる軸力材の長孔
5b、5c 鋼製梁部材より先行降伏させる軸力材
6 座屈拘束金具
6a、6b 座屈拘束金具
7 高力ボルト
8 ナット
9 ウェブ添接板を接合していたボルトの孔
10 上フランジ下面側の添接板の補強リブ
11 フランジ切削部分
L 鋼製固定梁材−鋼製梁材間の間隔
1 Steel fixed beam 1a Upper flange 1b Lower flange 1c Web 2 Steel beam 2a Upper flange 2b Lower flange 2c Web 3 Steel pillar 4 Additional plate 4a Upper flange additional plate 4b Lower flange additional plate 4c Web additional Installation plate 5 Axial force member 5a that yields from steel beam member in advance Yield of axial force member 5b that precedes yield from steel beam member 5c Axial member 6 that yields from steel beam member 6 Buckling restraint metal fitting 6a, 6b Buckling Restraint Bracket 7 High Strength Bolt 8 Nut 9 Bolt Hole 10 to which the Web Joining Plate was Joined 10 Reinforcement Rib of the Joining Plate on the Lower Side of the Upper Flange 11 Flange Cutting Part L Steel Fixed Beam Material-Steel Beam Spacing between materials

Claims (2)

鋼製梁材端部の上フランジ同士が間隙をおいて添設板を用いて接合され、鋼製梁部材より先行して降伏する軸力材が前記間隙を跨いだ状態で各鋼製梁材端部の下フランジに接合されており、前記軸力材の梁フランジに面していない側には一方の鋼製梁材の下フランジのみに接合された拘束金具が設置されていることを特徴とする、一端が鋼製柱に固定されている鋼製固定梁材の他端部と鋼製梁材端部との耐震補強接合構造。 Each steel beam member is joined in a state where the upper flanges of the end portions of the steel beam members are joined together with an attachment plate with a gap, and the axial force material yielding ahead of the steel beam member straddles the gap. It is joined to the lower flange of the end, and the restraint fitting joined only to the lower flange of one steel beam material is installed on the side of the axial force member that does not face the beam flange. A seismic reinforcement joint structure between the other end of the steel fixed beam member and one end of the steel beam member, one end of which is fixed to the steel column. 一端が鋼製柱に固定されている鋼製固定梁材の他端部と鋼製梁材の端部とが間隙をおいた状態で添設板を用いて接合されている既存接合構造について、下フランジおよびウエブの添設板を撤去し、鋼製梁材のフランジより先行して降伏する軸力材を前記間隙を跨いだ状態で各鋼製梁材端部の下フランジに接合し、前記軸力材の座屈拘束材を一方の鋼製梁材の下フランジのみに接合して設置することを特徴とする耐震補強接合構造の施工方法。 Regarding the existing joint structure in which the other end of the steel fixed beam member, one end of which is fixed to the steel column, and the end of the steel beam member are joined using an attachment plate with a gap between them, The lower flange and the web attachment plate are removed, and the axial force material yielding ahead of the flange of the steel beam material is joined to the lower flange of each steel beam material end in a state straddling the gap, A method for constructing a seismic reinforced joint structure characterized in that a buckling restraint material for axial force members is installed only on the lower flange of one steel beam member.
JP2005120650A 2005-04-19 2005-04-19 Aseismatic reinforcing joining structure Withdrawn JP2006299584A (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012207389A (en) * 2011-03-29 2012-10-25 Fujita Corp Seismic strengthening construction method for existing building
CN106759899A (en) * 2017-02-17 2017-05-31 北京工业大学 A kind of assembled honeycomb web beam column node connection device for recovering function
CN111364506A (en) * 2020-03-13 2020-07-03 长安大学 Self-resetting anti-seismic energy-consumption split column

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012207389A (en) * 2011-03-29 2012-10-25 Fujita Corp Seismic strengthening construction method for existing building
CN106759899A (en) * 2017-02-17 2017-05-31 北京工业大学 A kind of assembled honeycomb web beam column node connection device for recovering function
CN111364506A (en) * 2020-03-13 2020-07-03 长安大学 Self-resetting anti-seismic energy-consumption split column

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