JP2012057449A - Haunched column-beam joint structure of steel frame - Google Patents

Haunched column-beam joint structure of steel frame Download PDF

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JP2012057449A
JP2012057449A JP2010204879A JP2010204879A JP2012057449A JP 2012057449 A JP2012057449 A JP 2012057449A JP 2010204879 A JP2010204879 A JP 2010204879A JP 2010204879 A JP2010204879 A JP 2010204879A JP 2012057449 A JP2012057449 A JP 2012057449A
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flange
haunch
column
web
stiffener
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JP5690533B2 (en
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Masakatsu Uchida
昌克 内田
Shunji Iwago
俊二 岩郷
Hayao Iwago
速雄 岩郷
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Arcreate KK
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Abstract

PROBLEM TO BE SOLVED: To provide a haunched column-beam joint structure which eliminates large stress conventionally generated in a web with a stiffener attached to an inside of a beam flange at a haunch end, the stress being large depending on a position of the attached stiffener and pronounced in proportion to the haunch slope without clarification, and which reduces large manufacturing man-hours conventionally required for bending and welding of a beam end flange.SOLUTION: A stiffener installed on a haunch end inside a beam flange is positioned such that the end center of the stiffener is arranged on an inner side of the beam flange on a 45° extension from an outer surface position of the haunch as an origin having a height of 0% to 15% of a thickness of the beam flange from the beam outer surface, resulting in effective reduction of stress in a haunch end web. Man-hours required for manufacturing the haunch is reduced by employing an addition type haunch which requires no processing of the beam flange.

Description

本発明は、鉄骨構造物において、柱に取り付ける梁端部をハンチ加工し、梁フランジから一定の勾配で立ち上がるハンチ部分即ちハンチ先端の梁フランジ内面にスティフナーを設けた鉄骨柱梁接合部構造に関するものである。 TECHNICAL FIELD The present invention relates to a steel beam-column joint structure in which a beam end attached to a column is hunched in a steel structure and a stiffener is provided on the inner surface of the beam flange at the front end of the hunch, that is, the beam flange at the front end of the hunch. It is.

１つの柱に複数の梁が取り付けられ梁同士のせいが異なる場合に、梁せいの小さい梁端のせいを鉛直方向に拡大して大きい方の梁サイズに合わせるようにハンチ加工を行われることがある。そして、ハンチ加工を行った場合に、梁フランジの面外変形がおきやすく、その梁フランジの座屈防止のために、そのハンチ先端の梁フランジの内側にスティフナーを設ける方法がとられている。 When multiple beams are attached to one column and the blame between beams is different, haunch processing is performed so that the blame at the end of the beam with the small beam can be expanded vertically to match the larger beam size. is there. When a haunch process is performed, out-of-plane deformation of the beam flange is likely to occur, and in order to prevent buckling of the beam flange, a method is provided in which a stiffener is provided inside the beam flange at the end of the haunch.

これに対して、ハンチの構造に対しいくつか提案がなされている。例えば、特開２００８−１２１４１９及び特開２００４−２５７００５及び特開２００３−２９３４４８
においては、Ｈ形鋼を上下に重ねて製作した梁端をガセットプレートを介して柱にボルト接合した構造があり、特開２００４−１６９２９８には、横断面がＴ形のハンチを柱に溶接取り付ける方法が提案されている。しかし、ハンチ先端の梁フランジの内側にスティフナーを設ける方法については記載がない。
現在用いられている梁端のハンチ加工は、図１に示すように、梁端の一方のフランジ５を一定の長さだけ切り裂いてウエブ６と分離させてその根本で梁フランジを加熱して曲げ加工で曲げ部５Ｂを作り、開口したウエブ部分に鋼板９を嵌め込み溶接９Ｂを行う。このようなハンチをここでは嵌め込み型ハンチという。また、図２に示すように、梁ブラケットを溶接で製作する場合に予め梁フランジ部分の鋼板を曲げ加工して、その形状に合わせてウエブを製作してハンチ付きの梁ブラケットを製作するタイプがある。このようなハンチをここではビルトＨ型ハンチという。また、嵌め込み型ハンチとビルトＨ型ハンチを総称して、曲げ型ハンチという。なお、ハンチは、通常梁フランジの下側に取り付けられる。 On the other hand, some proposals have been made for the haunch structure. For example, JP2008-121419, JP2004-257005, and JP2003-293448A.
Has a structure in which a beam end made by stacking H-shaped steels on top and bottom is bolted to a column via a gusset plate. Japanese Patent Application Laid-Open No. 2004-169298 attaches a haunch with a T-shaped cross section to a column by welding. A method has been proposed. However, there is no description about a method of providing a stiffener inside the beam flange at the tip of the haunch.
As shown in FIG. 1, currently used beam end haunch processing is performed by cutting one flange 5 at a beam end by a predetermined length to separate it from a web 6 and heating and bending the beam flange at its base. A bent portion 5B is formed by processing, and a steel plate 9 is fitted into the opened web portion to perform welding 9B. Such a haunch is referred to as a fitting haunch here. In addition, as shown in FIG. 2, when the beam bracket is manufactured by welding, the type of the beam bracket with a haunch by bending the steel plate of the beam flange portion in advance and manufacturing the web according to the shape is available. is there. Such a haunch is referred to herein as a built-in H type haunch. Further, the fitting type haunch and the built-in type Hunch are collectively referred to as a bending type haunch. The haunch is usually attached to the lower side of the beam flange.

特開２００８−１２１４１９JP2008-121419 特開２００４−２５７００５JP2004-257005 特開２００３−２９３４４８JP 2003-293448 A 特開２００４−１６９２９８JP 2004-169298 A

そのハンチ先端の梁フランジの内側に、通常、スティフナーを設ける方法がとられているけれども、スティフナーの取り付ける位置によっては大きな応力がウエブに発生することが認められ、ハンチの勾配が大きいほど顕著であった。このようなハンチ取り付けに関しては詳細が明らかにされていない。また、特許文献１〜４の追加型ハンチではスティフナーは用いられていない。
また、特許文献１〜４の追加型ハンチでは、ウエブ部分でガセットプレートにボルト接合した場合は、梁の曲げモーメントに対しボルト接合部が弱いのでウエブの曲げモーント負担が期待できない。その場合は、梁端部の曲げモーメントに対し梁端部に大きな耐力の損失がある。また、梁フランジの曲がり部は形状不連続で、梁フランジおよびウエブに大きな応力集中が働くと言う問題がある。
更に、特許文献１〜４のハンチには多くのダイアフラムが用いられており、製作上効率が
悪い。ダイアフラム１枚入る毎にダイアフラム材料と柱との溶接接合が増加し、柱製作上大きな製作手間がかかる。従来型のハンチ加工では曲げ加工に伴う材料劣化が起こり、特許文献１〜４に係るハンチ加工では材料を多く使い資源の多消費である。
更に、図１及び図２において、ハンチ先端部分５Ｂのウエブ６にはスティフナー１０を梁フランジ内部に取り付けても応力集中１５が発生し、この応力集中はハンチ勾配が大きくなるほど顕著になることが検討の結果明らかになった。即ち、このハンチの勾配は通常１／４〜１／３程度であるが、１／２〜１／１になると応力集中が顕著になる。 Although a stiffener is usually installed inside the beam flange at the tip of the haunch, it is recognized that a large stress is generated on the web depending on the position where the stiffener is attached. It was. Details regarding such a haunch attachment are not disclosed. Moreover, the stiffener is not used in the additional type haunches of Patent Documents 1 to 4.
In addition, in the additional type haunches of Patent Documents 1 to 4, when the web portion is bolted to the gusset plate, the bolt joint portion is weak with respect to the bending moment of the beam, so that the web bending moment cannot be expected. In that case, there is a large loss in yield strength at the beam end with respect to the bending moment at the beam end. Further, the bent portion of the beam flange is discontinuous in shape, and there is a problem that a large stress concentration acts on the beam flange and the web.
Furthermore, many diaphragms are used for the haunches of Patent Documents 1 to 4, which is inefficient in manufacturing. Each time a diaphragm is inserted, the welding connection between the diaphragm material and the column increases, which takes a lot of time and labor for the column production. In conventional haunch processing, material deterioration occurs due to bending, and in the haunch processing according to Patent Documents 1 to 4, a large amount of material is used and a large amount of resources are consumed.
Further, in FIGS. 1 and 2, stress concentration 15 is generated in the web 6 of the haunch tip portion 5B even if the stiffener 10 is mounted inside the beam flange, and it is considered that this stress concentration becomes more prominent as the haunch gradient increases. As a result, it became clear. That is, the slope of this haunch is usually about 1/4 to 1/3, but when it becomes 1/2 to 1/1, the stress concentration becomes remarkable.

ハンチ先端部ウエブの応力低減には、ハンチ部先端に設けられた梁フランジ内部のスティフナーは、梁フランジ外表面から梁フランジ板厚の０％乃至１５％高さの該ハンチ外表面位置を起点として大凡４５°の延長線上に来る梁フランジ内表面にスティフナーの端部中心が来るようにスティフナーを設けることが有効である。また、ハンチ加工の製作工数低減には、梁フランジの曲げ加工が不要な追加型のハンチを用いることにより解決できる。請求項１に係る発明は、
鉄骨構造物の柱３と梁１の接合部において、図１及び図２に示す梁端フランジを曲げ加工して設けたハンチ又は図３に示す梁端フランジ外面に新たに追加して設けたハンチ部材のフランジの先端において、図４及び図５に示すように、梁フランジ外表面から梁フランジ板厚の０％乃至１５％高さの該ハンチ外表面位置を起点として大凡４５°の延長線上に来る梁フランジ内面にスティフナー１０の端部中心が来るように配置したハンチを有する柱梁接合部構造である。
請求項２に係る発明は、
請求項１に係かる発明において、図３に示すように、鉄骨構造物の柱３と梁１の溶接接合部において、Ｈ形鋼のウエブ１０および梁フランジ５を梁軸方向１９に柱７から梁フランジ５に斜めに１：２（２７°）乃至１：１（４５°）の勾配を持ち側面を３角形状にして断面がＴ字形にしたＨ形鋼の一部であるウエブおよびフランジから成る鉛直ハンチ４Ａを、柱３とハンチが取り付けられる真っ直ぐな梁１の端部の下側又は上側に溶接接合させて、且つ該ハンチ４Ａのフランジ５Ｆを柱に接合されたダイアフラム７の面内に溶接接合させた柱梁接合部構造である。追加型ハンチでは、図３において、ハンチ４Ａのフランジ５Ｆ及びウエブ６ＨはロールＨ形鋼又は溶接製作のビルトＨ形鋼から切り出して製作することができる。ロールＨ形鋼の場合はフランジとウエブの板厚比は限られてものになるが、溶接製作のビルトＨ形鋼の場合はフランジとウエブの板厚比を任意に帰ることができる。なお、図３でダイアフラム７Ｅを用いた場合は、梁５の端部のより大きな耐力が得られることは自明の理である。
請求項３に係る発明は、
請求項２に係る発明の追加型ハンチにおいて、図３に示すように、追加型ハンチ４Ａが取り付けられた側の梁端フランジ５に対するダイアフラム７Ｅを省略し、図７に示すように該梁端フランジ５の角を斜めにカットしたことを特徴とする柱梁接合部である。該梁端フランジ５の角を斜めにカットする角度は溶接施工が難しくない程度であれば良くて大凡４５°であり、カットする量は梁フランジ半幅乃至１／４程度である。また、該梁端フランジ５の角を斜めにカットする場合、カットされた梁フランジは左右対称が望ましい。このように該梁端フランジ５の角を斜めにカットする理由は、ダイアフラム７Ｅがない場合は、柱スキンプレート部分が面外変形を起こして該梁フランジをサポートできないからであり、梁端の側端では柱端部に近くなると発生応力が大きくなるのを防止すると共に、ウエブの溶接量も低減できるからである。
請求項４に係る発明は、
請求項１又は２に係る発明において、図８に示すように、該鉛直ハンチ４の先端部に取り付けられたスティフナー１０とハンチ側梁フランジ５で形成される角隅部の梁軸方向梁中央側ウエブ６、又は図９又は図１０に示すようにスティフナーの柱側と梁中央側の両側のウエブ６に、半円形、１／４円形、楕円形又は四辺形の当て板１１を溶接で取り付けるこ
とを特徴とする柱梁接合部構造である。該鉛直ハンチ４の先端部のＨ形鋼梁ウエブ６は、特にハンチフランジ５Ａ又は５Ｂの面内方向のウエブ部分に大きな応力集中が発生させるので、該鉛直ハンチ４の先端部のスティフナーの梁軸方向の梁中央側のＨ形鋼梁ウエブ６の片側に当て板１１を取り付けるのが特に有効である。
請求項５に係る発明は、
請求項１乃至４に係る発明において、図１１に示すように、梁端部フランジ５に、追加型ハンチ４に重ねて、更に水平フランジ２２を持つ追加型ハンチを備えた重ね追加型ハンチ２１を取り付けたことを特徴とする柱梁接合部構造である。本発明は、梁フランジウエブ６と追加型ハンチウエブ６Ｈと重ね追加型ハンチウエブ２３は同一面内にあり、重ね追加型ハンチの梁中央側端部即ちハンチ先端の形状は、通常１０〜１５０Ｒの曲率を持つ円弧又は１／４〜１／２の勾配を持つテーパである。 In order to reduce the stress of the haunch tip web, the stiffener inside the beam flange provided at the tip of the haunch starts from the position of the outer surface of the hunch that is 0% to 15% higher than the beam flange plate thickness from the beam flange outer surface. It is effective to provide a stiffener so that the center of the end of the stiffener comes to the inner surface of the beam flange that lies on the extended line of about 45 °. In addition, the reduction in the number of manufacturing steps for the haunch processing can be solved by using an additional type of haunch that does not require bending of the beam flange. The invention according to claim 1
A haunch provided by bending the beam end flange shown in FIGS. 1 and 2 at the joint between the column 3 and the beam 1 of the steel structure or newly added to the outer surface of the beam end flange shown in FIG. As shown in FIGS. 4 and 5, at the tip of the flange of the member, on the extended line of about 45 ° starting from the outer surface position of the hunch that is 0% to 15% of the beam flange plate thickness from the outer surface of the beam flange. This is a column beam joint structure having a haunch arranged so that the end center of the stiffener 10 comes to the inner surface of the coming beam flange.
The invention according to claim 2
In the invention according to claim 1, as shown in FIG. 3, at the welded joint portion between the column 3 of the steel structure and the beam 1, the H-shaped steel web 10 and the beam flange 5 are moved from the column 7 in the beam axis direction 19. From the web and flange, which are part of an H-section steel with a gradient of 1: 2 (27 °) to 1: 1 (45 °) on the beam flange 5 and a triangular side surface and a T-shaped cross section The vertical haunch 4A is welded to the lower side or upper side of the end of the straight beam 1 to which the column 3 and the haunch are attached, and the flange 5F of the haunch 4A is in the plane of the diaphragm 7 joined to the column. This is a beam-to-column connection structure welded. In the additional type haunch, in FIG. 3, the flange 5F and the web 6H of the haunch 4A can be cut out from a roll H-shaped steel or a welded built-in H-shaped steel. In the case of a roll H-section steel, the plate thickness ratio between the flange and the web is limited, but in the case of a welded built H-section steel, the plate thickness ratio between the flange and the web can be arbitrarily returned. In addition, when the diaphragm 7E is used in FIG. 3, it is obvious that a greater proof stress at the end of the beam 5 can be obtained.
The invention according to claim 3
In the additional type haunch of the invention according to claim 2, as shown in FIG. 3, the diaphragm 7E for the beam end flange 5 on the side where the additional type haunch 4A is attached is omitted, and as shown in FIG. This is a beam-column joint characterized in that the corner of 5 is cut obliquely. The angle at which the corner of the beam end flange 5 is cut obliquely may be about 45 ° as long as welding is not difficult, and the amount to be cut is about the beam flange half width to about ¼. In addition, when the corner of the beam end flange 5 is cut obliquely, the cut beam flange is preferably symmetrical. The reason why the corners of the beam end flange 5 are cut obliquely in this way is that if there is no diaphragm 7E, the column skin plate portion is deformed out of plane and cannot support the beam flange. This is because when the end is close to the end of the column, the generated stress is prevented from increasing, and the welding amount of the web can be reduced.
The invention according to claim 4
In the invention according to claim 1 or 2, as shown in FIG. 8, the beam axial direction beam center side of the corner portion formed by the stiffener 10 attached to the tip of the vertical haunch 4 and the haunch side beam flange 5 As shown in FIG. 9 or FIG. 10, a semi-circular, quarter-circular, oval or quadrilateral pad 11 is attached by welding to the web 6 on both sides of the stiffener column side and the beam center side. It is a column beam joint structure characterized by the following. The H-shaped steel beam web 6 at the tip of the vertical haunch 4 generates a large stress concentration particularly in the in-plane web portion of the haunch flange 5A or 5B, so that the stiffener beam axis at the tip of the vertical haunch 4 It is particularly effective to attach the contact plate 11 to one side of the H-shaped steel beam web 6 on the center side of the beam in the direction.
The invention according to claim 5
In the invention according to claims 1 to 4, as shown in FIG. 11, an overlapped additional type haunch 21 provided with an additional type haunch having a horizontal flange 22 on the beam end flange 5 and overlapping the additional type haunch 4. It is a column beam joint structure characterized by being attached. In the present invention, the beam flange web 6, the add-on type haunch web 6H, and the add-on add type haunch web 23 are in the same plane. It has a circular arc or a taper with a gradient of 1/4 to 1/2.

本発明の効果については、上記の説明の中でも行っているが、要点を列挙すると次の通りである。 The effects of the present invention are described in the above description, but the main points are listed as follows.

１ 梁端部の応力の緩和とハンチ先端のウエブの応力の緩和が図れる。     1 It is possible to relieve stress at the beam end and stress at the web at the tip of the haunch.

２ 追加型ハンチを用いた場合は、梁端加工が容易で製作の効率が図れる。     2 When an additional type haunch is used, beam end processing is easy and production efficiency can be improved.

３ 梁端及びハンチ先端部のウエブ応力の緩和により、より安全な構造となり、ハンチのない場合に比較して梁せいの低減に役立ち、鉄骨重量の軽減に役立つ。     3 By relaxing the web stress at the beam end and the haunch tip, a safer structure is obtained, which helps to reduce the beam squeeze compared to the case without a haunch and helps to reduce the weight of the steel frame.

従来の嵌め込み型ハンチを備えた柱梁接合部側面図Side view of a beam-column joint with a conventional fitting haunch 従来のビルトＨ型ハンチを備えた柱梁接合部側面図Side view of a beam-column joint with a conventional built-in H-shaped haunch 請求項１に係る発明において、追加型ハンチにスティフナーを取り付け状況の正面図The invention according to claim 1, wherein the front view of the situation where the stiffener is attached to the additional haunch 請求項１に係る発明において、従来の曲げ型ハンチにスティフナーを取り付け状況のハンチ先端の詳細正面図In the invention which concerns on Claim 1, the detailed front view of the front-end | tip of the haunch of the situation which attached the stiffener to the conventional bending type haunch 請求項１に係る発明において、追加型ハンチにスティフナーを取り付け状況のハンチ先端の詳細正面図In the invention which concerns on Claim 1, the detailed front view of the front-end | tip of the haunch of the installation condition of the stiffener in the additional type haunch 請求項２に係る発明において、追加型ハンチのフランジが柱に取り付けられるダイアフラムの面内の例として次の４通りのケースの断面図。In the invention which concerns on Claim 2, sectional drawing of the following four cases as an example in the surface of the diaphragm in which the flange of an additional type haunch is attached to a pillar.

・ 柱から突出した通しダイアフラムの端部
・ 柱からの突出が０〜１０ｍｍの通しダイアフラムの端部
・ 内ダイアフラム面内でその端部の延長線上の柱スキンプレート外表面
・ 柱側面に設けられた貫通溝からダイアフラムと柱をスロット溶接した溶接部
追加型ハンチが取り付けられた梁フランジの上面図 追加型ハンチ先端のスティフナーの梁中央側ウエブに鋼製当て板を取り付けた正面図（イ）は正面図で、（ロ）は梁及びハンチ部の側面図である。 追加型ハンチ先端のスティフナーの梁中央側及び柱側のウエブに鋼製当て板を取り付けた正面図。（イ）は正面図で、（ロ）は梁及びハンチ部の側面図である。 曲げ型ハンチ先端のスティフナーの梁中央側及び柱側のウエブに鋼製当て板を取り付けた正面図。（イ）は正面図で（ロ）は梁及びハンチ部の側面図である。 梁端部に、追加型ハンチに重ねて、更に追加型ハンチを取り付けた正面図。梁中央側のハンチ先端の形状は１０〜１５０Ｒの曲率を持つ円弧又は１／４〜１／２の勾配を持つテーパである。（イ）は正面図で、（ロ）は梁及びハンチ部の側面図である。 -The end of the through-diaphragm protruding from the column-The end of the through-diaphragm protruding from the column of 0 to 10 mm-The outer surface of the column skin plate on the extension line of the end within the inner diaphragm surface-Provided on the side of the column Welded part where the diaphragm and column are slot welded from the through groove
Top view of beam flange with additional haunch attached The front view (a) which attached the steel backing plate to the beam center side web of the stiffener of the additional type haunch tip is a front view, and (b) is a side view of the beam and the haunch part. The front view which attached the steel batting board to the beam center side and column side web of the stiffener of the additional type haunch tip. (A) is a front view and (B) is a side view of a beam and a hunch part. The front view which attached the steel backing plate to the beam center side and column side web of the stiffener of the bending type haunch tip. (A) is a front view and (b) is a side view of a beam and a haunch part. The front view which piled up the additional type haunch on the beam end part, and also attached the additional type haunch. The shape of the haunch tip on the center side of the beam is an arc having a curvature of 10 to 150R or a taper having a gradient of 1/4 to 1/2. (A) is a front view and (B) is a side view of a beam and a hunch part.

実施例１
請求項1に係る発明において、望ましい形として、梁端フランジを曲げ加工して設けたハ
ンチ即ち曲げ型フランジでは、図４に示すように、梁フランジ５の外表面から梁フランジ板厚１６の５％乃至１５％の高さ１８の該ハンチ５Ｆ外表面位置を起点として４５°の延長線上に来る梁フランジ内面にスティフナー１０の端部中心が来るように配置し、図５に示すように、梁端フランジ５Ｆ外面に新たに追加して設けた追加型ハンチでは、梁フランジ外表面から梁フランジ板厚１６の０％乃至１０％高さの該ハンチ５Ｆ外表面位置を起点として大凡４５°の延長線上に来る梁フランジ５の内面にスティフナー１０の端部中心が来るように配置する。上記大凡４５°の角度としては、４０°〜５０°が望ましい。
実施例２
請求項２に係る発明において、図６に示すように、柱に接合されたダイアフラムの面内にハンチフランジを溶接接合する例として次の４通りがある。 Example 1
In the invention according to claim 1, as a desirable form, in a haunch, ie, a bending-type flange provided by bending a beam end flange, the beam flange plate thickness 16 of 5 is formed from the outer surface of the beam flange 5 as shown in FIG. As shown in FIG. 5, the stiffener 10 is arranged so that the center of the end of the stiffener 10 is on the inner surface of the beam flange on the 45 ° extension line starting from the outer surface position of the hunch 5F having a height 18% to 15%. In the additional type haunch newly provided on the outer surface of the end flange 5F, it extends about 45 ° from the outer surface position of the haunch 5F which is 0% to 10% higher than the beam flange plate thickness 16 from the outer surface of the beam flange. It arrange | positions so that the edge part center of the stiffener 10 may come to the inner surface of the beam flange 5 which comes on a line. The angle of about 45 ° is preferably 40 ° to 50 °.
Example 2
In the invention according to claim 2, as shown in FIG. 6, there are the following four examples of welding the haunch flange in the plane of the diaphragm joined to the column.

・ 柱から２５〜３０ｍｍ突出した通しダイアフラムの端部への溶接接合
・ 柱からの突出が０〜１０ｍｍの通しダイアフラムの端部への溶接接合
・ 内ダイアフラム面内でその端部の延長線上の柱スキンプレート外表面
・ 柱側面に設けられた貫通溝からダイアフラムと柱をスロット溶接した溶接部 -Weld joint to the end of through diaphragm protruding 25-30 mm from the column-Weld joint to the end of through diaphragm with 0-10 mm projecting from the column-Column on the extension line of the end within the inner diaphragm surface Skin plate outer surface ・ Welded part where the diaphragm and column are slot welded from the through groove provided on the side of the column

本発明は、従来のハンチに比較して製作が容易で且つ加工工数が少なくて、発生応力も少ないので、発明効果が大きく、また、構造設計の従来方式で応用できるので適用が容易である。これらの理由で、産業上の利用可能性が高い。 The present invention is easier to manufacture than a conventional haunch, has fewer man-hours for processing, and generates less stress. Therefore, the present invention has a great effect and can be applied by a conventional method of structural design, so that it can be easily applied. For these reasons, the industrial applicability is high.

１ 大梁
２ 小梁
３ 柱
４ ハンチ
４Ａ 追加型ハンチ
４Ｂ 曲げ型ハンチ
５ 梁フランジ
５Ｂ フランジ曲げ部
５Ｆ ハンチフランジ
６ ウエブ
６Ｈ ハンチ部分のウエブ
７ ダイアフラム
７Ｅ 請求項３に係る除去可能なダイアフラム
８ ガセットプレート
９ 嵌め込み板
９ｗ 嵌め込み板の溶接部
１０ スティフナー
１１ 鋼製当て板
１２ 鋼製当て板溶接部
１３ 突合せ溶接又は完全溶け込み溶接
１４ すみ肉溶接
１５ 高応力発生部分
１６ 梁フランジ板厚ｔｆ
１７ ハンチフランジ板厚ｔｈ
１８ 梁フランジ外表面から梁フランジ板厚の０％乃至１５％高さの寸法ｈ０
１９ 梁軸方向
２０ 梁端フランジ斜めカット部分
２１ 重ね追加型ハンチ
２２ 重ね追加型ハンチのフランジ
２３ 重ね追加型ハンチのウエブ DESCRIPTION OF SYMBOLS 1 Large beam 2 Small beam 3 Column 4 Haunch 4A Addition type haunch 4B Bending type haunch 5 Beam flange 5B Flange bending part 5F Haunch flange 6 Web 6H Web of a haunch part 7 Diaphragm 7E Removable diaphragm 8 Gusset plate 9 Fitting plate 9w Fitting plate weld 10 Stiffener 11 Steel batting plate 12 Steel batting plate welding portion 13 Butt welding or full penetration welding 14 Fillet weld 15 High stress generating portion 16 Beam flange plate thickness tf
17 Haunch flange thickness th
18 Dimension h0 from 0% to 15% height of beam flange plate thickness from outer surface of beam flange
19 Beam axial direction 20 Beam end flange diagonal cut portion 21 Overlap type haunch 22 Flange of overlap type haunch 23 Overlay type haunch web

Claims (5)

鉄骨構造物の柱と梁の溶接接合部において、梁端フランジを曲げ加工して設けたハンチ又は梁端フランジ外面に新たに追加して設けたハンチ部材のフランジの先端において、梁フランジ外表面から梁フランジ板厚の０％乃至１５％高さの該ハンチ外表面位置を起点として凡そ４５°の延長線上に来る梁フランジ内面にスティフナーの端部中心が来るように配置したハンチを有する柱梁接合部構造 At the welded joint between a steel structure column and a beam, from the beam flange outer surface, at the tip of the flange of the hunch member provided by bending the beam end flange or newly added to the beam end flange outer surface Column beam connection having a hunch arranged so that the center of the end of the stiffener is located on the inner surface of the beam flange on the extended line of about 45 ° starting from the outer surface position of the hunch at 0% to 15% height of the beam flange plate thickness Part structure 請求項１に係かる発明において、鉄骨構造物の柱と梁の溶接接合部において、Ｈ形鋼のウエブおよび梁フランジを梁軸方向に柱から梁フランジに斜めの勾配を持ち側面を３角形状にして断面がＴ字形にしたＨ形鋼の１部のウエブおよびフランジから成る鉛直ハンチを、柱とハンチが取り付けられる真っ直ぐな梁の端部の下側又は上側に溶接接合させて、且つ該ハンチのフランジを柱に接合されたダイアフラムの面内に溶接接合させた柱梁接合部構造 In the invention according to claim 1, at the welded joint between the column and beam of the steel structure, the H-shaped steel web and beam flange have an oblique gradient from the column to the beam flange in the beam axis direction, and the side surfaces are triangular. A vertical haunch comprising a web and a flange of a portion of an H-shaped steel having a T-shaped cross section is welded to the lower side or upper side of the end of a straight beam to which the column and the haunch are attached, and the haunch. Column-to-beam joint structure in which the flange of the cylinder is welded and joined in the plane of the diaphragm joined to the column 請求項２に係る発明の追加型ハンチにおいて、ハンチ側の梁端フランジに対するダイアフラムを省略し、該梁端フランジの角を斜めにカットしたことを特徴とする柱梁接合部 The additional type haunch of the invention according to claim 2, wherein a diaphragm for the beam end flange on the hunch side is omitted, and a corner of the beam end flange is cut obliquely. 請求項１又は２又は３に係る発明において、該鉛直ハンチの先端部に取り付けられたスティフナーとハンチ側梁フランジの角隅部の梁軸方向梁中央側ウエブ又は、柱と梁中央側の両側に、半円形、１／４円形、楕円形又は四辺形の当て板を溶接で取り付けることを特徴とする柱梁接合部構造 In the invention which concerns on Claim 1 or 2 or 3, the stiffener attached to the front-end | tip part of this vertical haunch and the beam axial direction beam center side web of the corner corner of a hunch side beam flange, or both sides of a column and beam center side , Semi-circular, quarter-circular, oval or quadrilateral caulking plate is attached by welding 請求項１乃至４に係る発明において、梁端部フランジに、追加型ハンチに重ねて、更に水平フランジを持つ重ね追加型ハンチを取り付けたことを特徴とする柱梁接合部構造

5. The beam-column joint structure according to claim 1, wherein an overlapped additional type haunch having a horizontal flange is attached to the beam end flange so as to overlap the additional type haunch.

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JP7110000B2 (en) * 2018-06-14 2022-08-01 大和ハウス工業株式会社 Column-beam joint structure
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Publication number Priority date Publication date Assignee Title
JP2017057665A (en) * 2015-09-18 2017-03-23 大和ハウス工業株式会社 Column-beam joining structure
JP2018104995A (en) * 2016-12-27 2018-07-05 株式会社竹中工務店 Building structure and reinforcement method of existing column beam frame
CN110725404A (en) * 2019-09-03 2020-01-24 中南大学 Steel tube concrete column H-shaped steel beam assembly type rigid joint strong beam and strong column structure and construction method
CN110725404B (en) * 2019-09-03 2022-03-29 中南大学 Steel tube concrete column H-shaped steel beam assembly type rigid joint strong beam and strong column structure and construction method
CN112709331A (en) * 2020-12-30 2021-04-27 江苏沪宁钢机股份有限公司 Nested box body conversion node and manufacturing method thereof

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