JP2001081863A - Diaphragm and post-beam joint structure - Google Patents
Diaphragm and post-beam joint structureInfo
- Publication number
- JP2001081863A JP2001081863A JP25921599A JP25921599A JP2001081863A JP 2001081863 A JP2001081863 A JP 2001081863A JP 25921599 A JP25921599 A JP 25921599A JP 25921599 A JP25921599 A JP 25921599A JP 2001081863 A JP2001081863 A JP 2001081863A
- Authority
- JP
- Japan
- Prior art keywords
- diaphragm
- column
- joining
- joint structure
- welding
- 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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- Joining Of Building Structures In Genera (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、鉄骨構造物を構成
する柱部材と梁部材との接合部分に使用されるダイアフ
ラムおよびこのダイアフラムを用いた柱梁接合構造に関
する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a diaphragm used for a joint between a column member and a beam member constituting a steel structure, and a column-beam joint structure using the diaphragm.
【０００２】[0002]
【従来の技術】鉄骨構造物における柱部材と梁部材との
接合部分においては、通しダイアフラムや外ダイアフラ
ムを用いた接合構造が多く採用されている。図６は、従
来の通しダイアフラムを用いた柱梁接合構造の例を示す
斜視図であり、角形鋼管を素材とする柱部材９０を上下
２ヵ所で切断し、２個の通しダイアフラム９１，９２を
切断部分に配置し、再び柱部材９０の切断部分と通しダ
イアフラム９１，９２とを溶接によって接合した後、通
しダイアフラム９１，９２の外周に、Ｈ形鋼を素材とす
る梁部材９３の上下フランジ９３ａ，９３ｂの端部を突
き合わせ溶接によって接合する。2. Description of the Related Art In a joint portion between a column member and a beam member in a steel structure, a joint structure using a through-diaphragm or an outer diaphragm is often adopted. FIG. 6 is a perspective view showing an example of a beam-column joint structure using a conventional through-diaphragm, in which a column member 90 made of a square steel pipe is cut at two places at the top and bottom, and two through-diaphragms 91 and 92 are cut. After the cut portion of the column member 90 and the through diaphragms 91 and 92 are joined by welding again, the upper and lower flanges 93a of the beam member 93 made of H-shaped steel are provided on the outer periphery of the through diaphragms 91 and 92. , 93b are joined by butt welding.
【０００３】このような、通しダイアフラム９１，９２
と梁部材９３のフランジ９３ａ，９３ｂとの溶接作業は
現場施工されているが、溶接部分を完全溶け込み溶接と
するためには下向き溶接を行う必要がある。ところが、
通しダイアフラム９１，９２は柱部材９０の外周から２
０ｍｍ〜２５ｍｍ程度しか突出していないので、下向き
溶接を行うため、図７に示すように、フランジ９３ａ，
９３ｂに上開きの開先９６が形成され、ウェブ９３ｃに
スカラップ９５が形成されている。なお、外ダイアフラ
ムを用いた場合の接合構造も基本的には図６と同様であ
る。[0003] Such a through diaphragm 91, 92
The welding work between the beam and the flanges 93a and 93b of the beam member 93 is performed on site, but it is necessary to perform downward welding in order to completely weld the welded portion. However,
The through diaphragms 91 and 92 are two
Since only about 0 mm to 25 mm protrudes, as shown in FIG.
An upwardly opening groove 96 is formed in 93b, and a scallop 95 is formed in the web 93c. The joining structure in the case where the outer diaphragm is used is basically the same as that in FIG.
【０００４】[0004]
【発明が解決しようとする課題】鋼材の接合手段として
の溶接は、その技術の進歩に伴い、強度的にもかなりの
信頼性を得るようになっている。ところが、先の阪神大
震災で被害を受けた鉄骨構造物の破壊状況調査によれ
ば、柱梁接合部分の被害は、その殆どが梁部材端部のス
カラップから破断や脆性破壊が生じていることが判明し
ている。[0006] With the progress of the technology, welding as a means for joining steel materials has gained considerable reliability in terms of strength. However, according to the investigation of the destruction of the steel structure damaged by the Great Hanshin Earthquake, most of the damage at the beam-column joints was caused by fracture or brittle fracture from the scallop at the end of the beam member. It is known.
【０００５】また、柱部材と梁部材との接合部分は、地
震などの際に最大集中応力が発生する部位であり、モー
メント荷重の大きいところに断面欠損スカラップが存在
すると、接合部分の破断を誘発する原因となって脆性破
壊を起こすことが大学や関連研究機関などの実験でも立
証されている。[0005] The joint between the column member and the beam member is a site where maximum concentrated stress is generated in the event of an earthquake or the like. It has been proven in experiments at universities and related research institutes that it causes brittle fracture.
【０００６】図６，７に示す接合構造の場合、梁部材９
３のウェブ９３ｃ端部にスカラップ９５が形成されてい
るため、これらのスカラップ９５が、柱梁接合部分の構
造的欠陥、弱点となっている。In the case of the joint structure shown in FIGS.
Since the scallop 95 is formed at the end of the web 93c of No. 3, these scallops 95 are structural defects and weak points at the beam-column joint.
【０００７】本発明が解決しようとする課題は、スカラ
ップを形成する必要がなく、耐震性に優れ、強度、信頼
性の高い柱梁接合技術を提供することにある。An object of the present invention is to provide a column-beam joining technique which does not need to form scallops, has excellent earthquake resistance, and has high strength and reliability.
【０００８】[0008]
【課題を解決するための手段】前記課題を解決するた
め、本発明のダイアフラムは、柱部材と梁部材との接合
部分に使用されるダイアフラムであって、柱部材に装着
可能な板状の接合部材とこの接合部材の外周に突出状に
形成された梁連結部とからなり、梁連結部の先端に梁部
材のフランジを溶接接合するための開先を形成したこと
を特徴とする。In order to solve the above-mentioned problems, a diaphragm according to the present invention is a diaphragm used for a joint portion between a column member and a beam member, and is a plate-like joint mountable to the column member. It is characterized by comprising a member and a beam connecting portion formed in a protruding shape on the outer periphery of the joining member, and a groove for welding and joining a flange of the beam member is formed at an end of the beam connecting portion.
【０００９】このダイアフラムを使用すれば、接合部材
の外周に突出状に形成された梁連結部の先端に溶接開先
が形成されているので、ダイアフラムを柱部材に装着し
て梁部材のフランジの先端をダイアフラムの梁連結部の
先端に突き合わせたとき、梁部材のウェブにスカラップ
を形成することなく、下向き溶接姿勢で溶接棒を開先部
に挿入させることができ、安定した下向き溶接によって
梁連結部に梁部材のフランジを接合することが可能とな
る。したがって、耐震性に優れ、強度、信頼性の高い柱
梁接合構造を形成することができ、スカラップ形成に要
していた工数を削減することができる。If this diaphragm is used, since the welding groove is formed at the tip of the beam connecting portion formed in a protruding shape on the outer periphery of the joining member, the diaphragm is mounted on the column member and the flange of the beam member is formed. When the tip abuts against the tip of the beam connection part of the diaphragm, the welding rod can be inserted into the groove in a downward welding position without forming scallops on the web of the beam member, and the beam is connected by stable downward welding It becomes possible to join the flange of the beam member to the portion. Therefore, it is possible to form a column-beam joint structure having excellent earthquake resistance, high strength, and high reliability, and it is possible to reduce the number of steps required for forming a scallop.
【００１０】また、本発明の柱梁接合構造は、前記ダイ
アフラムを用いた柱梁接合構造であって、２個の前記ダ
イアフラムを梁部材の上下のフランジ間隔と同距離を隔
てて柱部材に上下に装着し、前記ダイアフラムの梁連結
部の先端に梁部材のフランジ端部をそれぞれ溶接接合し
たことを特徴とする。このような構成とすることによ
り、梁部材のウェブにスカラップを形成することなく、
ダイアフラムの梁連結部に梁部材のフランジを安定した
下向き溶接によって接合することができるので、耐震性
に優れ、強度、信頼性の高い柱梁接合構造を形成するこ
とができ、スカラップ形成に要していた工数を削減する
ことができる。Further, the beam-column joint structure of the present invention is a beam-column joint structure using the diaphragm, wherein the two diaphragms are vertically attached to the column member at the same distance as the vertical flange interval of the beam member. And the flange ends of the beam members are welded to the ends of the beam connecting portions of the diaphragm, respectively. With such a configuration, without forming scallops on the web of the beam member,
Since the flange of the beam member can be joined to the beam connection part of the diaphragm by stable downward welding, it is possible to form a column-beam joint structure with excellent earthquake resistance, strength, and reliability, which is necessary for forming scallop. Man-hours can be reduced.
【００１１】さらに、上下の前記ダイアフラム間にガゼ
ットプレートを配置し、前記ガゼットプレートの上端お
よび下端部分をそれぞれ前記ダイアフラムの接合部材に
溶接接合し、前記ガゼットプレートの少なくとも先端部
分を、梁部材のウェブ側面に溶接接合することにより、
ウェブ側の曲げモーメントがダイアフラム側にスムーズ
に伝達されるようになり、溶接部の負担が軽減され、強
度、信頼性のより高い柱梁接合構造を形成することがで
きる。Further, a gusset plate is disposed between the upper and lower diaphragms, and upper and lower ends of the gusset plate are respectively welded and joined to joining members of the diaphragm, and at least a leading end of the gusset plate is connected to a web of a beam member. By welding to the side,
Since the bending moment on the web side is smoothly transmitted to the diaphragm side, the load on the welded portion is reduced, and a column-beam joint structure with higher strength and higher reliability can be formed.
【００１２】[0012]
【発明の実施の形態】図１は本発明の実施形態である柱
梁接合構造を示す斜視図、図２は図１の柱梁接合構造の
平面図、図３は図２のＡ−Ａ線断面図である。FIG. 1 is a perspective view showing a beam-column joint structure according to an embodiment of the present invention, FIG. 2 is a plan view of the beam-joint structure of FIG. 1, and FIG. 3 is a line AA of FIG. It is sectional drawing.
【００１３】角形鋼管を素材とする柱部材１０を２ヵ所
で切断し、２個の通しダイアフラム１１，１２の接合部
材１１ａ，１２ａを、柱部材１０の切断部分を横断する
ように配置し、柱部材１０の切断部分と接合部材１１
ａ，１２ａとをそれぞれ溶接部１５によって接合する。
この場合、通しダイアフラム１１，１２の配置間隔は、
梁部材１３のフランジ１３ａ，１３ｂ間距離と同等とす
る。A column member 10 made of a rectangular steel pipe is cut at two places, and joining members 11a and 12a of two through diaphragms 11 and 12 are arranged so as to cross the cut portion of the column member 10, Cutting part of member 10 and joining member 11
a and 12a are joined by a welded portion 15, respectively.
In this case, the arrangement interval of the through diaphragms 11 and 12 is
The distance between the flanges 13a and 13b of the beam member 13 is assumed to be equal.
【００１４】この後、現場施工により、Ｈ形鋼を素材と
する梁部材１３のフランジ１３ａ，１３ｂの端部を、接
合部材１１ａ，１２ａ外周の梁連結部１１ｂ，１２ｂに
溶接接合する。なお、１７は溶接部、１９，２０はそれ
ぞれ裏当て金である。Thereafter, the ends of the flanges 13a, 13b of the beam member 13 made of H-section steel are welded to the beam connecting portions 11b, 12b on the outer periphery of the joining members 11a, 12a by on-site construction. In addition, 17 is a welded part, and 19 and 20 are backing metals, respectively.
【００１５】次に、柱部材１０の外周のダイアフラム１
１，１２間にガゼットプレート１６を垂直に配置し、ガ
ゼットプレート１６の上端および下端部分をそれぞれダ
イアフラム１１，１２の接合部材１１ａ，１２ａに溶接
接合し、ガゼットプレート１６の先端部分を、梁部材１
３のウェブ１３ｃ側面に溶接接合する。このとき、接合
部材１１ａ，１２ａおよびウェブ１３ｃと、ガゼットプ
レート１６とは、それぞれ隅肉溶接部２１，２２によっ
て接合する。Next, the diaphragm 1 on the outer periphery of the column member 10 will be described.
The gusset plate 16 is vertically disposed between the first and second gusset plates 16, and the upper and lower ends of the gusset plate 16 are welded to the joining members 11a and 12a of the diaphragms 11 and 12, respectively.
3 is welded to the side surface of the web 13c. At this time, the joining members 11a and 12a and the web 13c and the gusset plate 16 are joined by the fillet welds 21 and 22, respectively.
【００１６】通しダイアフラム１１，１２では、梁連結
部１１ｂ，１２ｂが接合部材１１ａ，１２ａから突出状
に形成されているので、通しダイアフラム１１，１２を
柱部材１０に装着したとき、これらの梁連結部１１ｂ，
１２ｂは柱部材１０の外周から約８０ｍｍ突出した状態
となり、先端にはレ型開先１１ｃ，１２ｃが形成されて
いるので、梁部材１３のウェブ１１ｃにスカラップを形
成しなくても、下向き溶接姿勢で溶接棒を開先部に挿入
することができる。したがって、安定した下向き溶接に
よって梁連結部１１ｂ，１２ｂにフランジ１３ａ，１３
ｂを接合することができる。Since the beam connecting portions 11b and 12b of the through-diaphragms 11 and 12 are formed so as to protrude from the joining members 11a and 12a, when the through-diaphragms 11 and 12 are mounted on the column member 10, these beam connecting portions 11b and 12b are connected. Part 11b,
12b protrudes from the outer periphery of the column member 10 by about 80 mm, and the ridges 11c and 12c are formed at the tip. Therefore, even if scallops are not formed on the web 11c of the beam member 13, the welding position is downward. With this, the welding rod can be inserted into the groove. Therefore, the flanges 13a, 13b are connected to the beam connecting portions 11b, 12b by stable downward welding.
b can be joined.
【００１７】このように、梁部材１３の断面欠損部とな
るスカラップを無くすことができるので、耐震性に優
れ、強度、信頼性の高い柱梁接合構造を形成することが
でき、従来スカラップ形成に要していた工数を削減する
ことができる。As described above, since the scallop, which is a cross-sectional defect of the beam member 13, can be eliminated, a column-beam joint structure having excellent earthquake resistance, high strength and high reliability can be formed. The required man-hours can be reduced.
【００１８】また、通しダイアフラム１１，１２間にガ
ゼットプレート１６を取り付けることにより、ウェブ１
３ｃ側の曲げモーメントが通しダイアフラム１１，１２
にスムーズに伝達されるようになるので、溶接部１７の
負担が軽減され、強度、信頼性がさらに向上している。Further, by attaching a gusset plate 16 between the through diaphragms 11 and 12, the web 1
The bending moment on the 3c side passes through the diaphragms 11, 12
As a result, the load on the welded portion 17 is reduced, and the strength and reliability are further improved.
【００１９】図６，７に示す従来の柱梁接合構造では、
その塑性変形倍率が２０〜４０程度であったが、本実施
形態の場合、塑性変形倍率が６０〜１００であり、変形
能力が約２倍であることを確認することができた。これ
によって、地震などの場合に柱梁接合部分から亀裂や脆
性破壊が発生しない鉄骨構造物を形成することができ
る。In the conventional beam-column joint structure shown in FIGS.
Although the plastic deformation ratio was about 20 to 40, in the case of the present embodiment, it was confirmed that the plastic deformation ratio was 60 to 100 and the deformation capacity was about 2 times. This makes it possible to form a steel structure in which cracks and brittle fractures do not occur from the beam-column joints in the case of an earthquake or the like.
【００２０】図４はダイアフラムの他の実施形態を示す
平面図、図５は図４（ａ）に示すダイアフラムの使用状
態を示す平面図である。FIG. 4 is a plan view showing another embodiment of the diaphragm, and FIG. 5 is a plan view showing a use state of the diaphragm shown in FIG.
【００２１】図４（ａ）に示す通しダイアフラム５０
は、１つの柱部材と３本の梁部材との接合部分に使用さ
れるものであり、図４（ｂ）に示す通しダイアフラム５
１は、１つの柱部材と４本の梁部材との接合部分に使用
されるものである。The through diaphragm 50 shown in FIG.
Is used for a joint portion between one column member and three beam members, and the through diaphragm 5 shown in FIG.
Reference numeral 1 is used for a joint between one column member and four beam members.
【００２２】通しダイアフラム５０，５１は、それぞれ
板状の接合部材５０ａ，５１ａと、接合部材５０ａ，５
１ａの外周に突出状に形成された３つまたは４つの梁連
結部５０ｂ，５１ｂとからなり、各梁連結部５０ｂ，５
１ｂの先端に、梁部材のフランジを溶接接合するための
レ型開先５０ｃ，５１ｃが形成されている。The through-diaphragm 50, 51 has a plate-like joining member 50a, 51a and a joining member 50a, 5a, respectively.
1a comprises three or four beam connecting portions 50b, 51b formed in a protruding shape on the outer periphery of the beam connecting portion 50b, 5b.
At the front end of 1b, groove-shaped grooves 50c and 51c for welding and joining the flanges of the beam members are formed.
【００２３】図５に示すように、通しダイアフラム５０
を柱部材５２に装着すれば、現場施工の下向き溶接によ
り、３本の梁部材５３のフランジ５３ａを各梁連結部５
０ｂの先端に接合することができる。図５において、５
５はフランジ５３ａと梁連結部５０ｂとの溶接部であ
る。通しダイアフラム５１の場合は、４つの梁連結部５
１ｂを備えているので４本の梁部材を接合することがで
きる。As shown in FIG. 5, a through diaphragm 50 is provided.
Is attached to the column member 52, the flanges 53a of the three beam members 53 are connected to the respective beam connecting portions 5 by downward welding at the site.
0b. In FIG. 5, 5
Reference numeral 5 denotes a welded portion between the flange 53a and the beam connecting portion 50b. In the case of the through diaphragm 51, four beam connecting portions 5
1b, four beam members can be joined.
【００２４】なお、以上の実施形態は現場溶接により梁
部材をダイアフラムに接合する例であるが、梁部材の接
合を工場溶接により行うこともできる。工場溶接の場合
は下フランジを接合するときに接合部を上下逆の姿勢に
して溶接することもできる。また、以上の実施形態は通
しダイアフラムを用いた柱梁接合構造であるが、本発明
はこれに限定するものではなく、外ダイアフラムを用い
た柱梁接合構造においても同様に適用することができ
る。Although the above embodiment is an example in which the beam member is joined to the diaphragm by field welding, the beam member can be joined by factory welding. In the case of factory welding, when joining the lower flange, the joint can be welded with the joint upside down. Further, the above embodiment is a column-beam joint structure using a through-diaphragm, but the present invention is not limited to this, and can be similarly applied to a column-beam joint structure using an outer diaphragm.
【００２５】[0025]
【発明の効果】本発明により、以下に示す効果を奏す
る。According to the present invention, the following effects can be obtained.
【００２６】（１）柱部材に装着可能な板状の接合部材
とこの接合部材の外周に突出状に形成された梁連結部と
からなり、梁連結部の先端に梁部材のフランジを溶接接
合するための開先を形成したダイアフラムを使用するこ
とにより、接合部材の外周に突出状に形成された梁連結
部の先端に溶接開先が形成されているので、ダイアフラ
ムを柱部材に装着して梁部材のフランジの先端をダイア
フラムの梁連結部の先端に突き合わせたとき、梁部材の
ウェブにスカラップを形成することなく、下向き溶接姿
勢で溶接棒を開先部に挿入させることができ、安定した
下向き溶接によって梁連結部に梁部材のフランジを接合
することが可能となる。したがって、耐震性に優れ、強
度、信頼性の高い柱梁接合構造を形成することができ、
スカラップ形成に要していた工数を削減することができ
る。(1) A plate-like joining member attachable to a column member and a beam connecting portion formed on the outer periphery of the joining member in a projecting manner, and a flange of the beam member is welded to the tip of the beam connecting portion. By using a diaphragm with a groove to make it possible, the welding groove is formed at the tip of the beam connecting part formed in a protruding shape on the outer periphery of the joining member, so the diaphragm is attached to the column member When the tip of the flange of the beam member is abutted against the tip of the beam connecting portion of the diaphragm, the welding rod can be inserted into the groove in a downward welding position without forming scallops on the web of the beam member, and is stable. It becomes possible to join the flange of the beam member to the beam connection part by downward welding. Therefore, it is possible to form a column-beam joint structure with excellent earthquake resistance, high strength, and high reliability.
The man-hour required for forming the scallops can be reduced.
【００２７】（２）上下２個のダイアフラム間にガゼッ
トプレートを配置し、ガゼットプレートの上端部分およ
び下端部分をそれぞれダイアフラムの接合部材に溶接接
合し、ガゼットプレートの少なくとも先端部分を梁部材
のウェブ側面に溶接接合することにより、ウェブ側の曲
げモーメントがダイアフラム側にスムーズに伝達される
ようになり、溶接部の負担が軽減され、強度、信頼性の
より高い柱梁接合構造を形成することができる。(2) A gusset plate is arranged between the upper and lower two diaphragms, the upper end and the lower end of the gusset plate are respectively welded and joined to the joining members of the diaphragm, and at least the leading end of the gusset plate is connected to the web side surface of the beam member. By joining by welding, the bending moment on the web side is smoothly transmitted to the diaphragm side, the load on the welded part is reduced, and a column-beam joint structure with higher strength and reliability can be formed. .
【図面の簡単な説明】[Brief description of the drawings]
【図１】 本発明の実施の形態である柱梁接合構造を示
す斜視図である。FIG. 1 is a perspective view showing a beam-column joint structure according to an embodiment of the present invention.
【図２】 図１の柱梁接合構造の平面図である。FIG. 2 is a plan view of the beam-column joint structure of FIG. 1;
【図３】 図２のＡ−Ａ線断面図である。FIG. 3 is a sectional view taken along line AA of FIG. 2;
【図４】 ダイアフラムの他の実施形態を示す平面図で
ある。FIG. 4 is a plan view showing another embodiment of the diaphragm.
【図５】 図４（ａ）に示すダイアフラムの使用状態を
示す平面図である。FIG. 5 is a plan view showing a use state of the diaphragm shown in FIG.
【図６】 従来の柱梁接合構造を示す斜視図である。FIG. 6 is a perspective view showing a conventional beam-column joint structure.
【図７】 図６に示す柱梁接合構造の側面図である。7 is a side view of the beam-column joint structure shown in FIG.
１０，５２ 柱部材 １１，１２，５０，５１ 通しダイアフラム １１ａ，１２ａ，５０ａ，５１ａ 接合部材 １１ｂ，１２ｂ，５０ｂ，５１ｂ 梁接合部 １１ｃ，１２ｃ，５０ｃ，５１ｃ レ型開先 １３，５３ 梁部材 １３ａ，１３ｂ，５３ａ フランジ １３ｃ，５３ｂ ウェブ １５，１７，５５ 溶接部 １６ ガゼットプレート １９，２０ 裏当て金 ２１，２２ 隅肉溶接部 10, 52 Column member 11, 12, 50, 51 Through diaphragm 11a, 12a, 50a, 51a Joint member 11b, 12b, 50b, 51b Beam joint portion 11c, 12c, 50c, 51c Recessed groove 13, 53 Beam member 13a , 13b, 53a Flange 13c, 53b Web 15, 17, 55 Welded part 16 Gazette plate 19, 20 Backing metal 21, 22 Fillet welded part
Claims (4)
るダイアフラムであって、柱部材に装着可能な板状の接
合部材とこの接合部材の外周に突出状に形成された梁連
結部とからなり、前記梁連結部の先端に梁部材のフラン
ジを溶接接合するための開先を形成したことを特徴とす
るダイアフラム。1. A diaphragm used for a joint portion between a column member and a beam member, wherein the plate-like joint member is attachable to the column member, and a beam connecting portion formed on an outer periphery of the joint member so as to protrude. And a groove for welding and joining a flange of a beam member to a tip of the beam connecting portion.
ある請求項１記載のダイアフラム。2. The diaphragm according to claim 1, wherein said diaphragm is a through-diaphragm.
用いた柱梁接合構造であって、２個の前記ダイアフラム
を梁部材の上下のフランジ間隔と同距離を隔てて柱部材
に上下に装着し、前記ダイアフラムの梁連結部の先端に
梁部材のフランジ端部をそれぞれ溶接接合したことを特
徴とする柱梁接合構造。3. A column-beam joint structure using a diaphragm according to claim 1 or 2, wherein the two diaphragms are vertically mounted on a column member at the same distance as the distance between the upper and lower flanges of the beam member. A beam-to-column connection structure, wherein a flange end of a beam member is welded to a tip of a beam connection portion of the diaphragm.
レートを配置し、前記ガゼットプレートの上端および下
端部分をそれぞれ前記ダイアフラムの接合部材に溶接接
合し、前記ガゼットプレートの少なくとも先端部分を、
梁部材のウェブ側面に溶接接合した請求項３記載の柱梁
接合構造。4. A gusset plate is disposed between the upper and lower diaphragms, and upper and lower ends of the gusset plate are respectively welded and joined to a joining member of the diaphragm, and at least a tip end of the gusset plate is
The beam-column joint structure according to claim 3, wherein the beam member is welded to a side surface of the web.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP25921599A JP2001081863A (en) | 1999-09-13 | 1999-09-13 | Diaphragm and post-beam joint structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP25921599A JP2001081863A (en) | 1999-09-13 | 1999-09-13 | Diaphragm and post-beam joint structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JP2001081863A true JP2001081863A (en) | 2001-03-27 |
Family
ID=17331007
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP25921599A Pending JP2001081863A (en) | 1999-09-13 | 1999-09-13 | Diaphragm and post-beam joint structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2001081863A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003105871A (en) * | 2001-09-28 | 2003-04-09 | Nkk Corp | Joint construction for column and beam |
| KR100431378B1 (en) * | 2001-07-13 | 2004-05-14 | 대림산업 주식회사 | Connection structure of concrete filled steel tube |
| JP2017020329A (en) * | 2015-07-08 | 2017-01-26 | Ｊｆｅスチール株式会社 | Connection structure of steel column and h-shaped beam or i-shaped beam and connection method thereof |
| JP2017214717A (en) * | 2016-05-30 | 2017-12-07 | 株式会社フジタ | Coupling structure for pole-beam joint and beam |
| CN113006277A (en) * | 2021-03-24 | 2021-06-22 | 孙淑萍 | Through diaphragm plate type circular column beam connecting node structure |
-
1999
- 1999-09-13 JP JP25921599A patent/JP2001081863A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100431378B1 (en) * | 2001-07-13 | 2004-05-14 | 대림산업 주식회사 | Connection structure of concrete filled steel tube |
| JP2003105871A (en) * | 2001-09-28 | 2003-04-09 | Nkk Corp | Joint construction for column and beam |
| JP2017020329A (en) * | 2015-07-08 | 2017-01-26 | Ｊｆｅスチール株式会社 | Connection structure of steel column and h-shaped beam or i-shaped beam and connection method thereof |
| JP2017214717A (en) * | 2016-05-30 | 2017-12-07 | 株式会社フジタ | Coupling structure for pole-beam joint and beam |
| CN113006277A (en) * | 2021-03-24 | 2021-06-22 | 孙淑萍 | Through diaphragm plate type circular column beam connecting node structure |
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