JP2002276028A - Column beam connection part excellent in earthquake resistance and its execution method - Google Patents
Column beam connection part excellent in earthquake resistance and its execution methodInfo
- Publication number
- JP2002276028A JP2002276028A JP2001070908A JP2001070908A JP2002276028A JP 2002276028 A JP2002276028 A JP 2002276028A JP 2001070908 A JP2001070908 A JP 2001070908A JP 2001070908 A JP2001070908 A JP 2001070908A JP 2002276028 A JP2002276028 A JP 2002276028A
- Authority
- JP
- Japan
- Prior art keywords
- bracket
- steel
- column
- end tab
- column connection
- 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.)
- Granted
Links
Landscapes
- Joining Of Building Structures In Genera (AREA)
- Butt Welding And Welding Of Specific Article (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、建築鉄骨構造の鋼
製柱材・Ｈ形鋼製梁材からなる仕口部の接合部端部に鋼
製エンドタブを用いた柱梁仕口部とその施工方法に関
し、さらに詳しくは、ブラケット部のみに溶接熱影響部
（ＨＡＺ）靱性の高い鋼材を利用することで、大地震時
などにおいて、エンドタブ溶接端部に生じる大きな歪に
よってエンドタブ溶接端部に存在する亀裂や欠陥から発
生する脆性亀裂に対する抵抗力を高め、また、スカラッ
プ底における延性き裂の発生をも防止できる耐震性に優
れた柱梁仕口部とその溶接施工方法に関するものであ
る。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a beam-to-column connection using a steel end tab at an end of a joint made of a steel column and an H-beam made of a steel structure having a building steel structure. Regarding the construction method, more specifically, by using a high heat affected zone (HAZ) steel material having high toughness only in the bracket portion, there is a large strain generated at the end tab weld end portion at the time of a large earthquake and the like, which is present at the end tab weld end portion. The present invention relates to a beam-to-column connection having excellent seismic resistance capable of increasing the resistance to brittle cracks generated from cracks and defects and preventing the occurrence of ductile cracks at the bottom of a scallop, and a method of welding the same.
【０００２】[0002]
【従来の技術】鉄骨構造物は溶接による鋼材の接合によ
って組み立てられる部分が多い。特に、鉄骨建築構造物
では図２に示すように、角形鋼管からなる鋼製柱材１と
鋼製ダイアフラム２、Ｈ形鋼製梁材３を溶接接合する際
に、鋼製エンドタブ４を用いて施工されることがある。
これは、大地震により大きく梁端が変形した際に溶接部
から破壊が生じるのを防止するための方法として用いら
れており、梁端部の幅を梁よりも広くすることによりを
梁端部の強度を増す効果がある。2. Description of the Related Art Many steel structures are assembled by joining steel materials by welding. In particular, in a steel building structure, as shown in FIG. 2, when welding a steel column 1 made of a square steel pipe, a steel diaphragm 2, and an H-shaped steel beam 3 by using a steel end tab 4. May be constructed.
It is used as a method to prevent the beam end from being destroyed when the beam end is greatly deformed by a large earthquake, and by making the beam end wider than the beam end Has the effect of increasing the strength of
【０００３】しかし、大地震などによりこのような構造
物が大きく変形する際、この鋼製エンドタブ４の先端部
５には歪が集中する。この先端部５は、応力集中を避け
るために、梁３の側面に斜めに溶接接合される場合や、
また、溶接したあとに先端部による応力集中が小さいよ
うに斜めに削り取られることがあるが、溶接熱影響部に
はなお応力集中が生じる。また、先端部５には溶接欠陥
が存在する可能性もあり、大地震時には歪集中と相まっ
て非破壊検査等でも発見できない小さな欠陥から脆性破
壊を生じる可能性がある。However, when such a structure is greatly deformed due to a large earthquake or the like, strain concentrates on the tip 5 of the steel end tab 4. The tip 5 is obliquely welded to the side of the beam 3 to avoid stress concentration,
Also, after welding, the tip may be cut off obliquely so that the stress concentration is small, but the stress concentration still occurs in the heat affected zone. In addition, there is a possibility that a welding defect exists in the tip portion 5, and in the case of a large earthquake, there is a possibility that a brittle fracture is caused by a small defect that cannot be found by nondestructive inspection or the like in combination with strain concentration.
【０００４】このような脆性き裂を防止するためには、 歪集中を起こりにくい形状にする。 脆性き裂の発生抵抗の高い鋼材を使用する。 という対策が考えられる。について従来の方法として
は、スチールエンドタブの先端部５に曲率を設けて応力
集中を小さくし、鏡面にできるだけ近い程度まで研磨す
ることが効果的であるが、実施工では手間がかかるため
グラインダーによる整形程度までが限度であると考えら
れる。について、通常、柱梁接合部の破壊発生位置は
一カ所に限定されていないため、梁部材全体に高靱性鋼
材を用いる設計があるが、破壊靱性の高い鋼材は一般に
高価であり、不経済な設計となる場合がある。また、高
い靱性を持つ梁材を用いても、梁の溶接がき裂の伝播す
る方向と同じ梁の材軸方向と直角に行われる部位が多
く、溶接金属でき裂が発生し、進展することもあり、高
靱性鋼の利点が生かせない場合が多い。ダイアフラムと
梁材のフランジ部の溶接には従来から図２に示す形状が
取り入れられており、直接溶接されていないエンドタブ
とフランジの隙間の先端からき裂が発生することがあ
る。[0004] In order to prevent such brittle cracks, the shape is such that strain concentration does not easily occur. Use steel material with high brittle crack initiation resistance. Countermeasures can be considered. As a conventional method, it is effective to provide a curvature at the tip end portion 5 of the steel end tab to reduce stress concentration and polish it to a degree as close as possible to a mirror surface. The extent is considered to be the limit. In general, the fracture occurrence position of the beam-column joint is not limited to one location, and there is a design using a high toughness steel material for the entire beam member, but steel materials with high fracture toughness are generally expensive and uneconomical. May be a design. In addition, even when a beam material with high toughness is used, there are many parts where the welding of the beam is performed at right angles to the direction of the beam axis of the beam, which is the same as the direction in which the crack propagates, so that the weld metal can crack and develop. Yes, the advantages of high toughness steel are often not available. Conventionally, the shape shown in FIG. 2 has been adopted for welding the diaphragm and the flange portion of the beam material, and a crack may be generated from the end of the gap between the end tab and the flange that is not directly welded.
【０００５】１９９５年以降、大地震による大きな負荷
を受ける際の柱梁接合部の脆性破壊、特に、溶接エンド
タブ部からの破壊を回避するために、柱梁接合部の施工
方法やディテール、また、エンドタブなどにおいて改良
がなされてきた。これらの中で、建設省の総合プロジェ
クトで用いられた鋼製エンドタブを梁に溶接した施工法
はこれれの問題点を解決できる有力な方法であるが、こ
のディテールを用いてもなお、実験によると鋼製エンド
タブの先端部５から脆性破壊が生じることが示されてお
り、梁部の材料靱性が低い場合には、その効果が必ずし
も十分ではないと考えられる。[0005] Since 1995, in order to avoid brittle fracture of a beam-column joint when receiving a large load due to a large earthquake, in particular, breakage from a welding end tab, a method and details of the beam-column joint, Improvements have been made in end tabs and the like. Among these, the method of welding steel end tabs to beams used in the comprehensive project of the Ministry of Construction is a powerful method that can solve these problems, but even if this detail is used, experiments It is shown that brittle fracture occurs from the tip 5 of the steel end tab, and it is considered that when the material toughness of the beam is low, the effect is not necessarily sufficient.
【０００６】[0006]
【発明が解決しようとする課題】そこで、本発明は、鉄
骨建築構造物に大地震等により大きな荷重がかかった場
合にも、Ｈ形鋼や溶接によりＨ形に組み立てられた鉄骨
にスカラップ設け、柱材やダイアフラムにエンドタブを
用いて行う溶接接合部、特に鋼製エンドタブ先端部５か
らのき裂発生を防止できる、耐震性に優れた柱梁仕口部
およびその施工方法を施工コストの大きな上昇なしに提
供することを目的としている。SUMMARY OF THE INVENTION Accordingly, the present invention provides scallops on an H-shaped steel or a steel frame assembled into an H-shape by welding even when a large load is applied to the steel-framed building structure due to a large earthquake or the like. Welding joints that use end tabs for column materials and diaphragms, especially steel beam end tabs that can prevent cracks from being generated at the tip 5 and have excellent seismic resistance and a method of constructing the beam-to-column connection, which greatly increases construction costs It is intended to be provided without.
【０００７】[0007]
【課題を解決するための手段】発明者らは、ダイアフラ
ムに梁材をエンドタブを用いて接合するにあたり、溶接
熱影響部靱性を限定したブラケットを介して接合し、さ
らにはブラケットの寸法とエンドタブの寸法の両方を限
定することによってき裂発生に対する抵抗を大きく向上
できることを見出し、それに基づいて本発明を完成させ
たものであって、その要旨とするところは以下の通りで
ある。 （１）スカラップを有するＨ形鋼製ブラケット、鋼製ダ
イアフラム、鋼製エンドタブを用いて、鋼製柱材とＨ形
鋼製梁材を接合した柱梁仕口部であって、前記ブラケッ
トの溶接熱影響部靱性が、ＪＩＳ Ｚ ２２４２による
最低使用温度におけるシャルピー吸収エネルギーで１０
０Ｊ以上であることを特徴とする耐震性に優れた柱梁仕
口部。 （２）前記ブラケットの降伏強度が梁材の降伏強度の９
０〜１１０％であり、また、前記ブラケットの引張強さ
が梁材の引張強さの９５〜１０５％であることを特徴と
する前記（１）に記載の耐震性に優れた柱梁仕口部。 （３）前記ブラケットの長さが、梁とのボルト接合に要
する長さ＋ブラケットのフランジ幅＋エンドタブ長さ以
上であることを特徴を有する前記（１）または（２）に
記載の耐震性に優れた柱梁仕口部。 （４）前記エンドタブの寸法が、幅：１５mm以上、長
さ：鋼製ブラケットのフランジ幅×１／２＋ダイアフラ
ム端からスカラップ内面で最も遠い位置までの長さ以
上、厚さ：ブラケットのフランジ厚みと同じ、先端角
度：３０〜５０°であることを特徴を有する前記（１）
乃至（３）のいずれか１項に記載の耐震性に優れた柱梁
仕口部。 （５）前記（１）乃至（４）のいずれか１項に記載の柱
梁仕口部の施工において、前記エンドタブを前記ブラケ
ットに廻し溶接することを特徴とする耐震性に優れた柱
梁仕口部の施工方法。 （６）前記（１）乃至（４）のいずれか１項に記載の柱
梁仕口部の施工において、前記ブラケットと柱材、ダイ
アフラムもしくはエンドタブとの溶接に、ブラケット以
上の降伏強度および引張強さを有する溶接金属を使用す
ることを特徴とする耐震性に優れた柱梁仕口部の施工方
法。Means for Solving the Problems In joining a beam material to a diaphragm by using an end tab, the inventors joined by using a bracket having a limited heat-affected zone toughness, and furthermore, a dimension of the bracket and an end tab. It has been found that the resistance to crack initiation can be greatly improved by limiting both dimensions, and the present invention has been completed based on this finding, and the gist thereof is as follows. (1) A beam-to-column connection in which a steel column member and an H-beam member are joined by using an H-section steel bracket having a scallop, a steel diaphragm, and a steel end tab, wherein the bracket is welded. The heat-affected zone toughness is 10 in Charpy absorbed energy at the lowest use temperature according to JIS Z 2242.
A beam-to-column connection with excellent seismic resistance characterized by being at least 0J. (2) The yield strength of the bracket is 9 of the yield strength of the beam.
0 to 110%, and the tensile strength of the bracket is 95 to 105% of the tensile strength of the beam material. Department. (3) The quake resistance according to (1) or (2), wherein the length of the bracket is equal to or greater than a length required for bolt joining with a beam + a flange width of the bracket + an end tab length. Excellent beam-to-column connection. (4) The dimensions of the end tabs are as follows: width: 15 mm or more, length: flange width of steel bracket x 1/2 + length from the end of the diaphragm to the farthest position on the inner surface of the scallop, and thickness: thickness of the bracket flange The same (1), wherein the tip angle is 30 to 50 °.
The beam-and-column connection excellent in earthquake resistance according to any one of (1) to (3). (5) In the construction of the beam-column connection according to any one of (1) to (4), the end tab is turned around the bracket and welded, and the beam-column connection is excellent in earthquake resistance. Mouth construction method. (6) In the construction of the beam-column connection according to any one of (1) to (4), the yield strength and the tensile strength of the bracket or higher are used for welding the bracket to the column material, the diaphragm or the end tab. A method of constructing a beam-to-column connection having excellent seismic resistance, characterized by using a weld metal having a sufficient length.
【０００８】[0008]
【発明の実施の形態】発明者らは、鋼製エンドタブを梁
または梁をボルト接合するブラケットの側面に溶接によ
り取り付けることにより、実効的な梁端のフランジ幅を
広げることで梁端の強度を上げることができるが、溶接
の欠陥や溶接熱影響による素材の靱性の低下や溶接によ
る鋼製エンドタブ先端形状による応力集中のため鋼製エ
ンドタブの先端部から脆性破壊が発生することに着目
し、特に溶接熱影響部の靱性や鋼製エンドタブ先端に生
じる微少な欠陥が破壊に及ぼす影響について研究し、溶
接熱影響部の靱性が十分に高い場合には多少の欠陥があ
っても脆性破壊しないことを明らかにした。BEST MODE FOR CARRYING OUT THE INVENTION The present inventors attach a steel end tab to the side of a beam or a bracket for bolting the beam by welding, thereby increasing the effective flange width of the beam end to thereby increase the strength of the beam end. Focusing on the fact that brittle fracture occurs from the tip of the steel end tab due to the reduction in toughness of the material due to welding defects and welding heat effects and the stress concentration due to the tip shape of the steel end tab due to welding, especially We studied the toughness of the weld heat affected zone and the effect of microscopic defects generated at the end of the steel end tab on fracture, and found that if the weld heat affected zone had sufficiently high toughness, brittle fracture would not occur even if there were some defects. Revealed.
【０００９】しかし、ダイアフラムと梁材全体に溶接熱
影響部の靱性が高い鋼材を用いるのは大きな費用がかか
ることが多いため、破壊の生じる可能性の高い部位だけ
に溶接熱影響部の靱性が高い鋼材を用いる合理的な手段
を模索した結果、溶接熱影響部の靱性の高い鋼材からな
るブラケットを介して柱梁接合を構成することにより十
分な脆性破壊抵抗を実現できることを見出した。However, since it is often expensive to use a steel material having a high toughness of the weld heat affected zone for the entire diaphragm and beam, the toughness of the weld heat affected zone is limited only to a portion where fracture is likely to occur. As a result of exploring rational means of using high steel materials, it was found that sufficient brittle fracture resistance can be realized by forming a beam-column joint via a bracket made of a steel material with high toughness in the weld heat affected zone.
【００１０】従来ブラケットは、現場での溶接を軽減す
る目的で柱材もしくはダイアフラムに工場であらかじめ
溶接しておき、現場では柱材途中に既に設けられたブラ
ケット部に梁材をボルト接合する形で利用されることは
あったが、この場合ブラケットは梁材と同じものが用い
られており、ブラケットが靱性部材として認識されるこ
とはなかった。Conventional brackets are pre-welded to a column or a diaphragm at a factory in order to reduce welding on site, and a beam is bolted to a bracket already provided in the middle of the column at the site. Although it was used, in this case, the same bracket as that of the beam was used, and the bracket was not recognized as a tough member.
【００１１】発明者らは、ブラケットを靱性部材として
検討した結果、脆性破壊を防止し十分な耐震性を得るた
めにブラケットに要求される溶接熱影響部はＪＩＳ Ｚ
２２４２による最低使用温度におけるシャルピー吸収
エネルギーで１００Ｊ以上であることを明確にした。な
お、シャルピー吸収エネルギーは３本以上の平均値とし
て求めることが好ましい。シャルピー吸収エネルギーで
１００Ｊ未満では十分な脆性破壊耐性を得ることができ
ない。最低使用温度は０℃に設定することが一般的には
好ましいが、寒冷地などでは、−２０℃や−４０℃に設
定しなければならない場合もある。The present inventors have studied the bracket as a tough member, and as a result, the welding heat affected zone required for the bracket to prevent brittle fracture and obtain sufficient earthquake resistance is JIS Z
It was clarified that the Charpy absorbed energy at the minimum use temperature according to 2242 was 100 J or more. The Charpy absorbed energy is preferably obtained as an average value of three or more. If the Charpy absorbed energy is less than 100 J, sufficient brittle fracture resistance cannot be obtained. Although it is generally preferable to set the minimum use temperature to 0 ° C., it may be necessary to set it to −20 ° C. or −40 ° C. in cold regions.
【００１２】なお、ブラケットを仕口部の耐震性向上の
ための必須部材として検討した結果から、その降伏強度
と引張強さを、梁材のものに対して限定することがその
性能を十分に生かすうえで有効である。降伏強度は、梁
材のものに対して９０〜１１０％とするのが良い。な
お、降伏強度が明確でない場合は０．２％耐力を降伏強
度と見なす。引張強さは、梁材のものに対して９５〜１
０５％とするのが良い。これらの限定を外れると仕口部
全体の強度のバランスが悪く、十分な耐震性を発揮でき
なくなる。From the result of studying the bracket as an indispensable member for improving the seismic resistance of the joint, it was found that limiting the yield strength and tensile strength to that of the beam material would sufficiently improve the performance. It is effective in making the most of it. The yield strength is preferably 90 to 110% of that of the beam material. If the yield strength is not clear, 0.2% proof stress is regarded as the yield strength. The tensile strength is 95-1 for the beam material.
It is good to make it 05%. If these limits are not met, the balance of the strength of the entire joint is poor, and sufficient earthquake resistance cannot be exhibited.
【００１３】破壊は歪集中部から生じるため図１に示し
た柱梁仕口部では、鋼製ダイアフラムと鋼製エンドタブ
の溶接接合部端部、スカラップ底部、鋼製エンドタブ部
先端が破壊の発生点として考えられる。発明者らは、溶
接熱影響部の靱性の高い鋼材の特徴を生かすため、鋼製
エンドタブ部先端がもっとも歪集中するように鋼製エン
ドタブとブラケットの寸法をさらに定めた。これによ
り、ダイアフラム部に靱性の高い鋼材を用いなくても鋼
製ダイアフラムと鋼製エンドタブの溶接接合部端部から
破壊が起こらず、またスカラップ部からのき裂の発生も
防止できる。Since the fracture occurs from the strain concentration part, in the beam-column connection shown in FIG. 1, the end of the welded joint between the steel diaphragm and the steel end tab, the scalloped bottom, and the end of the steel end tab are the points of occurrence of the fracture. It is considered as. The inventors further determined the dimensions of the steel end tab and the bracket so that the tip of the steel end tab portion is most strain-concentrated in order to take advantage of the characteristics of the steel material having high toughness in the weld heat affected zone. Accordingly, even if a highly tough steel material is not used for the diaphragm portion, no breakage occurs at the welded joint end portion between the steel diaphragm and the steel end tab, and the generation of a crack from the scalloped portion can be prevented.
【００１４】鋼製ブラケットの寸法に関しては、その長
さが特に重要である。発明者らはブラケットの長さはブ
ラケットを梁とボルト接合を行った際に、ボルト接合部
と鋼製エンドタブ部先端間の距離をブラケット幅の以上
十分にとることにより、梁端に生じる曲げ変形をブラケ
ット部で吸収する効果が得られることを解析的に明らか
にした。この結果より、図３に示す鋼製ブラケットの長
さＬは、（梁とのボルト接合に要する長さＲ＋ブラケッ
トのフランジ幅Ｗ＋鋼製エンドタブ長さｌ）以上とする
ことにより、鋼製ブラケットはその機能を最大限に発揮
できる。この寸法を下回ると、鋼製エンドタブ先端に過
度に歪が集中し、溶接熱影響部の靱性が高い鋼材を用い
ても、実用範囲内の変形で延性き裂が生じる可能性があ
り、破壊の危険が生じることがあるため、ブラケット長
を限定した。なお、鋼製ブラケットのフランジ幅Ｗは強
度を確保するために梁材のフランジ幅以上、フランジ厚
さＴ1 とウエブの厚さＴ2 は、施工性などを考慮し梁材
と同じとする。With regard to the dimensions of the steel bracket, its length is particularly important. The inventors determined that the length of the bracket is such that when the bracket is bolted to the beam, the distance between the bolted joint and the end of the steel end tab is sufficiently longer than the width of the bracket to cause bending deformation at the beam end. It was clarified analytically that the effect of absorbing the water in the bracket was obtained. From these results, the length L of the steel bracket shown in FIG. 3 is equal to or more than (the length R required for the bolt connection with the beam + the flange width W of the bracket + the length 1 of the steel end tab). The function can be maximized. If the diameter is less than this, excessive strain is concentrated on the tip of the steel end tab, and even if a steel material with high toughness in the weld heat affected zone is used, ductile cracking may occur due to deformation within the practical range, and fracture may occur. The bracket length was limited because of danger. Incidentally, the steel flange width W of the bracket or flange width of Harizai to ensure the strength, the flange thickness T 1 and the web of the second thickness T 2 is the same as Harizai consideration of workability.
【００１５】図４に示す鋼製エンドタブの寸法について
は、スカラップ底に生じる歪集中が十分に小さくなるよ
うエンドタブ長さと幅を定めた。エンドタブの、長さ
ｌ、幅ｗ、先端角度θをパラメータとして解析的に求め
た結果より、長さｌはブラケットのフランジ幅の１／２
＋ダイアフラム端からスカラップ内面で最も遠い位置ま
での距離以上、幅ｗは１５mm以上、先端角度θは３０〜
５０゜と定めた。ただし、長さに関しては、長くなりす
ぎるとブラケットに取り付ける溶接長が長くなることや
ブラケット自体を長くする必要が出てくるため、ブラケ
ットのフランジ幅の１／２＋ダイアフラム端からスカラ
ップ内面で最も遠い位置までの距離以上でこれのほぼ近
い値とするのが良い。なお、エンドタブの厚さｔは、段
差による応力集中を避けるためにブラケットのフランジ
と同じ厚さとする。With regard to the dimensions of the steel end tab shown in FIG. 4, the length and width of the end tab were determined so that the concentration of strain at the scalloped bottom was sufficiently reduced. From the results obtained analytically using the length l, width w, and tip angle θ of the end tab as parameters, the length l is １ ／ of the flange width of the bracket.
+ The distance from the diaphragm end to the farthest position on the inner surface of the scallops, the width w is 15 mm or more, and the tip angle θ is 30 to
It was set at 50 °. However, regarding the length, if the length is too long, the welding length to be attached to the bracket will become longer or the bracket itself will need to be lengthened. It is better to set this value to a value that is almost equal to or greater than the distance to The thickness t of the end tab is the same as the thickness of the flange of the bracket in order to avoid stress concentration due to a step.
【００１６】エンドタブのブラケットへの溶接は、裏当
て金を用いない完全溶け込み溶接が望ましく、先端部は
廻し溶接を行いなめらかな形状とし、溶け込み不良を残
さないようにすることが望ましい。また、溶接後にグラ
インダーなどで形状を仕上げることも効果がある。The welding of the end tab to the bracket is desirably performed by complete penetration welding without using a backing metal, and it is desirable that the tip end portion be round-welded to have a smooth shape so that poor penetration is not left. It is also effective to finish the shape with a grinder or the like after welding.
【００１７】また、前記（４）に記載の形状へのエンド
タブの加工は、エンドタブを溶接する前後いずれに行っ
てもよく、同等に効果がある。溶接前に加工する場合
は、先端部をまわし溶接でなめらかに仕上げるのが望ま
しい。また、溶接後に形状加工する場合は、加工の際に
機械切り欠きを残さないように注意する必要がある。The processing of the end tab into the shape described in the above (4) may be performed before or after welding the end tab, which is equally effective. In the case of processing before welding, it is desirable that the tip portion is smoothly finished by turning welding. In addition, when performing shape processing after welding, it is necessary to take care not to leave a mechanical cutout during processing.
【００１８】本発明の柱梁仕口部の施工において、前記
ブラケットと柱材、ダイアフラムもしくはエンドタブと
の溶接に、ブラケット以上の降伏強度および引張強さを
有する溶接金属を使用することは溶接熱影響部のみなら
ず溶接部そのものも含めた耐震性を向上させる上で効果
的である。なお、この場合も、降伏強度が明確でない場
合は０．２％耐力を降伏強度と見なす。In the construction of the beam-to-column connection according to the present invention, the use of a weld metal having a yield strength and a tensile strength higher than that of the bracket for welding the bracket to the column material, the diaphragm or the end tab is not affected by the welding heat. This is effective in improving the earthquake resistance of not only the welded part but also the welded part itself. In this case, if the yield strength is not clear, the 0.2% proof stress is regarded as the yield strength.
【００１９】[0019]
【実施例】本発明の実施例として以下の方法で作製した
柱梁接合部モデルの破壊試験結果の例を取り上げて説明
する。 柱には□−４００×４００×１９mmの寸法を持つボッ
クスコラム（ＢＣＲ２９５）、梁にはＨ−５００×２０
０×１２×２５mmの寸法を持つＨ形鋼（ＳＮ４９０
Ａ）、ダイアフラムには４７０×４７０×２８mmの寸法
を持つ鋼板（ＳＮ４９０Ｂ）を使用して、ブラケットを
用いずに従来の施工法を用い、柱と梁を直接溶接接合し
た試験体Ａと、断面形状は梁と同じ、長さは３３５mm＋
ボルト接合しろであるブラケットを用いた本発明を適用
した試験体Ｂと、形状は試験体Ｂと同じであるが、使用
温度０℃でのブラケットＨＡＺ部のシャルピー吸収エネ
ルギーが５０Ｊである試験体Ｃの３種類の試験体を１体
ずつ作製した。試験体の外形は全て同じであり、図５に
示す通りである。 試験体Ａの柱梁接合部と試験体Ｂおよび試験体Ｃの柱
とブラッケット接合部の溶接はＣＯ2 ガスシールド半自
動溶接で行った。溶接ワイヤーは１．４mmφのＪＩＳ
Ｚ ３３１２ ＹＧＷ１１相当を使用し、入熱条件は２
４KJ／cmで溶接を行った。 試験体Ａでは柱梁溶接部の溶接始終端部は２５×３５
mmの従来の鋼製エンドタブを使用し、エンドタブと梁は
溶接しなかった。試験体Ｂ、試験体Ｃでは本発明のスチ
ールタブを使用し、このスチールタブには裏当て金をも
ちいなかった。 柱部を固定し、梁端変位±５０mmの梁部の静的繰り返
し曲げ試験を０℃で行った。EXAMPLE As an example of the present invention, a description will be given of an example of a fracture test result of a beam-column joint model manufactured by the following method. Box column (BCR295) with dimensions of □ -400 × 400 × 19 mm for pillar, H-500 × 20 for beam
H-shaped steel (SN490) having dimensions of 0 × 12 × 25 mm
A) Using a steel plate (SN490B) with dimensions of 470 x 470 x 28 mm for the diaphragm, using a conventional construction method without a bracket, using a specimen A in which the column and the beam were directly welded and joined, and Same shape as beam, length is 335mm +
Specimen B to which the present invention is applied using a bracket for bolt connection, and Specimen C having the same shape as specimen B but having a Charpy absorbed energy of 50 J at the HAZ portion of the bracket at an operating temperature of 0 ° C. Were prepared one by one. The outer shapes of the test specimens are all the same and are as shown in FIG. Welding of the beam-to-column joint of the specimen A and the column and bracket joint of the specimen B and the specimen C was performed by semi-automatic CO 2 gas shield welding. The welding wire is 1.4mmφ JIS
Z3312 YGW11 equivalent is used, and the heat input condition is 2
Welding was performed at 4 KJ / cm. In the test body A, the welding start and end of the beam-column welded portion is 25 × 35.
mm conventional steel end tabs were used, and the end tabs and beams were not welded. For the test pieces B and C, the steel tab of the present invention was used, and no backing metal was used for the steel tab. The column portion was fixed, and a static repetitive bending test of the beam portion having a beam end displacement of ± 50 mm was performed at 0 ° C.
【００２０】実験の結果、試験体Ａでは１＋１／４サ
イクルでスカラップ底に延性亀裂の発生が見られ、ま
た、同サイクルではスチールタブと梁材の溶接部にも延
性き裂が生じ、３＋１／４サイクルでスカラップ底の延
性き裂から脆性破壊が生じた。 また、試験体Ｃでは、２＋１／４サイクルでスチール
タブと梁材の溶接部にも延性き裂が生じ、３＋１／４サ
イクルでスチールタブと梁材の溶接部の延性き裂が進展
し、溶接熱影響部から脆性破壊に転化した。 この結果より、本発明の接合部形状は延性き裂の発生
を遅らせることには効果が見られるものの、脆性発生防
止効果はあまり期待できないことが確認された。 試験体Ｂでは、２＋１／４サイクルでスチールタブと
梁材の溶接部にも延性き裂が生じ、３＋１／４サイクル
でスチールタブと梁材の溶接部の延性き裂が進展したも
のの脆性破壊には至らず、き裂は熱影響部よりもさらに
靱性の高い素材部に達し、その後の６サイクルまでの負
荷でも脆性破壊は起こらなかった。 実験の結果、本発明の接合部形状と材料特性の組み合
わせを正しく選択することにより著しく高い脆性破壊性
能を発揮することができることが示された。As a result of the experiment, a ductile crack was generated at the scalloped bottom in the test specimen A in 1 + 1/4 cycle, and a ductile crack was also generated in the weld between the steel tab and the beam in the same cycle, and 3 + 1 / In four cycles, brittle fracture occurred from a ductile crack at the scalloped bottom. In the specimen C, a ductile crack also occurred in the weld between the steel tab and the beam in 2 + ／ cycles, and a ductile crack in the weld between the steel tab and the beam developed in 3 + ／ cycles, and the welding was performed. The heat-affected zone changed to brittle fracture. From these results, it was confirmed that although the joint shape of the present invention was effective in delaying the generation of ductile cracks, the effect of preventing the occurrence of brittleness was not so expected. In specimen B, a ductile crack also occurred in the weld between the steel tab and the beam in 2 + ／ cycle, and a ductile crack in the weld between the steel tab and the beam developed in 3 + ／ cycle, but brittle fracture occurred. The cracks did not reach, and the crack reached the material part having higher toughness than the heat-affected zone, and no brittle fracture occurred even after the subsequent load up to six cycles. As a result of the experiment, it was shown that by selecting a proper combination of the joint shape and the material properties of the present invention, a remarkably high brittle fracture performance can be exhibited.
【００２１】[0021]
【発明の効果】本発明により、大地震などによる大きな
負荷が接合部にかかった際、スカラップ底や従来から用
いられている鋼性エンドタブと梁の溶接部の隙間に生じ
る歪集中を低下させることにより、延性亀裂の発生を防
止することができ、また、延性き裂が発生した後でも鋼
材の熱影響部の靱性を十分に確保することにより脆性破
壊を起こりにくくすることができる溶接構造体と溶接施
工方法を提供できる。また、本発明は溶接部の靱性の高
い鋼材をブラケット部だけに利用するため、溶接部靱性
の高い特殊な鋼材の利用を必要最小限に留めることがで
き、合理的な設計が可能である。したがって、本発明は
産業上、特に耐震建築の分野における価値の極めて高い
発明であるといえる。According to the present invention, when a large load due to a large earthquake or the like is applied to the joint, the strain concentration generated in the scalloped bottom or the gap between the conventionally used steel end tab and the welded beam is reduced. Thereby, the occurrence of ductile cracks can be prevented, and even after a ductile crack has occurred, by ensuring sufficient toughness of the heat-affected zone of the steel material, it is possible to make brittle fracture less likely to occur. A welding method can be provided. Further, in the present invention, since a steel material having a high toughness at the welded portion is used only for the bracket portion, the use of a special steel material having a high toughness at the welded portion can be minimized, and a rational design is possible. Therefore, it can be said that the present invention is an extremely valuable invention in industry, particularly in the field of earthquake-resistant buildings.
【図１】本発明に属す柱梁仕口部の一例を模式的に示し
た図である。FIG. 1 is a view schematically showing an example of a beam-to-column connection according to the present invention.
【図２】従来の柱梁仕口部の一例を模式的に示した図で
ある。FIG. 2 is a diagram schematically showing an example of a conventional beam-column connection.
【図３】本発明に用いる鋼製ブラケットの形状の一例を
模式的に示した図である。FIG. 3 is a diagram schematically showing an example of a shape of a steel bracket used in the present invention.
【図４】本発明に用いる鋼製エンドタブの形状の一例を
模式的に示した図である。FIG. 4 is a diagram schematically showing an example of a shape of a steel end tab used in the present invention.
【図５】本発明実施例における試験体の正面図である。FIG. 5 is a front view of a test body according to the embodiment of the present invention.
１ 柱材 ２ ダイアフラム ３ 梁材 ４ エンドタブ ５ 先端部 ６ ブラケット ７ 溶接部 ８ スカラップ ９ ボルト １０ スプライス
プレート Ｌ ブラケットの長さ Ｗ ブラケットの
フランジ幅 Ｒ ボルト結合しろ Ｔ1 ブラケット
のフランジ厚さ Ｔ2 ブラケットのウェブ厚さ ｌ エンドタブの
長さ ｗ エンドタブの幅 ｔ エンドタブの
厚さ θ 先端角度1 Column 2 Diaphragm 3 Beam 4 End tab 5 Tip 6 Bracket 7 Weld 8 Scallop 9 Bolt 10 Splice plate L Length of bracket W Bracket flange width R Bolt connection margin T 1 Bracket flange thickness T 2 Bracket thickness Web thickness l End tab length w End tab width t End tab thickness θ Tip angle
───────────────────────────────────────────────────── フロントページの続き Ｆターム(参考） 2E125 AA04 AA14 AB01 AB16 AC15 AC16 AG03 AG04 AG41 AG48 AG57 BB02 BB03 BD01 BE07 BE08 BF04 BF08 CA90 EA25 4E081 YB02 YB06 YX02 ────────────────────────────────────────────────── ─── Continued on the front page F term (reference) 2E125 AA04 AA14 AB01 AB16 AC15 AC16 AG03 AG04 AG41 AG48 AG57 BB02 BB03 BD01 BE07 BE08 BF04 BF08 CA90 EA25 4E081 YB02 YB06 YX02
Claims (6)
ト、鋼製ダイアフラム、鋼製エンドタブを用いて、鋼製
柱材とＨ形鋼製梁材を接合した柱梁仕口部であって、前
記ブラケットの溶接熱影響部靱性が、ＪＩＳ Ｚ ２２
４２による最低使用温度におけるシャルピー吸収エネル
ギーで１００Ｊ以上であることを特徴とする耐震性に優
れた柱梁仕口部。1. A beam-to-column connection in which a steel column member and an H-beam member are joined by using an H-shaped steel bracket having a scallop, a steel diaphragm, and a steel end tab. Of the heat affected zone of JIS Z 22
42. A beam-to-column connection having excellent seismic resistance characterized in that the Charpy absorbed energy at the minimum operating temperature according to No. 42 is 100 J or more.
強度の９０〜１１０％であり、また、前記ブラケットの
引張強さが梁材の引張強さの９５〜１０５％であること
を特徴とする請求項１に記載の耐震性に優れた柱梁仕口
部。2. The yield strength of the bracket is 90 to 110% of the yield strength of the beam, and the tensile strength of the bracket is 95 to 105% of the tensile strength of the beam. The beam-to-column connection part excellent in earthquake resistance according to claim 1.
接合に要する長さ＋ブラケットのフランジ幅＋鋼製エン
ドタブ長さ以上、であることを特徴を有する請求項１ま
たは２に記載の耐震性に優れた柱梁仕口部。3. The seismic resistance according to claim 1, wherein a length of the bracket is equal to or more than a length required for bolt connection with a beam + a flange width of a bracket + a length of a steel end tab. Beam-to-column connection with excellent properties.
端からスカラップ内面で最も遠い位置までの長さ以上、 厚さ：ブラケットのフランジ厚みと同じ、 先端角度：３０〜５０°であることを特徴とする請求項
１乃至３のいずれか１項に記載の耐震性に優れた柱梁仕
口部。4. The dimensions of the end tab are as follows: width: 15 mm or more; length: not less than the flange flange width × 1/2 + the length from the diaphragm end to the farthest position on the inner surface of the scallop; and thickness: the thickness of the bracket flange. 4. The beam-to-column connection part excellent in earthquake resistance according to claim 1, wherein the tip angle is 30 to 50 °. 5.
柱梁仕口部の施工において、前記エンドタブを前記ブラ
ケットに廻し溶接することを特徴とする耐震性に優れた
柱梁仕口部の施工方法。5. A beam-to-column connection excellent in earthquake resistance, characterized in that the end tab is turned around and welded to the bracket in the installation of the beam-to-column connection according to any one of claims 1 to 4. Construction method of the department.
柱梁仕口部の施工において、前記ブラケットと柱材、ダ
イアフラムもしくはエンドタブとの溶接に、ブラケット
以上の降伏強度および引張強さを有する溶接金属を使用
することを特徴とする耐震性に優れた柱梁仕口部の施工
方法。6. The construction of a beam-column connection according to any one of claims 1 to 4, wherein the welding of the bracket to a column, a diaphragm or an end tab has a yield strength and a tensile strength higher than that of a bracket. A method of constructing a beam-to-column connection having excellent seismic resistance, characterized by using a weld metal having the following characteristics.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001070908A JP5187993B2 (en) | 2001-03-13 | 2001-03-13 | Column beam joint with excellent earthquake resistance and its construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001070908A JP5187993B2 (en) | 2001-03-13 | 2001-03-13 | Column beam joint with excellent earthquake resistance and its construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2002276028A true JP2002276028A (en) | 2002-09-25 |
| JP5187993B2 JP5187993B2 (en) | 2013-04-24 |
Family
ID=18928693
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2001070908A Expired - Lifetime JP5187993B2 (en) | 2001-03-13 | 2001-03-13 | Column beam joint with excellent earthquake resistance and its construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP5187993B2 (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004244921A (en) * | 2003-02-13 | 2004-09-02 | Okabe Co Ltd | Structure of connection between steel-frame column and steel-frame beam, and beam bracket for connection between them |
| JP2009263950A (en) * | 2008-04-24 | 2009-11-12 | Hitachi Metals Techno Ltd | Side plate and column-beam joint structure |
| JP2009263951A (en) * | 2008-04-24 | 2009-11-12 | Hitachi Metals Techno Ltd | Side plate and column-beam joint structure |
| CN102069288A (en) * | 2010-12-24 | 2011-05-25 | 沈阳飞机工业（集团）有限公司 | Large-thickness run-on plate welding method for electron beam welding thin plate angle butt joint structure |
| CN103243818A (en) * | 2013-05-10 | 2013-08-14 | 汪洋 | Connection joint of concrete column and steel beam |
| JP2015077618A (en) * | 2013-10-17 | 2015-04-23 | 株式会社神戸製鋼所 | Column-beam weld joint and manufacturing method therefor |
| JP2015098720A (en) * | 2013-11-19 | 2015-05-28 | 大成建設株式会社 | Steel frame |
| KR101834744B1 (en) * | 2017-06-05 | 2018-03-06 | (주)덕암테크 | Structure of steel columns and coping H bracket |
| CN111644727A (en) * | 2020-06-30 | 2020-09-11 | 中冶建工集团重庆钢结构有限公司 | Manufacturing method of combined steel column of transition section of tower crown of super high-rise building |
| CN113529949A (en) * | 2021-08-23 | 2021-10-22 | 沈阳建筑大学 | Visual beam and beam self-resetting anti-seismic steel structure node connecting device |
| WO2022065220A1 (en) * | 2020-09-23 | 2022-03-31 | Ｊｆｅスチール株式会社 | Steel frame beam, column-beam joining structure, and structure having same |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103541430B (en) * | 2013-10-31 | 2015-12-30 | 同济大学建筑设计研究院(集团)有限公司 | A kind of support connection structure for steel structure corridor |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000309980A (en) * | 1999-04-27 | 2000-11-07 | Shimizu Corp | Structure for earthquake-resisting beam-column connection |
-
2001
- 2001-03-13 JP JP2001070908A patent/JP5187993B2/en not_active Expired - Lifetime
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000309980A (en) * | 1999-04-27 | 2000-11-07 | Shimizu Corp | Structure for earthquake-resisting beam-column connection |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004244921A (en) * | 2003-02-13 | 2004-09-02 | Okabe Co Ltd | Structure of connection between steel-frame column and steel-frame beam, and beam bracket for connection between them |
| JP2009263950A (en) * | 2008-04-24 | 2009-11-12 | Hitachi Metals Techno Ltd | Side plate and column-beam joint structure |
| JP2009263951A (en) * | 2008-04-24 | 2009-11-12 | Hitachi Metals Techno Ltd | Side plate and column-beam joint structure |
| CN102069288A (en) * | 2010-12-24 | 2011-05-25 | 沈阳飞机工业（集团）有限公司 | Large-thickness run-on plate welding method for electron beam welding thin plate angle butt joint structure |
| CN102069288B (en) * | 2010-12-24 | 2012-10-03 | 沈阳飞机工业（集团）有限公司 | Large-thickness run-on plate welding method for electron beam welding thin plate angle butt joint structure |
| CN103243818B (en) * | 2013-05-10 | 2015-12-09 | 汪洋 | The connected node of a kind of concrete column and girder steel |
| CN103243818A (en) * | 2013-05-10 | 2013-08-14 | 汪洋 | Connection joint of concrete column and steel beam |
| JP2015077618A (en) * | 2013-10-17 | 2015-04-23 | 株式会社神戸製鋼所 | Column-beam weld joint and manufacturing method therefor |
| JP2015098720A (en) * | 2013-11-19 | 2015-05-28 | 大成建設株式会社 | Steel frame |
| KR101834744B1 (en) * | 2017-06-05 | 2018-03-06 | (주)덕암테크 | Structure of steel columns and coping H bracket |
| CN111644727A (en) * | 2020-06-30 | 2020-09-11 | 中冶建工集团重庆钢结构有限公司 | Manufacturing method of combined steel column of transition section of tower crown of super high-rise building |
| WO2022065220A1 (en) * | 2020-09-23 | 2022-03-31 | Ｊｆｅスチール株式会社 | Steel frame beam, column-beam joining structure, and structure having same |
| JPWO2022065220A1 (en) * | 2020-09-23 | 2022-03-31 | ||
| JP7226590B2 (en) | 2020-09-23 | 2023-02-21 | Ｊｆｅスチール株式会社 | Steel beams, beam-to-column joint structures and structures having them |
| CN113529949A (en) * | 2021-08-23 | 2021-10-22 | 沈阳建筑大学 | Visual beam and beam self-resetting anti-seismic steel structure node connecting device |
Also Published As
| Publication number | Publication date |
|---|---|
| JP5187993B2 (en) | 2013-04-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| JP2002276028A (en) | Column beam connection part excellent in earthquake resistance and its execution method | |
| JP6304074B2 (en) | Method and structure for welding and joining steel members | |
| JP2012210652A (en) | Direct connection method of beam and inner diaphragm with protrusion for steel structure column-beam joint part | |
| JP5577676B2 (en) | Column and beam welded joint structure | |
| JP6589922B2 (en) | Beam reinforcement structure and beam reinforcement method | |
| JP6544337B2 (en) | Cold formed square steel pipe and beam-to-column connection | |
| JP2010216236A (en) | Direct connection method of beam and inner diaphragm for steel structure column-beam joint part | |
| Eslami et al. | Elasto-plastic behavior of composite beam connected to RHS column, experimental test results | |
| JP6481665B2 (en) | Joining structure of steel column and H-shaped beam or I-shaped beam, and its joining method | |
| JP4966673B2 (en) | Column and beam joint structure | |
| JP3402312B2 (en) | Column-beam joint, rolled H-section steel for column and method of manufacturing the same | |
| JP7506033B2 (en) | Welded H-shaped steel beams, beam-to-column joint structure | |
| JP3854415B2 (en) | Building structure using steel with excellent arrestability | |
| JP7500414B2 (en) | Beam joint structure and method for improving the performance of the beam joint structure | |
| JPH08281487A (en) | Method for welding joint part of steel column and beam and backing strip | |
| JP7226590B2 (en) | Steel beams, beam-to-column joint structures and structures having them | |
| JPH08281486A (en) | Method for welding joint part of steel column and beam and backing strip | |
| JP6500823B2 (en) | Column-beam connection structure | |
| JP2001081863A (en) | Diaphragm and post-beam joint structure | |
| JPH10263810A (en) | Welding method for steel frame beam to steel frame column | |
| JP5932567B2 (en) | Steel structure manufacturing method | |
| JPH09271938A (en) | Scallop provided on joint part of wide flange steel beam to steel column, and welding method using it | |
| JP4734840B2 (en) | Beam-column joint | |
| JP4892045B2 (en) | Manufacturing method of building steel structure | |
| JP3346359B2 (en) | Beam-to-column joints and H-section steel for columns |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A711 | Notification of change in applicant |
Free format text: JAPANESE INTERMEDIATE CODE: A712 Effective date: 20061106 |
|
| A521 | Written amendment |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20061108 |
|
| RD03 | Notification of appointment of power of attorney |
Free format text: JAPANESE INTERMEDIATE CODE: A7423 Effective date: 20061208 |
|
| A621 | Written request for application examination |
Free format text: JAPANESE INTERMEDIATE CODE: A621 Effective date: 20071101 |
|
| A977 | Report on retrieval |
Free format text: JAPANESE INTERMEDIATE CODE: A971007 Effective date: 20100830 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20101005 |
|
| A521 | Written amendment |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20101206 |
|
| A521 | Written amendment |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20101217 |
|
| RD03 | Notification of appointment of power of attorney |
Free format text: JAPANESE INTERMEDIATE CODE: A7423 Effective date: 20101217 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20110329 |
|
| A521 | Written amendment |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20110527 |
|
| A02 | Decision of refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A02 Effective date: 20110831 |
|
| A521 | Written amendment |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20111128 |
|
| A911 | Transfer to examiner for re-examination before appeal (zenchi) |
Free format text: JAPANESE INTERMEDIATE CODE: A911 Effective date: 20111205 |
|
| A912 | Re-examination (zenchi) completed and case transferred to appeal board |
Free format text: JAPANESE INTERMEDIATE CODE: A912 Effective date: 20120113 |
|
| A61 | First payment of annual fees (during grant procedure) |
Free format text: JAPANESE INTERMEDIATE CODE: A61 Effective date: 20130122 |
|
| FPAY | Renewal fee payment (event date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20160201 Year of fee payment: 3 |
|
| R150 | Certificate of patent or registration of utility model |
Free format text: JAPANESE INTERMEDIATE CODE: R150 Ref document number: 5187993 Country of ref document: JP Free format text: JAPANESE INTERMEDIATE CODE: R150 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| S111 | Request for change of ownership or part of ownership |
Free format text: JAPANESE INTERMEDIATE CODE: R313117 |
|
| R350 | Written notification of registration of transfer |
Free format text: JAPANESE INTERMEDIATE CODE: R350 |
|
| S533 | Written request for registration of change of name |
Free format text: JAPANESE INTERMEDIATE CODE: R313533 |
|
| R350 | Written notification of registration of transfer |
Free format text: JAPANESE INTERMEDIATE CODE: R350 |
|
| EXPY | Cancellation because of completion of term |