JPH084112A - Beam-column joint of steel structure - Google Patents
Beam-column joint of steel structureInfo
- Publication number
- JPH084112A JPH084112A JP13590494A JP13590494A JPH084112A JP H084112 A JPH084112 A JP H084112A JP 13590494 A JP13590494 A JP 13590494A JP 13590494 A JP13590494 A JP 13590494A JP H084112 A JPH084112 A JP H084112A
- Authority
- JP
- Japan
- Prior art keywords
- column
- shaped beam
- shaped
- steel
- flange
- 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
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2442—Connections with built-in weakness points
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2445—Load-supporting elements with reinforcement at the connection point other than the connector
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2448—Connections between open section profiles
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2454—Connections between open and closed section profiles
Landscapes
- Joining Of Building Structures In Genera (AREA)
Abstract
(57)【要約】
【目的】 Ｈ型ビームを採用した柱梁接合部の延性を簡
単な構造により改善して鉄骨構造物の耐震性を大幅に向
上させる。
【構成】 Ｈ型ビームの一端に形成され、そのＨ型ビー
ムをコラム（はしら）に接合するために使用される鉄骨
構造の柱梁接合部であって、ウェブプレートと、このウ
ェブプレートの対向する部分に１対のフランジプレート
をそれぞれ有するＨ型ビームにおいて、そのフランジプ
レート上にＨ型ビームの長手方向に沿って両サイドに１
対の対向する切欠きを同時形成したことを特徴とするも
のである。
(57) [Summary] [Purpose] To improve the ductility of beam-column joints using H-shaped beams with a simple structure and to significantly improve the seismic resistance of steel structures. [Structure] A beam-column joint portion of a steel frame structure formed at one end of an H-shaped beam and used for joining the H-shaped beam to a column, and a web plate and a web plate facing each other. In an H-shaped beam having a pair of flange plates respectively, one on each side along the longitudinal direction of the H-shaped beam on the flange plate.
It is characterized in that a pair of opposed notches are formed at the same time.
Description
【０００１】[0001]
【産業上の利用分野】この発明は、鉄骨構造物の柱梁
（はしら・はり）接合部に関し、特に、延性（ductilit
y)が高くて、耐震性に優れた鉄骨構造物の柱梁接合部
（英語はbeam-to-column-connection 、梁柱接合部とも
いう）に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a beam-column joint of a steel structure, and more particularly to a ductile joint.
It is related to beam-column joints (also called beam-to-column-connection in English) of steel structures with high y) and excellent earthquake resistance.
【０００２】[0002]
【従来の技術】鉄骨構造は、中華民国（台湾、日本な
ど）の高層建造物でも広範囲に採用されるものとなって
いるが、鉄骨構造そのものがプレハブ工法の性質を備え
ているために、建築現場において溶接またはボルト締め
により柱梁接合部を組み上げる必要があった。そして、
このような現場組上げの柱梁接合部の強度および延性
が、これまで鉄骨構造研究における重要な課題の１つと
なってきたが、中華民国（台湾省）での過去の研究によ
ると、鉄骨構造の接合部分の強度については一応のとこ
ろ所定の基準を達成していることは分かっていたけれど
も、その延性については細部構造や施工方法の影響を大
きく受けるものであることから、脆性（ぜいせい）破壊
（brittle fracture）現象の発生を時には耳にすること
もあった。2. Description of the Related Art Steel structures have been widely adopted in high-rise buildings in the Republic of China (Taiwan, Japan, etc.), but since the steel structures themselves have the characteristics of the prefabricated construction method, It was necessary to assemble the beam-column joint at the site by welding or bolting. And
Although the strength and ductility of the beam-column joints assembled in the field have been one of the important issues in steel structure research until now, according to past research in the Republic of China (Taiwan Province), For the time being, it was known that the strength of the joints met the prescribed standards, but its ductility is greatly affected by the detailed structure and construction method, so it is fragile. Occasionally, we heard that the phenomenon of brittle fracture occurred.
【０００３】ここでは、まず、柱梁（はしら・はり）接
合部の延性につき、図５に基づいて説明しておくと、柱
梁接合部の延性は塑性回転角（plastic rotational ang
le）θP で表せ、図５に示した片持ち梁（かたもちはり
＝cantilever beam ）の例では、片持ち梁がその一端に
負荷Ｐの作用力を受けて塑性変形を起こすが、かりに、
この自由端の全たわみ度（total deflection）をδと
し、弾性たわみ度を差し引いた後の塑性たわみ度をδP
とし、ビーム長をＬとすれば、塑性回転角は下記の数式
１のように定義できる（数式１中、θP ＝δP ／Ｌ）。
この定義から分かるように、もし塑性回転角θP が大き
ければ、柱梁接合部の延性が優れていることになる。First, the ductility of the beam-column joint will be described with reference to FIG. 5. The ductility of the beam-column joint is determined by the plastic rotational angle.
le) θ P , and in the example of the cantilever beam shown in FIG. 5, the cantilever beam receives plastic force due to the acting force of the load P at its one end, but
Let δ be the total deflection of this free end, and let δ P be the plastic deflection after subtracting the elastic deflection.
Then, if the beam length is L, the plastic rotation angle can be defined as in the following formula 1 (wherein θ P = δ P / L).
As can be seen from this definition, if the plastic rotation angle θ P is large, the ductility of the beam-column joint is excellent.
【０００４】 θP ＝Min[Abs(＋θP ，−θP )] （数式１） しかしながら、過去において中華民国（台湾省）の高層
建造物３７か所の大型鉄骨構造の柱梁接合部について反
復荷重を行ったところ、柱梁接合部の塑性回転角θP の
平均値はわずか０．９２％に過ぎず、一般基準の最低で
も１．５％以上という基準には、ほど遠いものがあっ
た。言い換えれば、中華民国（台湾省）においては、多
くの鉄骨高層建造物の実際強度は設計基準を達成してい
るというものの、延性だけについては、その不足が普遍
的な現象となっているのが現状であった。Θ P = Min [Abs (+ θ P , −θ P )] (Equation 1) However, in the past, it was repeated for the large-scale beam-column joints of 37 high-rise buildings in the Republic of China (Taiwan Province). When a load was applied, the average value of the plastic rotation angle θ P of the beam-column joint was only 0.92%, which was far from the standard of at least 1.5% or more. In other words, in the Republic of China (Taiwan Province), the actual strength of many high-rise steel-framed buildings meets the design standard, but the shortage of ductility is a universal phenomenon. It was the current situation.
【０００５】さて、現状に即して言えば、従来技術にお
いて、その鉄骨構造の柱梁接合工法は、図６に示したボ
ックスコラム（box-column、箱型断面柱ともいう）にＨ
型ビーム（H-beam）を接合するタイプと、図７に示した
Ｈ型コラム（H-column）にＨ型ビームを接合するタイプ
とに分けられた。まず、図６のタイプは、ボックスコラ
ム１に対して接合部を含むＨ型ビーム２を仕切鋼板１
１，１２の部分において接合するもので、２１がボルト
で、２２が溶接線（溶接ビード beadともいう）であっ
た。また、図７のタイプは、Ｈ型コラム１’に対してＨ
型ビーム２を仕切鋼板１１’，１２’の部分において接
合するものであった。そして、柱梁接合部の延性が不足
するという問題に対して、従来は、接合部にカバープレ
ート２３を追加溶接するのが通常のやり方であったが、
高層建造物に使用される鉄骨のビーム・フランジプレー
トの厚さは４０mmから５０mm以上となるのが常であった
から、もしカバープレートを追加溶接することになれ
ば、現場溶接量が大幅に増加することになるばかりか、
厚鋼板の溶接となるため、その品質管理が困難なものと
なって、現状の鉄骨高層建造物における延性不足という
問題を解決する手段としては満足のいくものではなかっ
たし、また、当然のことながら、建築コストを少なから
ず増大させるものともなっていた。Now, according to the current state of the art, in the prior art, the method of joining the steel beam to the column-beam method is the H-type method for the box-column (also referred to as box-shaped cross-section column) shown in FIG.
It was divided into a type in which the H-beam is joined and a type in which the H-beam is joined to the H-column shown in FIG. First, in the type shown in FIG. 6, the H-shaped beam 2 including the joint portion is partitioned from the box column 1 by the steel plate 1
At the parts 1 and 12, 21 was a bolt and 22 was a weld line (also called a weld bead). In addition, the type of FIG. 7 is H for the H type column 1 '.
The mold beam 2 was joined at the portions of the partition steel plates 11 'and 12'. Then, with respect to the problem of insufficient ductility of the beam-column joint, conventionally, it was the usual method to additionally weld the cover plate 23 to the joint.
Since the thickness of steel beam / flange plates used for high-rise buildings was usually 40 mm to 50 mm or more, if additional cover plates were to be welded, the amount of on-site welding would increase significantly. Not only that,
Since it is welding of thick steel plates, quality control becomes difficult, and it is not satisfactory as a means to solve the problem of lack of ductility in current steel high-rise buildings, and, of course, However, it also increased the construction cost to some extent.
【０００６】[0006]
【発明が解決しようとする課題】この発明が解決しよう
とする問題点は、鉄骨構造物の柱梁接合部において延性
が不足して耐震性に欠け、カバープレートを追加溶接す
ると多少の改善は見られるものの、建築コストが増大す
るという点である。The problem to be solved by the present invention is that the duct-joint portion of a steel frame structure lacks in ductility and lacks earthquake resistance, and some additional improvement can be seen if a cover plate is additionally welded. However, the construction cost will increase.
【０００７】[0007]
【課題を解決するための手段】この発明は、Ｈ型ビーム
の一端に形成され、そのＨ型ビームをコラムに接合する
ために使用される鉄骨構造物の柱梁接合部であって、ウ
ェブプレートと、このウェブプレートの対向する部分に
１対のフランジプレートをそれぞれ有するＨ型ビームに
おいて、当該Ｈ型ビームの長手方向に沿って各フランジ
プレートの両サイドに対向する１対の切欠きを同時形成
したものであることを主要な特徴としている。鉄骨構造
の柱梁接合部において、フランジプレートに小切欠きを
形成するという簡単な追加工事だけで、あるいは現場で
の追加工事を必要とすることなしに、柱梁接合部の延性
を改善して、その耐震性を向上させるという目的を達成
した。SUMMARY OF THE INVENTION The present invention is a beam-column joint for a steel structure that is formed at one end of an H-shaped beam and is used to join the H-shaped beam to a column. And an H-shaped beam having a pair of flange plates at opposite portions of the web plate, a pair of notches facing each side of each flange plate is formed at the same time along the longitudinal direction of the H-shaped beam. The main feature is that it has been done. Improve the ductility of beam-column joints in steel-frame beam-column joints with a simple additional work such as forming a small notch in the flange plate or without requiring additional work on site. , Achieved the purpose of improving its earthquake resistance.
【０００８】[0008]
【作用】次に、この発明の技術思想に基づいて、その作
用を説明する。図８は、この発明の技術思想を説明する
ものであって、この図８において、３１，３２，３３は
３枚の材質を同じくする鋼板であって、中間幅をいずれ
もａ値とするとともに、鋼板３１を標準張力試料として
いる。作用力を受けた後の鋼板３１，３２，３３の中間
部分は、同時に降伏点に達するが、鋼板３２が両端に荷
重を受けた時、その応力／ひずみは、断面が最小となる
部分に集中するから、脆性破壊を発生させてしまう。鋼
板３３は形状が鋼板３１に類似しているが、降伏エリア
が鋼板３１より長いために、その全体としてのエネルギ
ー散逸能力は鋼板３１より優れている。Next, the operation will be described based on the technical idea of the present invention. FIG. 8 is a view for explaining the technical idea of the present invention. In FIG. 8, reference numerals 31, 32, and 33 are steel plates made of the same material, and the intermediate widths are all a values. The steel plate 31 is used as a standard tension sample. The intermediate parts of the steel plates 31, 32, 33 after receiving the acting force reach the yield point at the same time, but when the steel plate 32 is loaded on both ends, the stress / strain concentrates on the part where the cross section becomes the minimum. Therefore, brittle fracture occurs. Although the steel plate 33 is similar in shape to the steel plate 31, since the yield area is longer than that of the steel plate 31, the energy dissipation capability as a whole is superior to that of the steel plate 31.
【０００９】図９から図１２において、剛接骨組（mome
nt resisiting frame 、ラーメン＝独：Ｒａｈｍｅｎと
もいう）が地震によって振動を受けた時、片持ち梁タイ
プのＨ型ビーム４自体の特性によって、そのモーメント
は主要には上下２つのフランジプレート４１，４２（図
１０を参照）の作用力により偶力を形成して支持されＨ
型ビーム４の長手方向に沿って、モーメントが次第に減
少するので（図１１を参照）、そのフランジプレート４
１，４２上の応力もまた次第に減少するから、図１３に
示したように、その力を受ける状況も幅が末広りになっ
た鋼板５が一端に均等力を受けるものに置き換えること
が可能であって、図１３に図示した鋼板５の構造形式は
図８の鋼板３２に類似した等価物であって、応力集中現
象が発生し、しかも応力集中の場所が現場溶接位置に当
たっており、その塑性エリアが限定されていることとあ
わせて、延性が著しく小さいものとなり、その結果とし
て脆性破壊が発生するものとなっていた。In FIGS. 9 to 12, the rigid frame (mome)
nt resisiting frame, also called Rahmen (Germany: Rahmen) is subjected to an earthquake, and its moment is mainly due to the characteristics of the cantilever type H-shaped beam 4 itself. (See FIG. 10).
Since the moment gradually decreases along the longitudinal direction of the mold beam 4 (see FIG. 11), the flange plate 4
Since the stresses on Nos. 1 and 42 also gradually decrease, as shown in FIG. 13, the steel plate 5 having a widened width can be replaced by one having one end receiving uniform force. Then, the structural form of the steel plate 5 shown in FIG. 13 is an equivalent to the steel plate 32 of FIG. 8, and a stress concentration phenomenon occurs, and the place of the stress concentration corresponds to the on-site welding position. In addition to being limited, the ductility becomes remarkably small, and as a result, brittle fracture occurs.
【００１０】従って、以上の説明から分かるように、も
しＨ型ビームの上下２つのフランジプレートをモーメン
トの大きさ（またはモーメント必要量、demand momen
t）に応じて切り欠けば、応力の均等な降伏を実現でき
ることになる。Therefore, as can be seen from the above description, if the upper and lower flange plates of the H-shaped beam are provided with the magnitude of the moment (or the moment requirement, demand momen).
If the notch is cut according to t), the yield of uniform stress can be realized.
【００１１】[0011]
【実施例】以下、この発明にかかわる好適な実施例を図
面に基づいて説明する。図１において、この発明にかか
わる鉄骨構造物の柱梁（はしら・はり）接合部を、Ｈ型
ビームをボックスコラムに接合する場合につき説明する
と、６がボックスコラムを、７がＨ型ビームを、８が接
合部をそれぞれ表しているが、接合部８がＨ型ビーム７
の一端に形成され、溶接手段（９１は溶接線を表わす）
およびボルト９４によってボックスコラム６に接合され
ている。接合部８は、上下１対のフランジプレート８
１，８２と、ウェッブプレート８３とを有し、そのフラ
ンジプレート８１，８２がウェッブプレート８３の上下
にそれぞれ形成されている。そして、応力の均等な降伏
を実現するために、接合部８にあたるフランジプレート
８１，８２について、Ｈ型ビーム７の長手方向に沿った
両サイドに１対の対応する切欠き８０，８０，８０，８
０を設けているが、溶接作業による好ましくない影響
（例えば熱効果ゾーン heat effect zone、残留応力、
溶接欠陥など）を回避するために、前記した切欠き８０
はボックスコラム６の表面を少し離れた部位から切り欠
き形成するとともに、塑性ヒンジの形成を保証し、かつ
切り欠き過剰によってその剛性に影響を与えることを回
避するために、前記した切欠き８０の切り欠き幅は、モ
ーメント必要量の９０％〜９５％（つまりフランジプレ
ート８１，８２が切り欠き部分のフランジ幅において、
モーメント必要量の９０％〜９５％）となるように切り
欠き、また、切欠き８０の範囲がボックスコラム６の表
面からＨ型ビーム７の長手方向に沿って梁背（はりせ
い、beam depth）の２倍以下（梁背をＤとした場合に２
Ｄ以下）の長さとなるようにすると共に、切り欠き面に
発生した凹凸を平滑となるように研磨する。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENT A preferred embodiment of the present invention will be described below with reference to the drawings. Referring to FIG. 1, the case of joining a beam-column (hashira / beam) joint of a steel frame structure according to the present invention to join an H-shaped beam to a box column will be described. 6 is a box column, 7 is an H-shaped beam, 8 represents the joints, but the joints 8 are the H-shaped beams 7
Formed at one end of the welding means (91 represents a welding line)
It is joined to the box column 6 by bolts 94. The joint portion 8 is a pair of upper and lower flange plates 8.
1, 82 and a web plate 83, and the flange plates 81, 82 are formed above and below the web plate 83, respectively. Then, in order to realize the uniform yielding of stress, with respect to the flange plates 81, 82 corresponding to the joint portion 8, a pair of corresponding notches 80, 80, 80 on both sides along the longitudinal direction of the H-shaped beam 7, 8
Although 0 is set, unfavorable effects of welding work (for example, heat effect zone, residual stress, residual stress,
The above-mentioned notch 80 in order to avoid welding defects, etc.)
Forms a notch on the surface of the box column 6 at a distance from the box column 6, and in order to guarantee the formation of a plastic hinge and to avoid affecting the rigidity of the notch 80, the above-mentioned notch 80 is formed. The cutout width is 90% to 95% of the required moment (that is, in the flange width of the cutout portions of the flange plates 81 and 82,
The required amount of moment is 90% to 95%), and the range of the notch 80 extends from the surface of the box column 6 along the longitudinal direction of the H-shaped beam 7 to the beam back. Less than 2 times (2 when beam back is D
The length is equal to or less than D) and the unevenness generated on the cutout surface is polished to be smooth.
【００１２】図２において、この発明にかかわる鉄骨構
造の柱梁接合部を、Ｈ型ビームをＨ型コラムに接合する
場合を示しており、６’がＨ型コラムを示しているが、
その他の部分は図１に示したボックスコラムおよびＨ型
ビーム接合部と完全に同一であるので、改めて説明しな
い。図３と図４とにおいて、この発明にかかわる鉄骨構
造の柱梁接合部は、鉄骨構造が作用力を受ける時、従来
の１点式の降伏（図３を参照）をエリア式の降伏（図４
を参照）に改善して、エネルギーを散逸させる延性を増
大させることができるので、測定試験の結果、その平均
塑性回転角度が従来構造の５倍となるとともに、工場ま
たは現場での施工が簡単で、品質管理も容易となり、か
つ耐震性に優れていることが証明された。FIG. 2 shows a case where the H-shaped beam is joined to the H-shaped column at the column-beam joint of the steel structure according to the present invention, and 6'shows the H-shaped column.
The other parts are completely the same as the box column and the H-shaped beam joint shown in FIG. 1 and will not be described again. 3 and 4, the column-beam joint portion of the steel structure according to the present invention has a conventional one-point type yielding (see FIG. 3) and an area type yielding (see FIG. 3) when the steel structure receives an acting force. Four
), The ductility to dissipate energy can be increased, and as a result of the measurement test, the average plastic rotation angle is 5 times that of the conventional structure, and the construction at the factory or on site is easy. It has been proved that the quality control becomes easy and the earthquake resistance is excellent.
【００１３】なお、この発明にかかる好適な実施例を以
上に開示したが、この発明を限定しようとするものでは
なく、当業者であれば、この発明の技術思想および技術
範囲において修正や変更を当然おこない得るものである
から、この発明の技術思想が保護されるべき範囲は特許
請求の範囲に記載されたものを基準とする。Although the preferred embodiments of the present invention have been disclosed above, it is not intended to limit the present invention, and those skilled in the art can make modifications and changes within the technical idea and scope of the present invention. The scope of protection of the technical idea of the present invention is based on the scope described in the claims because it is naturally possible.
【００１４】[0014]
【発明の効果】この発明は、上記した構成により、鉄鋼
構造における柱梁接合部の延性を平均で５倍程度にまで
向上させて、耐震性に優れたものと提供できるととも
に、簡単な切欠きの形成という単純な施工内容なので、
品質管理が容易であり、かつ工場または現場いずれの施
工においても建築コストの大幅な増加を有効に抑制する
ことができる。EFFECTS OF THE INVENTION The present invention can improve the ductility of beam-column joints in a steel structure to about 5 times on average by providing the structure described above, and can provide an excellent seismic resistance and a simple notch. Because it is a simple construction content of forming
Quality control is easy, and a significant increase in construction cost can be effectively suppressed in either construction at a factory or on site.
【図面の簡単な説明】[Brief description of drawings]
【図１】この発明にかかわる鉄骨構造物の柱梁接合部の
うち、Ｈ型ビームをボックスコラムに接合した場合を示
した斜視図である。FIG. 1 is a perspective view showing a case where an H-shaped beam is joined to a box column in a beam-column joining portion of a steel frame structure according to the present invention.
【図２】この発明にかかわる鉄骨構造物の柱梁接合部の
うち、Ｈ型ビームをＨ型コラムに接合した場合を示した
斜視図である。FIG. 2 is a perspective view showing a case where an H-shaped beam is joined to an H-shaped column in a beam-column joining portion of a steel frame structure according to the present invention.
【図３】従来技術にかかわる柱梁接合部の片持ち梁が発
生させる１点式の降伏を説明する説明図である。FIG. 3 is an explanatory diagram for explaining a one-point type yield generated by a cantilever of a beam-column joint according to the related art.
【図４】この発明にかかわる柱梁接合部の片持ち梁が発
生させるエリア式の降伏を説明する説明図である。FIG. 4 is an explanatory diagram for explaining an area type yield generated by a cantilever of a beam-column joint according to the present invention.
【図５】一般に片持ち梁が負荷を受けた状態を示す説明
図である。FIG. 5 is an explanatory view showing a state where a cantilever is generally loaded.
【図６】従来のカバープレート追加溶接を採用した鉄骨
構造の柱梁接合部がＨ型ビームをボックスコラムに接合
された状態を示す斜視図である。FIG. 6 is a perspective view showing a state where a beam-column joint portion of a steel frame structure adopting conventional cover plate additional welding has an H-shaped beam joined to a box column.
【図７】従来のカバープレート追加溶接を採用した鉄骨
構造の柱梁接合部がＨ型ビームをＨ型コラムに接合され
た状態を示す斜視図である。FIG. 7 is a perspective view showing a state where a beam-column joint portion of a steel frame structure adopting conventional cover plate additional welding has an H-shaped beam joined to an H-shaped column.
【図８】３鋼板試料につき荷重によって発生する降伏エ
リアを示した説明図である。FIG. 8 is an explanatory diagram showing a yield area generated by a load for three steel plate samples.
【図９】Ｈ型ビームを採用した片持ち梁の負荷状況を示
した説明図である。FIG. 9 is an explanatory diagram showing a load state of a cantilever beam that employs an H-shaped beam.
【図１０】図９に示したＨ型ビームの横断面図である。10 is a cross-sectional view of the H-shaped beam shown in FIG.
【図１１】図９に示したＨ型ビームのモーメントを説明
する説明図である。11 is an explanatory diagram illustrating a moment of the H-shaped beam shown in FIG. 9. FIG.
【図１２】図９に示したＨ型ビームのフランジプレート
における垂直応力を説明した説明図である。12 is an explanatory diagram illustrating vertical stress in a flange plate of the H-shaped beam shown in FIG.
【図１３】図９に示したＨ型ビームのフランジプレート
と等価構造を有する鋼板構造を図示した説明図である。13 is an explanatory diagram illustrating a steel plate structure having an equivalent structure to the flange plate of the H-shaped beam shown in FIG.
６ ボックスコラム ６’ Ｈ型コラム ７ Ｈ型ビーム ８ 接合部 ８０ 切欠き ８１ フランジプレート ８２ フランジプレート ８３ ウェブプレート ９１ 溶接線 ９４ ボルト １ ボックスコラム １’ Ｈ型コラム ２ Ｈ型ビーム １１ 仕切鋼板 １２ 仕切鋼板 １１’ 仕切鋼板 １２’ 仕切鋼板 ２１ ボルト ２２ 溶接線 ２３ カバープレート ３１ 鋼板 ３２ 鋼板 ３３ 鋼板 ４１ フランジプレート ４２ フランジプレート ５ 鋼板 6 Box column 6'H type column 7 H type beam 8 Joint 80 Notch 81 Flange plate 82 Flange plate 83 Web plate 91 Welding line 94 Bolt 1 Box column 1'H type column 2 H type beam 11 Partition steel plate 12 Partition steel plate 11 'Partition steel plate 12' Partition steel plate 21 Bolt 22 Welding line 23 Cover plate 31 Steel plate 32 Steel plate 33 Steel plate 41 Flange plate 42 Flange plate 5 Steel plate
Claims (3)
ビームをコラム（はしら）に接合するために使用される
ものであって、ウェブプレートと、このウェブプレート
の対向する部分に１対のフランジプレートをそれぞれ有
するＨ型ビームにおいて、当該Ｈ型ビームの長手方向に
沿って各フランジプレートの両サイドに対向する１対の
切欠きを同時形成したものであることを特徴とする鉄骨
構造物の柱梁接合部。1. A H-shaped beam, which is formed at one end of the H-shaped beam and is used to join the H-shaped beam to a column, and a pair of the web plate and the facing portion of the web plate. H-shaped beam having the respective flange plates, a pair of notches facing both sides of each flange plate are formed at the same time along the longitudinal direction of the H-shaped beam. Beam-column joints.
Ｈ型ビームの長手方向に沿ってフランジプレート上で梁
背（はりせい）を２倍の長さにまで延長した範囲内にあ
るものである請求項１記載の鉄骨構造物の柱梁接合部。2. The notch is within a range in which a beam back is extended from the surface of the column along the longitudinal direction of the H-shaped beam to double the length of the beam on the flange plate. The beam-column joint of the steel structure according to claim 1.
ト上に切欠きを形成した後のフランジ幅をモーメント必
要量の９０％から９５％の間としたものである請求項２
記載の鉄骨構造物の柱梁接合部。3. The notch as set forth above, wherein the flange width after forming the notch on the flange plate is between 90% and 95% of the required moment amount.
Beam-column joint of the steel structure described.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP06135904A JP3126093B2 (en) | 1994-06-17 | 1994-06-17 | Beam-column joints of steel structures |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP06135904A JP3126093B2 (en) | 1994-06-17 | 1994-06-17 | Beam-column joints of steel structures |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH084112A true JPH084112A (en) | 1996-01-09 |
| JP3126093B2 JP3126093B2 (en) | 2001-01-22 |
Family
ID=15162550
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP06135904A Expired - Lifetime JP3126093B2 (en) | 1994-06-17 | 1994-06-17 | Beam-column joints of steel structures |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3126093B2 (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001348998A (en) * | 2000-06-02 | 2001-12-21 | Kumagai Gumi Co Ltd | Steel member |
| US6739099B2 (en) | 2001-06-06 | 2004-05-25 | Nippon Steel Corporation | Column-and-beam join structure |
| US7497054B2 (en) | 2001-06-06 | 2009-03-03 | Nippon Steel Corporation | Column-and-beam join structure |
| JP2017150179A (en) * | 2016-02-23 | 2017-08-31 | 平石 久廣 | Column beam structure having vibration damping structure |
| CN107386462A (en) * | 2017-08-28 | 2017-11-24 | 山东大学 | Unilateral buckling-restrained formula girder steel column connected node and steel building |
| CN114045930A (en) * | 2021-11-24 | 2022-02-15 | 国网山西省电力公司经济技术研究院 | Novel flange disconnection type beam column connection node |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111395537B (en) * | 2020-03-26 | 2021-07-30 | 河北建研建筑设计有限公司 | Assembled building bearing diagonal node steel construction |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0288833A (en) * | 1988-08-24 | 1990-03-29 | Arbed Sa | Earthquakeproof steel structure |
-
1994
- 1994-06-17 JP JP06135904A patent/JP3126093B2/en not_active Expired - Lifetime
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0288833A (en) * | 1988-08-24 | 1990-03-29 | Arbed Sa | Earthquakeproof steel structure |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001348998A (en) * | 2000-06-02 | 2001-12-21 | Kumagai Gumi Co Ltd | Steel member |
| US6739099B2 (en) | 2001-06-06 | 2004-05-25 | Nippon Steel Corporation | Column-and-beam join structure |
| US7497054B2 (en) | 2001-06-06 | 2009-03-03 | Nippon Steel Corporation | Column-and-beam join structure |
| JP2017150179A (en) * | 2016-02-23 | 2017-08-31 | 平石 久廣 | Column beam structure having vibration damping structure |
| CN107386462A (en) * | 2017-08-28 | 2017-11-24 | 山东大学 | Unilateral buckling-restrained formula girder steel column connected node and steel building |
| CN107386462B (en) * | 2017-08-28 | 2023-09-19 | 山东大学 | Unilateral buckling-constrained steel beam-column connection joints and steel structures |
| CN114045930A (en) * | 2021-11-24 | 2022-02-15 | 国网山西省电力公司经济技术研究院 | Novel flange disconnection type beam column connection node |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3126093B2 (en) | 2001-01-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US4905436A (en) | Column/beam joint structure | |
| JP3126093B2 (en) | Beam-column joints of steel structures | |
| JPH11140978A (en) | Steel H-section bracket for beam-column joints | |
| KR20040048688A (en) | Reinforcement structure of CFT column and beam connection | |
| JP2001288823A (en) | Beam-column joint reinforcement structure | |
| JPH1161994A (en) | Column-beam joint of steel frame and connection method thereof | |
| JP2000110237A (en) | Column and beam welded joint structure | |
| JPH11280148A (en) | Joint structure of steel columns and beams | |
| JPH0622017Y2 (en) | Architectural panel | |
| JP3346364B2 (en) | Beam-column joint structure | |
| JP3386049B2 (en) | Beam-to-column joints and H-section steel for columns | |
| JP4127225B2 (en) | Beam-column joint | |
| JP4091870B2 (en) | Column / beam joint structure with floor slab composition function | |
| JP3402312B2 (en) | Column-beam joint, rolled H-section steel for column and method of manufacturing the same | |
| JP7202949B2 (en) | Design method of joint structure | |
| JP3804174B2 (en) | Seismic retrofitting method for existing buildings with square frame structure | |
| JP3346359B2 (en) | Beam-to-column joints and H-section steel for columns | |
| JP7609090B2 (en) | Steel beam and steel column joint structure and H-shaped steel used for this | |
| JP2002138575A (en) | H-shaped steel columns and their joint structures with beams | |
| CN117646496B9 (en) | Flat steel tube concrete column and H-shaped steel beam connecting node and assembling and welding method | |
| JP2863141B2 (en) | Beam frame | |
| JP2025112227A (en) | Brace fitting structure | |
| JP2001295365A (en) | Steel framed structure | |
| JPH0629288Y2 (en) | Joints between columns and beams | |
| JPH11315581A (en) | H-section welding method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| FPAY | Renewal fee payment (prs date is renewal date of database) |
Year of fee payment: 7 Free format text: PAYMENT UNTIL: 20071102 |
|
| FPAY | Renewal fee payment (prs date is renewal date of database) |
Year of fee payment: 8 Free format text: PAYMENT UNTIL: 20081102 |
|
| FPAY | Renewal fee payment (prs date is renewal date of database) |
Year of fee payment: 9 Free format text: PAYMENT UNTIL: 20091102 |
|
| FPAY | Renewal fee payment (prs date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20111102 Year of fee payment: 11 |
|
| FPAY | Renewal fee payment (prs date is renewal date of database) |
Free format text: PAYMENT UNTIL: 20131102 Year of fee payment: 13 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| EXPY | Cancellation because of completion of term |