JP2000027297A - Joining method for steel framed column and steel framed beam - Google Patents

Joining method for steel framed column and steel framed beam

Info

Publication number
JP2000027297A
JP2000027297A JP10199321A JP19932198A JP2000027297A JP 2000027297 A JP2000027297 A JP 2000027297A JP 10199321 A JP10199321 A JP 10199321A JP 19932198 A JP19932198 A JP 19932198A JP 2000027297 A JP2000027297 A JP 2000027297A
Authority
JP
Japan
Prior art keywords
steel
column
steel column
steel beam
vibration
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.)
Pending
Application number
JP10199321A
Other languages
Japanese (ja)
Inventor
Yasuhiko Tsuji
靖彦 辻
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Obayashi Corp
Original Assignee
Obayashi Corp
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Obayashi Corp filed Critical Obayashi Corp
Priority to JP10199321A priority Critical patent/JP2000027297A/en
Publication of JP2000027297A publication Critical patent/JP2000027297A/en
Pending legal-status Critical Current

Links

Abstract

PROBLEM TO BE SOLVED: To improve the vibration absorbing ability of a beam end in a simple structure, prevent the destruction of a beam joint with the input of over- vibration and prevent the deterioration of the vibration absorbing ability of the beam. SOLUTION: The connection end of an upper flange 12a of a steel framed beam 12 formed from a H-shape steel is welded to the outer periphery of a steel framed column 10 formed from a steel pipe by butt resistance welding. The connection end of a web 12c of the steel framed beam 12 is fillet-welded 24 to the side face 10a of the steel column 10. The connection end of a lower flange 12b of the steel framed beam 12 is abutted to the side face 10a of the steel framed column 10 in a non-fixed condition.

Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION

【0001】[0001]

【発明の属する技術分野】本発明は、建物架構における
鉄骨柱と鉄骨梁との接合方法に関する。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for joining a steel column and a steel beam in a building frame.

【0002】[0002]

【従来の技術】一般に、鉄骨柱と鉄骨梁とを接合して構
築されるS造またはSRC造の建物架構では、鉄骨柱と
鉄骨梁との接続は溶接やボルト,ナット結合により行わ
れるのが一般的である。例えば、図10に鉄骨柱として
鋼管柱1を用い、鉄骨梁にH型鋼2を用いた接合部分を
示すが、この場合は鋼管柱1に溶接した上,下通しダイ
ヤフラム3,3aの外周に、H型鋼2の上,下フランジ
2a,2b端を突き合わせてそれぞれを溶接するととも
に、ウェブ2c端を鋼管柱1の側面1aに突き合わせて
溶接するようになっている。
2. Description of the Related Art Generally, in an S or SRC building frame constructed by joining a steel column and a steel beam, the connection between the steel column and the steel beam is performed by welding, bolts, and nuts. General. For example, FIG. 10 shows a joint using a steel pipe column 1 as a steel column and an H-shaped steel 2 for a steel beam. In this case, the joint is welded to the steel column 1, and the outer periphery of the lower diaphragms 3 and 3a is The ends of the upper and lower flanges 2a and 2b of the H-section steel 2 are welded by abutting each other, and the ends of the webs 2c are welded by abutting the side surface 1a of the steel pipe column 1.

【0003】[0003]

【発明が解決しようとする課題】しかしながら、かかる
従来の鉄骨柱と鉄骨梁との接合方法にあっては、地震に
よる過大振動が建物架構に入力された場合、建物架構は
柱・梁がたわみ変形して、この柱・梁接合部に大きな圧
縮力や引張力が加わることになる。このとき、図11に
示すように鋼管柱1が傾斜方向に変形するなどして、H
型鋼2の下フランジ2bに引張力が作用した時、鋼材が
備えたポアソン比の関係で同図に示したように下フラン
ジ2bの柱接合部に過大なはらみ出し等の変形が生じた
り、当該部分の溶接に割れが発生する恐れがある。ま
た、水平力が作用した場合にあっても梁端部が塑性化し
てエネルギー吸収するため、当該部分に残留変形が生じ
たり、塑性硬化したりして振動吸収能が低下してしま
う。このため、過大振動が入力された後は鉄骨梁を交換
する必要があり、著しく大掛かりな工事が必要になって
しまうという課題があった。
However, in such a conventional joining method of a steel column and a steel beam, if excessive vibration due to an earthquake is input to the building frame, the building frame deforms flexibly. As a result, a large compressive or tensile force is applied to the column / beam joint. At this time, the steel pipe column 1 is deformed in the inclined direction as shown in FIG.
When a tensile force acts on the lower flange 2b of the section steel 2, deformation such as excessive protrusion or the like occurs at the column joint of the lower flange 2b due to the Poisson's ratio of the steel material as shown in FIG. Cracks may occur in the welding of the parts. Further, even when a horizontal force is applied, the end of the beam is plasticized and absorbs energy, so that the portion undergoes residual deformation or undergoes plastic hardening, resulting in reduced vibration absorption capacity. For this reason, it is necessary to replace the steel beam after the excessive vibration is input, and there has been a problem that an extremely large-scale construction is required.

【0004】そこで、本発明はかかる従来の課題に鑑み
て成されたもので、簡単な構造をもって梁端部の振動吸
収能を高め、かつ、過大振動の入力によっても梁接合部
分の破壊を防止し、また、梁による振動吸収能が低下さ
れるのを防止するようにした鉄骨柱と鉄骨梁との接合方
法を提供することを目的とする。
Accordingly, the present invention has been made in view of the above-mentioned conventional problems, and has a simple structure to enhance the vibration absorption capacity of the beam end and prevent the beam joint from being destroyed even when excessive vibration is input. It is another object of the present invention to provide a method for joining a steel column and a steel beam, which prevents a reduction in the vibration absorbing ability of the beam.

【0005】[0005]

【課題を解決するための手段】かかる目的を達成するた
めに本発明の請求項1に示す鉄骨柱と鉄骨梁との接合方
法は、鉄骨柱と鉄骨梁とを接合して構築される建物架構
にあって、鉄骨梁の上端部を鉄骨柱に溶接するととも
に、該鉄骨梁の上下端間の中間部を鉄骨柱に溶接または
ボルト,ナット結合し、かつ、該鉄骨梁の下端部を鉄骨
柱に非溶接接触状態とする。
In order to achieve the above object, a method of joining a steel column and a steel beam according to a first aspect of the present invention is a building frame constructed by joining a steel column and a steel beam. Wherein the upper end of the steel beam is welded to the steel column, the intermediate portion between the upper and lower ends of the steel beam is welded to the steel column, or a bolt or nut is connected to the steel column, and the lower end of the steel beam is connected to the steel column. To a non-weld contact state.

【0006】また、本発明の請求項2に示す鉄骨柱と鉄
骨梁との接合方法は、鉄骨柱と鉄骨梁とを接合して構築
される建物架構にあって、鉄骨梁の上端部を鉄骨柱に溶
接するとともに、該鉄骨梁の上下端間の中間部を鉄骨柱
に溶接またはボルト,ナット結合し、かつ、該鉄骨梁の
下端部を鉄骨柱に非溶接接触状態とするとともに、これ
ら下端部と鉄骨柱との間にエネルギー吸収部材を設け
る。
According to a second aspect of the present invention, there is provided a method of joining a steel column and a steel beam in a building frame constructed by joining a steel column and a steel beam, wherein an upper end of the steel beam is connected to a steel frame. While welding to the column, welding the middle part between the upper and lower ends of the steel beam to the steel column or connecting it with bolts and nuts, and bringing the lower end of the steel beam into non-weld contact with the steel column. An energy absorbing member is provided between the part and the steel column.

【0007】従って、本発明の鉄骨柱と鉄骨梁との接合
方法にあっては、請求項1では鉄骨梁の上端部は溶接に
より、また、中間部は溶接またはボルト,ナットにより
鉄骨柱に一体に固定される。そして、このように鉄骨柱
と鉄骨梁とが一体に接合された状態で、鉄骨梁の下端部
は鉄骨柱に当接させて非溶接接触状態としてあるので、
振動が入力されない通常の静荷重支持状態では、鉄骨梁
の下端部は鉄骨柱に当接された状態が維持され、柱,梁
接合部に所定の剛性が確保される。
Therefore, in the method of joining a steel column and a steel beam according to the present invention, the upper end portion of the steel beam is welded, and the intermediate portion is integrated with the steel column by welding or bolts and nuts. Fixed to And, in this state where the steel column and the steel beam are integrally joined, the lower end of the steel beam is brought into contact with the steel column and is in a non-weld contact state,
In a normal static load supporting state in which no vibration is input, the lower end of the steel beam is kept in contact with the steel column, and a predetermined rigidity is secured at the joint between the column and the beam.

【0008】このように鉄骨梁の下端部が鉄骨柱に当接
された状態で、地震などの振動が入力されて該鉄骨梁に
作用する応力が増大すると、当該下端部が鉄骨柱から離
間する。すると、柱梁接合部の剛性、延いては建物架構
の剛性が低下されて振動応答値が低減され、これによっ
て振動減衰して建物架構を制振することができる。この
とき、上記鉄骨梁自体は上端部と中間部とが鉄骨柱に結
合されるのみであるから、梁端部が変形される際に弾性
領域を維持した状態となり、地震が静まるなどして振動
の入力が停止されると、鉄骨梁自体は復帰して下端部が
鉄骨柱に当接して荷重を支持できる状態となり、柱梁接
合部の所定の剛性が確保される。
In the state where the lower end of the steel beam is in contact with the steel column in this way, when vibration such as an earthquake is input and the stress acting on the steel beam increases, the lower end separates from the steel column. . Then, the rigidity of the beam-column joint, and hence the rigidity of the building frame, is reduced, and the vibration response value is reduced, whereby the vibration is damped and the building frame can be damped. At this time, since the steel beam itself has only an upper end portion and an intermediate portion joined to the steel column, the elastic region is maintained when the beam end portion is deformed, and vibrations such as an earthquake calm down. Is stopped, the steel beam itself returns, and the lower end portion is brought into contact with the steel column to support the load, and the predetermined rigidity of the beam-column joint is ensured.

【0009】また、請求項2では上記請求項1の接合方
法に加えて、鉄骨柱に非溶接接触状態で当接した鉄骨梁
の下端部と該鉄骨柱との間にエネルギー吸収部材を設け
たので、過大な水平力が入力されて鉄骨梁の下端部が鉄
骨柱から離間すると、この離間される際の鉄骨柱と鉄骨
梁との間の変位量が上記エネルギー吸収部材に入力さ
れ、柱梁接合部の剛性の低下により振動応答値が低減さ
れることと相俟って、該エネルギー吸収部材によって振
動エネルギーが吸収されることにより振動減衰が増大さ
れ、建物架構の制振効果が更に増大される。
According to a second aspect of the present invention, in addition to the joining method of the first aspect, an energy absorbing member is provided between a lower end portion of the steel beam abutting on the steel column in a non-weld contact state and the steel column. Therefore, when an excessive horizontal force is input and the lower end of the steel beam is separated from the steel column, the displacement between the steel column and the steel beam when separated is input to the energy absorbing member, Along with the reduction of the vibration response value due to the decrease in the rigidity of the joint, the vibration energy is absorbed by the energy absorbing member, whereby the vibration damping is increased, and the vibration damping effect of the building frame is further increased. You.

【0010】[0010]

【発明の実施の形態】以下、本発明の実施形態を添付図
面を参照して詳細に説明する。図1は本発明の鉄骨柱と
鉄骨梁との接合方法の第1実施形態を示す要部側面図
で、本発明の基本とするところは、鉄骨柱10と鉄骨梁
12とを接合して構築される建物架構にあって、鉄骨梁
12の上端部12aを鉄骨柱に溶接するとともに、該鉄
骨梁12の上下端間の中間部12cを鉄骨柱10に溶接
またはボルト,ナット結合し、かつ、該鉄骨梁12の下
端部12bを鉄骨柱10に当接させて非溶接接触状態と
することにある。
Embodiments of the present invention will be described below in detail with reference to the accompanying drawings. FIG. 1 is a side view of a main part showing a first embodiment of a method of joining a steel column and a steel beam according to the present invention. The basic feature of the present invention is that a steel column 10 and a steel beam 12 are joined together. In the building frame to be constructed, the upper end 12a of the steel beam 12 is welded to the steel column, and the intermediate portion 12c between the upper and lower ends of the steel beam 12 is welded to the steel column 10 by bolts or nuts, and The lower end portion 12b of the steel beam 12 is brought into contact with the steel column 10 to make a non-weld contact state.

【0011】即ち、図1に示す本実施形態の鉄骨柱と鉄
骨梁との接合方法では、従来と同様に鉄骨柱10は断面
矩形状の鋼管で形成したものを用い、かつ、鉄骨梁12
は上,下フランジ12a,12bおよびウェブ12cに
よって断面H型となるH型鋼で形成したものを用いた場
合を示し、鉄骨柱10の側面10aに鉄骨梁12の端部
が垂直に接続される。
That is, in the method of joining a steel column and a steel beam according to the present embodiment shown in FIG. 1, a steel column 10 formed of a steel pipe having a rectangular cross section is used and a steel beam 12
Shows a case in which the upper and lower flanges 12a, 12b and the web 12c are used to form an H-shaped steel having an H-shaped cross section. The end of the steel beam 12 is vertically connected to the side surface 10a of the steel column 10.

【0012】鋼管製の上記鉄骨柱10は、上記鉄骨梁1
2が接続される箇所、詳細にはH型鋼製の上記鉄骨梁1
2の上端部となる上方フランジ12aと、下端部となる
下方フランジ12bが突き合わされる位置に対応して、
上方に通しダイヤフラム14および下方に内ダイヤフラ
ム16が設けられる。通しダイヤフラム14は鉄骨柱1
0を上下に分断した間に、その周縁部を鉄骨柱10外周
から突出して配置される。そして、通しダイヤフラム1
4の上下面に、分断した鉄骨柱10を突き合わせ溶接1
8して、これら鉄骨柱10と通しダイヤフラム14は鉄
骨柱10に一体化される。一方、上記内ダイヤフラム1
6は鉄骨柱10の内側形状に沿って形成され、この内ダ
イヤフラム16の外周が鉄骨柱10の内周に溶接20さ
れることにより一体化される。
[0012] The steel column 10 made of steel pipe is used for the steel beam 1.
2 is connected, in particular, the steel beam 1 made of H-shaped steel
2, corresponding to the position where the upper flange 12a serving as the upper end and the lower flange 12b serving as the lower end abut against each other.
An upper diaphragm 14 and an inner diaphragm 16 are provided below. Through-diaphragm 14 is steel column 1
While the 0 is vertically divided, its peripheral edge is arranged so as to protrude from the outer periphery of the steel column 10. And through diaphragm 1
Butt welding of the divided steel column 10 on the upper and lower surfaces
8, the steel column 10 and the through diaphragm 14 are integrated with the steel column 10. On the other hand, the inner diaphragm 1
6 is formed along the inside shape of the steel column 10, and the outer periphery of the inner diaphragm 16 is welded 20 to the inner periphery of the steel column 10 to be integrated.

【0013】そして、鉄骨梁12を鉄骨柱10に接合す
るにあたって、該鉄骨梁12の上方フランジ12aの接
続端を、上記通しダイヤフラム14の外周の一辺に突き
合わせ溶接22するとともに、ウェブ12cの接続端を
鉄骨柱10の側面10aにすみ肉溶接24する。一方、
鉄骨梁12の下方フランジ12bの接続端は、上記上方
フランジ12aおよび上記ウェブ12cを溶接した状態
で、鉄骨柱10の上記内ダイヤフラム16に対応した位
置の側面10aに非溶接状態で接触させる。
In joining the steel beam 12 to the steel column 10, the connection end of the upper flange 12a of the steel beam 12 is butt-welded 22 to one side of the outer periphery of the through diaphragm 14, and the connection end of the web 12c is connected. To the side surface 10a of the steel column 10 by fillet welding 24. on the other hand,
The connection end of the lower flange 12b of the steel beam 12 is brought into contact with the side face 10a of the steel column 10 at a position corresponding to the inner diaphragm 16 in a non-welded state in a state where the upper flange 12a and the web 12c are welded.

【0014】ところで、上記鉄骨梁12を鉄骨柱10に
接合する際、上方フランジ12aを、ウェブ12cの先
端から通しダイヤフラム14の突出分だけ後退させると
ともに、ウェブ12cの上方フランジ12a側端部を切
欠いてスカラップ26を形成してある。また、該ウェブ
12cの下方フランジ12b側端部は、このウェブ12
cの略下半分を切欠いて隙間28を形成してある。
When the steel beam 12 is joined to the steel column 10, the upper flange 12a is passed through the front end of the web 12c and retracted by the amount of the diaphragm 14 and the end of the web 12c on the side of the upper flange 12a is cut out. And a scallops 26 are formed. The lower flange 12b side end of the web 12c is
A gap 28 is formed by cutting out a substantially lower half of c.

【0015】以上述べた本実施形態の鉄骨柱と鉄骨梁と
の接合方法にあっては、鉄骨梁12を鉄骨柱10に接合
するにあたって、該鉄骨梁12の上方フランジ12aは
溶接22により鉄骨柱10の通しダイヤフラム14に一
体に固定され、また、ウェブ12cは溶接24により鉄
骨柱10の側面10aに一体に固定される。そして、こ
のように鉄骨柱10と鉄骨柱12とが溶接22,24を
介して接合された状態で、鉄骨梁12の下方フランジ1
2bの接続端を鉄骨柱10の側面10aに非溶接接触状
態で当接させてある。
In the method of joining a steel column and a steel beam according to the present embodiment described above, when the steel beam 12 is joined to the steel column 10, the upper flange 12 a of the steel beam 12 is welded to the steel column 12 by welding 22. The web 12 c is integrally fixed to the side surface 10 a of the steel column 10 by welding 24. Then, in a state where the steel column 10 and the steel column 12 are joined via the welds 22 and 24 in this manner, the lower flange 1 of the steel beam 12 is
The connection end of 2b is brought into contact with the side surface 10a of the steel column 10 in a non-weld contact state.

【0016】従って、振動が入力されない通常の静荷重
支持状態では、鉄骨梁12の下方フランジ12bの接続
端は鉄骨柱10に当接された状態が維持され、この当接
部分によって荷重を支持することができるため、鉄骨柱
10に溶接された上方フランジ12aおよびウェブ12
cとの共同で柱梁接合部の所定の剛性が確保される。そ
して、このように下方フランジ12bが鉄骨柱10に当
接された状態で地震などの振動が入力され、水平力が増
大して該柱梁接合部の下端部に過大な引張力が作用した
場合、下方フランジ12bの接続端が鉄骨柱10から離
間する。すると、鉄骨柱10と鉄骨梁12との固定部分
は上方フランジ12aとウェブ12cのみとなる。この
ため、柱梁接合部の剛性、延いては建物架構の剛性は低
下されて振動応答値が低減されることになり、この応答
値の低減によって振動減衰効果が向上して建物架構を制
振することができる。
Therefore, in a normal static load supporting state in which no vibration is input, the connection end of the lower flange 12b of the steel beam 12 is kept in contact with the steel column 10, and the load is supported by this contact portion. The upper flange 12 a and the web 12 welded to the steel column 10.
The predetermined rigidity of the beam-column joint is ensured in cooperation with c. Then, when vibration such as an earthquake is input in a state where the lower flange 12b is in contact with the steel column 10, the horizontal force increases and an excessive tensile force acts on the lower end of the beam-column joint. The connection end of the lower flange 12b is separated from the steel column 10. Then, the fixed portion between the steel column 10 and the steel beam 12 is only the upper flange 12a and the web 12c. As a result, the rigidity of the beam-to-column joint, and hence the rigidity of the building frame, is reduced, and the vibration response value is reduced. This reduction in the response value improves the vibration damping effect and dampens the building frame. can do.

【0017】このとき、上記鉄骨梁12自体は上方フラ
ンジ12aとウェブ12c、つまり、該鉄骨梁12の上
端部と中間部とが鉄骨柱10に結合されるのみであるか
ら、梁端部が変形される際に該鉄骨梁12の下端部、つ
まり、下方フランジ12bの塑性変形を伴わないため、
鉄骨梁12の接続端部は弾性領域を維持した状態とな
る。このため、地震が静まるなどして振動の入力が停止
されると、鉄骨梁12自体は復帰して下方フランジ12
bは鉄骨柱10の側面10aに当接する状態となり、鉄
骨梁12bの下端部によっても荷重を支持して柱梁接合
部の所定の剛性が確保される。また、下方フランジ12
bは局部的な変形で破断するのが防止される。
At this time, since the steel beam 12 itself has only the upper flange 12a and the web 12c, that is, only the upper end portion and the middle portion of the steel beam 12 are connected to the steel column 10, the beam end is deformed. Since the lower end of the steel beam 12, that is, the lower flange 12b is not plastically deformed,
The connection end of the steel beam 12 maintains the elastic region. For this reason, when the input of vibration is stopped due to a calming of the earthquake or the like, the steel beam 12 itself returns and returns to the lower flange 12.
b comes into contact with the side surface 10a of the steel column 10, and the load is supported by the lower end of the steel beam 12b, so that the predetermined rigidity of the beam-column joint is ensured. Also, the lower flange 12
b is prevented from breaking due to local deformation.

【0018】また、上記鉄骨梁12の下方フランジ12
bの溶接が省略されるため、溶接箇所が削減されること
は勿論のこと、特に、この下方フランジ12bは現場溶
接が困難な箇所であり、この溶接困難な箇所の溶接が省
略されることから施工能率が著しく向上される。そし
て、このように溶接箇所が削減されることにより溶接量
が減少し、溶接により発生するCO2 の量を低減して環
境にも良い結果をもたらすことができる。
The lower flange 12 of the steel beam 12
Since the welding of b is omitted, the number of welding points is of course reduced, and in particular, the lower flange 12b is a place where on-site welding is difficult, and the welding of this difficult welding point is omitted. Construction efficiency is significantly improved. Then, it is possible to bring such welded portion welding amount is reduced by is reduced, the environment better results by reducing the amount of CO 2 generated by the welding.

【0019】更に、上記下方フランジ12bが当接する
鉄骨柱10は、この下方フランジ12bを溶接する必要
がないことから、該下方フランジ12bに対応する位置
に通しダイヤフラムを設けることなく、内ダイヤフラム
16で済ませることができる。この内ダイヤフラム16
は鉄骨柱10の内側に固定すればよいため、通しダイヤ
フラムに比較して溶接量が少なくて良く、この点からも
CO2 の発生量を抑制することができる。
Further, since it is not necessary to weld the lower flange 12b to the steel column 10 to which the lower flange 12b contacts, the inner diaphragm 16 does not need to be provided with a through-diaphragm at a position corresponding to the lower flange 12b. Can be done. Of which diaphragm 16
Since it is sufficient to fix the inside of the steel column 10, the amount of welding may be smaller than that of the through-diaphragm, and the amount of generated CO 2 can be suppressed from this point as well.

【0020】ところで、本実施形態において上記ウェブ
12cを溶接24により鉄骨柱10に結合した場合を開
示したが、これに限ることなく図2に示すようにボル
ト,ナットによっても結合することができる。即ち、同
図では鉄骨柱10の側面10aの上記ウェブ12cに対
応する位置に、予めガセット30を溶接して垂直に突設
しておき、このガセット30にウェブ12cを重合し
て、これら両者を図外のボルト,ナットを介して締結す
るようになっている。
In this embodiment, the web 12c is connected to the steel column 10 by welding 24. However, the present invention is not limited to this, and the web 12c can be connected by bolts and nuts as shown in FIG. That is, in the same figure, a gusset 30 is welded in advance to a position corresponding to the web 12c on the side surface 10a of the steel column 10 and vertically protruded, and the web 12c is superimposed on the gusset 30, and these two are combined. Fastening is performed via bolts and nuts not shown.

【0021】図3,図4は本発明の第2実施形態を示
し、上記実施形態と同一構成部分に同一符号を付して重
複する説明を省略して述べる。尚、図3は鉄骨柱と鉄骨
梁との接合部分を示す要部側面図、図4は同接合部分の
要部平断面図で図3中のIII −III 部位の断面である。
FIGS. 3 and 4 show a second embodiment of the present invention, in which the same components as those in the above-described embodiment are denoted by the same reference numerals, and redundant description will be omitted. FIG. 3 is a side view of an essential part showing a joint part between the steel column and the steel beam, and FIG. 4 is a plan sectional view of an essential part of the joint part, showing a section taken along the line III-III in FIG.

【0022】この実施形態は上記図1または上記図2に
示した柱梁接合部分に付加して、鉄骨梁12の下端部と
鉄骨柱10との間にエネルギー吸収部材を設けたもので
ある。即ち、この実施形態ではエネルギー吸収部材とし
て低降伏鋼50を用いてあり、図3,図4に示すように
該低降伏鋼50を、鉄骨柱10を囲繞するように配置し
て、各鉄骨梁12を連結してある。
In this embodiment, an energy absorbing member is provided between the lower end of the steel beam 12 and the steel column 10 in addition to the column-beam joint shown in FIG. 1 or FIG. That is, in this embodiment, the low-yield steel 50 is used as an energy absorbing member, and the low-yield steel 50 is arranged so as to surround the steel column 10 as shown in FIGS. 12 are connected.

【0023】また、この実施形態では上記実施形態と同
様に断面矩形状の鋼管で形成された鉄骨柱10の各側面
10aに鉄骨梁12を接続した状態を示してあり、これ
ら鉄骨梁12の接合方法は上記図1または上記図2に示
したと同様とする。尚、図3では便宜上、右側に接合し
た鉄骨梁12は図1に示したと同様にウェブ12cを突
き合わせ溶接24したものを示す一方、左側に接合した
鉄骨梁12は図2に示したと同様にガセット30を介し
てボルト,ナット結合したものを示すが、これら両結合
構造が1つの鉄骨柱10に同時に適用されるものではな
く、いずれか一方の結合構造が採用される。そして、こ
の実施形態にあっても上方フランジ12aおよびウェブ
12cが鉄骨柱10に一体に固定されるとともに、下方
フランジ12bは非溶接接触状態で鉄骨柱10に当接さ
れている。
Further, in this embodiment, similarly to the above embodiment, a state is shown in which a steel beam 12 is connected to each side surface 10a of a steel column 10 formed of a steel pipe having a rectangular cross section. The method is the same as that shown in FIG. 1 or FIG. In FIG. 3, for convenience, the steel beam 12 joined to the right side shows a web 12c butt-welded 24 as shown in FIG. 1, while the steel beam 12 joined to the left side has a gusset as shown in FIG. Although a bolt and a nut are connected via 30, these two connecting structures are not applied to one steel column 10 at the same time, and either one of the connecting structures is adopted. Also in this embodiment, the upper flange 12a and the web 12c are integrally fixed to the steel column 10, and the lower flange 12b is in contact with the steel column 10 in a non-weld contact state.

【0024】ここで、この実施形態ではそれぞれの下方
フランジ12bの端部下面にガセット52を溶接して両
側から突出しておき、隣設されるガセット52の突出部
分間に跨って上記低降伏鋼50を図外のボルト,ナット
を介して結合してある。該低降伏鋼50は、鉄骨柱10
の角部外方に沿ったく字状板として形成され、それぞれ
の低降伏鋼50を水平配置して、その両端部が上記ガセ
ット52に結合される。
In this embodiment, gussets 52 are welded to the lower surfaces of the end portions of the lower flanges 12b so as to protrude from both sides, and the low-yield steel 50 is straddled between the protruding portions of the adjacent gussets 52. Are connected via bolts and nuts not shown. The low-yield steel 50 is
Each of the low-yield steels 50 is horizontally arranged, and both ends thereof are joined to the gusset 52.

【0025】従って、この実施形態では過大な水平力が
入力されて鉄骨梁12の下方フランジ12bが鉄骨柱1
0から離間すると、この離間される際の鉄骨柱10と鉄
骨梁12との間の変位量が、この鉄骨梁12の両側に設
けた低降伏鋼50に入力されてこれを塑性変形させ、こ
の塑性変形に振動エネルギーが費やされ、延いては、こ
のエネルギーが吸収されることになる。このため、上記
実施形態で述べたように下方フランジ12bを非溶接接
触状態として、柱梁接合部の剛性が低下して振動応答値
が低減されることと相俟って、この実施形態の低降伏鋼
50によって振動エネルギーが吸収されることにより振
動減衰が増大され、建物架構の制振効果を更に増大する
ことができる。
Therefore, in this embodiment, an excessive horizontal force is input and the lower flange 12b of the steel beam 12 is
When separated from zero, the displacement between the steel column 10 and the steel beam 12 at the time of the separation is input to the low-yield steel 50 provided on both sides of the steel beam 12 to plastically deform it. Vibration energy is spent on plastic deformation, which in turn absorbs this energy. For this reason, as described in the above-described embodiment, the lower flange 12b is set in the non-weld contact state, and the rigidity of the beam-column joint is reduced and the vibration response value is reduced. By absorbing the vibration energy by the yield steel 50, the vibration damping is increased, and the vibration damping effect of the building frame can be further increased.

【0026】また、上記低降伏鋼50によって振動エネ
ルギーを吸収した後、振動入力が停止して建物架構、つ
まり鉄骨梁12が元の状態に復帰した後は、低降伏鋼5
0のみを交換すれば良い。このため、上記低降伏鋼50
によって大きな制振効果を発揮できるにもかかわらず、
事後は該低降伏鋼50のみの交換という簡単な工事で、
建物架構を元の状態に復元することができる。
After the vibration energy is absorbed by the low-yield steel 50, the vibration input is stopped and the building frame, that is, the steel beam 12 is returned to the original state.
Only 0 needs to be replaced. For this reason, the low yield steel 50
Despite the great vibration damping effect,
After the fact, it is a simple construction that only the low yielding steel 50 is replaced,
The building frame can be restored to its original state.

【0027】ところで、この実施形態の接合方法では建
物架構の振幅の比較的少ない部位、例えば、建物コアの
周囲近傍などに適用することにより、低降伏鋼50によ
るエネルギー吸収機能をより効果的に行うことができ
る。また、上記低降伏鋼50は、板状に形成したものを
水平配置して各鉄骨梁12間に結合したが、これに限る
ことなく図5に示すように低降伏鋼50を略三角形状に
形成して、これを下方フランジ12bの下面と鉄骨柱1
0の側面10aとに跨って直角に取り付けても、鉄骨柱
10と鉄骨梁12との間の変位量を、この三角形状の低
降伏鋼50によって吸収することができる。
By the way, in the joining method of this embodiment, the energy absorption function of the low-yield steel 50 is more effectively performed by applying the method to a portion of the building frame having a relatively small amplitude, for example, the vicinity of the periphery of the building core. be able to. The low-yield steel 50 is formed in a plate shape and horizontally connected to each other between the steel beams 12, but is not limited to this, and as shown in FIG. The lower surface of the lower flange 12b and the steel column 1
Even if the steel column 10 is mounted at a right angle across the side surface 10a, the displacement between the steel column 10 and the steel beam 12 can be absorbed by the triangular low-yield steel 50.

【0028】図6,図7は本発明の第3実施形態を示
し、上記実施形態と同一構成部分に同一符号を付して重
複する説明を省略して述べる。尚、図6は鉄骨柱と鉄骨
梁との接合部分を示す要部側面図、図7は同接合部分の
要部平断面図で図6中のVII −VII 線部位の断面であ
る。
FIGS. 6 and 7 show a third embodiment of the present invention, in which the same components as those in the above-described embodiment are denoted by the same reference numerals and will not be described. FIG. 6 is a side view of an essential part showing a joint part between the steel column and the steel beam, and FIG. 7 is a sectional plan view of the essential part of the joint part, taken along line VII-VII in FIG.

【0029】この実施形態はエネルギー吸収部材として
摩擦発生機構60を用いたもので、この摩擦発生機構6
0は、鉄骨梁12の下方フランジ12bの下面に対応す
る位置に、鉄骨柱10から水平に突設したガセット62
と、このガセット62の上面と下方フランジ12bの下
面とを摺接させて、両者間に圧接力を付加する付勢手段
64とを備えて構成される。付勢手段64は、下方フラ
ンジ12bとガセット62とにボルト66を貫通させる
とともに、皿ばねワッシャ68を通してナット66aで
締め付ける構成となっている。また、下方フランジ12
bおよびガセット62に形成されるボルト66の挿通穴
は、少なくとも一方が梁方向に長穴となっている。
In this embodiment, a friction generating mechanism 60 is used as an energy absorbing member.
Numeral 0 denotes a gusset 62 projecting horizontally from the steel column 10 at a position corresponding to the lower surface of the lower flange 12b of the steel beam 12.
And a biasing means 64 for slidingly contacting the upper surface of the gusset 62 and the lower surface of the lower flange 12b to apply a pressing force therebetween. The urging means 64 has a configuration in which a bolt 66 penetrates through the lower flange 12b and the gusset 62 and is tightened with a nut 66a through a disc spring washer 68. Also, the lower flange 12
At least one of the insertion holes for the bolt 66 formed in the b and the gusset 62 has an elongated hole in the beam direction.

【0030】従って、上記摩擦発生機構60は、鉄骨梁
12の下方フランジ12bが鉄骨柱から離間した際に、
この下方フランジ12bとガセット62とを付勢手段6
4による大きな圧接力をもって摺動させる。このとき大
きな摩擦力が発生し、この摩擦力を発生するために振動
エネルギーが費やされてエネルギー吸収される。また、
この実施形態では特に皿ばねワッシャ68を用いたこと
により、この皿ばねワッシャ68の非線形特性を有効利
用して、皿ばねワッシャ68のたわみ変化に対して常時
一定の弾発力を発生させることができ、延いては、上記
下方フランジ12bとガセット62との間に発生する摩
擦力を一定にすることができる。
Therefore, when the lower flange 12b of the steel beam 12 is separated from the steel column, the friction generating mechanism 60 is used.
The lower flange 12b and the gusset 62 are biased by the urging means 6
4 is slid with a large pressing force. At this time, a large frictional force is generated, and vibration energy is consumed to generate the frictional force and the energy is absorbed. Also,
In this embodiment, in particular, since the disc spring washer 68 is used, it is possible to constantly generate a constant elastic force against a change in the bending of the disc spring washer 68 by effectively utilizing the nonlinear characteristic of the disc spring washer 68. Accordingly, the frictional force generated between the lower flange 12b and the gusset 62 can be made constant.

【0031】また、この実施形態ではエネルギー吸収部
材として摩擦発生機構60をもちいたので、振動入力の
停止により建物架構が元の状態に復帰すると、下方フラ
ンジ12bとガセット62は破壊されることなく、これ
ら両者の相対位置も元の状態に復帰するので、振動入力
後の交換を必要としない。
In this embodiment, the friction generating mechanism 60 is used as an energy absorbing member. Therefore, when the building frame returns to the original state due to the stop of the vibration input, the lower flange 12b and the gusset 62 are not broken, Since the relative positions of these two also return to the original state, there is no need to replace them after the vibration input.

【0032】ところで、この実施形態では上記ガセット
62を水平に突設して、下方フランジ12bに摺接させ
た場合を開示したが、これに限ることなく図8または図
9に示すように、鉄骨柱10から垂直に突設したガセッ
ト62a,62bを用いて摩擦力を発生させることもで
きる。
In this embodiment, the case where the gusset 62 is horizontally protruded and slidably contacted with the lower flange 12b is disclosed. However, the present invention is not limited to this, and as shown in FIG. The frictional force can also be generated by using gussets 62a and 62b vertically protruding from the column 10.

【0033】即ち、図8の実施形態では鉄骨柱10の側
面10aから下方フランジ12bの下側に位置してガセ
ット62aを垂直に突設する一方、この下方フランジ1
2bから摩擦プレート70をガセット62aと平行に垂
設して、これらガセット62aと摩擦プレート70とを
摺接させるとともに、これら両者間に上記摩擦発生機構
60を設けてある。また、図9の実施形態では鉄骨柱1
0の側面10aから下方フランジ12bの上側に位置し
てガセット62bを垂直に突設し、このガセット62b
をウェブ12cに摺接させ、かつ、これらガセット62
bとウェブ12cとの間に上記摩擦発生機構60を設け
てある。
That is, in the embodiment shown in FIG. 8, the gusset 62a is vertically protruded from the side surface 10a of the steel column 10 below the lower flange 12b, while the lower flange 1
From 2b, a friction plate 70 is suspended from the gusset 62a in parallel with the gusset 62a to bring the gusset 62a into sliding contact with the friction plate 70, and the friction generating mechanism 60 is provided between the two. Further, in the embodiment shown in FIG.
A gusset 62b is provided vertically above the lower flange 12b from the side surface 10a of the gusset 62b.
Is brought into sliding contact with the web 12c, and these gussets 62
The friction generating mechanism 60 is provided between the web b and the web 12c.

【0034】因みに、上述した各実施形態では鉄骨柱1
0として断面矩形状の鋼管を用い、かつ、鉄骨梁12と
してH型鋼を用いた場合を開示したが、これに限ること
なく鉄骨柱10は断面円形状またはその他の多角形状の
鋼管若しくは型鋼を用いても良く、また、鉄骨梁12は
H型鋼以外の型鋼若しくはその他の断面形状を有する鋼
材を用いることができる。
Incidentally, in each of the above embodiments, the steel column 1
Although a case where a steel pipe having a rectangular cross-section is used as 0 and an H-shaped steel is used as the steel beam 12 is disclosed, the steel column 10 is not limited to this, and uses a steel pipe or a steel pipe having a circular cross-section or another polygonal shape. Alternatively, the steel beam 12 may be made of a section steel other than the H-section steel or a steel material having another cross-sectional shape.

【0035】[0035]

【発明の効果】以上説明したように本発明の請求項1に
示す鉄骨柱と鉄骨梁との接合方法にあっては、鉄骨梁の
上端部を溶接により、かつ、中間部を溶接またはボル
ト,ナットにより鉄骨柱に一体に固定する一方、鉄骨梁
の下端部を鉄骨柱に当接させて非溶接接触状態としたの
で、振動が入力されない通常の静荷重支持状態では、鉄
骨梁の下端部は鉄骨柱に当接された状態を維持して荷重
支持し、柱梁接合部に所定の剛性を確保することができ
る。
As described above, in the method for joining a steel column and a steel beam according to the first aspect of the present invention, the upper end of the steel beam is welded, and the intermediate portion is welded or bolted. While the nut is integrally fixed to the steel column, the lower end of the steel beam is brought into contact with the steel column in a non-weld contact state, so in a normal static load support state where vibration is not input, the lower end of the steel beam is A load is supported while maintaining the state of contact with the steel column, and a predetermined rigidity can be secured at the beam-column joint.

【0036】一方、地震などの振動が入力されて、該鉄
骨梁に作用する応力が増大すると、当該下端部が鉄骨柱
から離間して柱梁接合部の剛性、延いては建物架構の剛
性を低下して振動応答値を低減し、これによって振動減
衰して建物架構を効果的に制振することができる。この
とき、上記鉄骨梁自体は上端部と中間部とが鉄骨柱に結
合されるのみであるから、梁端部が変形される際に弾性
領域を維持した状態となり、地震が静まるなどして振動
の入力が停止されると、鉄骨梁自体は復帰して下端部が
鉄骨柱に当接して荷重を支持し、柱梁接合部に所定の剛
性を確保することができる。
On the other hand, when a vibration such as an earthquake is input and the stress acting on the steel beam increases, the lower end is separated from the steel column, and the rigidity of the beam-column joint, that is, the rigidity of the building frame is increased. As a result, the vibration response value is reduced, whereby the vibration is damped and the building frame can be effectively damped. At this time, since the steel beam itself has only an upper end portion and an intermediate portion joined to the steel column, the elastic region is maintained when the beam end portion is deformed, and vibrations such as an earthquake calm down. Is stopped, the steel beam itself returns, and the lower end abuts against the steel column to support the load, and a predetermined rigidity can be secured at the beam-column joint.

【0037】また、鉄骨梁の下端部を溶接する必要がな
いことから、建物架構の施工性が向上するとともに、全
体の溶接量が減少してCO2 の発生を抑制して環境にも
良い結果をもたらすことができる。
Further, since it is not necessary to weld the lower end of the steel beam, the workability of the building frame is improved, and the amount of welding is reduced to suppress the generation of CO 2 , which is good for the environment. Can be brought.

【0038】請求項2では上記請求項1の接合方法に加
えて、鉄骨柱に非溶接接触状態で当接した鉄骨梁の下端
部と該鉄骨柱との間にエネルギー吸収部材を設けたの
で、過大な水平力が入力されて鉄骨梁の下端部が鉄骨柱
から離間すると、この離間される際の鉄骨柱と鉄骨梁と
の間の変位量が上記エネルギー吸収部材に入力されて、
振動エネルギーを吸収することができ、これによって振
動減衰が増大されて建物架構の制振効果を更に増大する
ことができるという優れた効果を奏する。
According to a second aspect, in addition to the joining method of the first aspect, an energy absorbing member is provided between the lower end portion of the steel beam that abuts on the steel column in a non-weld contact state and the steel column. When the excessive horizontal force is input and the lower end of the steel beam is separated from the steel column, the amount of displacement between the steel column and the steel beam when separated is input to the energy absorbing member,
Vibration energy can be absorbed, thereby providing an excellent effect that vibration damping is increased and the vibration damping effect of the building frame can be further increased.

【図面の簡単な説明】[Brief description of the drawings]

【図1】本発明の第1実施形態を示す要部側面図であ
る。
FIG. 1 is a side view of a main part showing a first embodiment of the present invention.

【図2】本発明の第1実施形態の他の実施形態を示す要
部側面図である。
FIG. 2 is a main part side view showing another embodiment of the first embodiment of the present invention.

【図3】本発明の第2実施形態を示す要部側面図であ
る。
FIG. 3 is a main part side view showing a second embodiment of the present invention.

【図4】本発明の第2実施形態を示す要部平断面図であ
る。
FIG. 4 is a main part plan sectional view showing a second embodiment of the present invention.

【図5】本発明の第2実施形態の他の実施形態を示す要
部側面図である。
FIG. 5 is a main part side view showing another embodiment of the second embodiment of the present invention.

【図6】本発明の第3実施形態を示す要部側面図であ
る。
FIG. 6 is a main part side view showing a third embodiment of the present invention.

【図7】本発明の第3実施形態を示す要部平断面図であ
る。
FIG. 7 is a main part plan sectional view showing a third embodiment of the present invention.

【図8】本発明の第3実施形態の他の実施形態を示す要
部側面図である。
FIG. 8 is a main part side view showing another embodiment of the third embodiment of the present invention.

【図9】本発明の第3実施形態の更に他の実施形態を示
す要部側面図である。
FIG. 9 is a side view of a main part showing still another embodiment of the third embodiment of the present invention.

【図10】従来の鉄骨柱と鉄骨梁との接合方法を示す要
部側面図である。
FIG. 10 is a main part side view showing a conventional method for joining a steel column and a steel beam.

【図11】従来の接合方法で接続された鉄骨柱と鉄骨梁
の振動入力状態を示す要部側面図である。
FIG. 11 is a side view of a main part showing a vibration input state of a steel column and a steel beam connected by a conventional joining method.

【符号の説明】[Explanation of symbols]

10 鉄骨柱 12 鉄骨梁 12a 上方フランジ(上端部) 12b 下方フランジ(下端部) 12c ウェブ(中間部) 50 低降伏鋼(エネルギー吸収部材) 60 摩擦発生機構(エネルギー吸収部材) Reference Signs List 10 steel column 12 steel beam 12a upper flange (upper end) 12b lower flange (lower end) 12c web (middle part) 50 low yield steel (energy absorbing member) 60 friction generating mechanism (energy absorbing member)

Claims (2)

【特許請求の範囲】[Claims] 【請求項1】 鉄骨柱と鉄骨梁とを接合して構築される
建物架構にあって、鉄骨梁の上端部を鉄骨柱に溶接する
とともに、該鉄骨梁の上下端間の中間部を鉄骨柱に溶接
またはボルト,ナット結合し、かつ、該鉄骨梁の下端部
を鉄骨柱に非溶接接触状態とすることを特徴とする鉄骨
柱と鉄骨梁との接合方法。
In a building frame constructed by joining a steel column and a steel beam, an upper end of the steel beam is welded to the steel column, and an intermediate portion between upper and lower ends of the steel beam is connected to the steel column. A method of joining a steel column and a steel beam, wherein the steel beam is connected to a steel column by welding or bolts and nuts, and the lower end of the steel beam is not welded to the steel column.
【請求項2】 鉄骨柱と鉄骨梁とを接合して構築される
建物架構にあって、鉄骨梁の上端部を鉄骨柱に溶接する
とともに、該鉄骨梁の上下端間の中間部を鉄骨柱に溶接
またはボルト,ナット結合し、かつ、該鉄骨梁の下端部
を鉄骨柱に非溶接接触状態とするとともに、これら下端
部と鉄骨柱との間にエネルギー吸収部材を設けたことを
特徴とする鉄骨柱と鉄骨梁との接合方法。
2. In a building frame constructed by joining a steel column and a steel beam, an upper end of the steel beam is welded to the steel column, and an intermediate portion between upper and lower ends of the steel beam is connected to the steel column. And a lower end of the steel beam is brought into non-weld contact with the steel column, and an energy absorbing member is provided between the lower end and the steel column. How to join steel columns and steel beams.
JP10199321A 1998-07-14 1998-07-14 Joining method for steel framed column and steel framed beam Pending JP2000027297A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP10199321A JP2000027297A (en) 1998-07-14 1998-07-14 Joining method for steel framed column and steel framed beam

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP10199321A JP2000027297A (en) 1998-07-14 1998-07-14 Joining method for steel framed column and steel framed beam

Publications (1)

Publication Number Publication Date
JP2000027297A true JP2000027297A (en) 2000-01-25

Family

ID=16405861

Family Applications (1)

Application Number Title Priority Date Filing Date
JP10199321A Pending JP2000027297A (en) 1998-07-14 1998-07-14 Joining method for steel framed column and steel framed beam

Country Status (1)

Country Link
JP (1) JP2000027297A (en)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003184177A (en) * 2001-12-13 2003-07-03 Shimizu Corp Structure for connecting column and beam in steel-frame building
CN103114733A (en) * 2013-02-07 2013-05-22 天津大学 Rectangular steel pipe concrete column steel beam lower bolt upper welding outer rib annular plate node construction method
CN103161224A (en) * 2013-03-07 2013-06-19 天津大学 Rectangular concrete filled steel tubular column - steel beam connection node and construction methods thereof
CN103967133A (en) * 2014-04-18 2014-08-06 天津大学 Stud welding mixed connection node of rectangular concrete filled steel tubular column and H-shaped steel girder
CN105464221A (en) * 2015-12-28 2016-04-06 天津大学 Partition plate penetrating node for connecting rectangular steel tube concrete column with box-shaped steel beam
JP2020023785A (en) * 2018-08-06 2020-02-13 日本製鉄株式会社 Scallop and beam end field joint using the same

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003184177A (en) * 2001-12-13 2003-07-03 Shimizu Corp Structure for connecting column and beam in steel-frame building
CN103114733A (en) * 2013-02-07 2013-05-22 天津大学 Rectangular steel pipe concrete column steel beam lower bolt upper welding outer rib annular plate node construction method
CN103114733B (en) * 2013-02-07 2015-03-04 天津大学 Rectangular steel pipe concrete column steel beam lower bolt upper welding outer rib annular plate node construction method
CN103161224A (en) * 2013-03-07 2013-06-19 天津大学 Rectangular concrete filled steel tubular column - steel beam connection node and construction methods thereof
CN103967133A (en) * 2014-04-18 2014-08-06 天津大学 Stud welding mixed connection node of rectangular concrete filled steel tubular column and H-shaped steel girder
CN103967133B (en) * 2014-04-18 2016-09-07 天津大学 Rectangular steel-tube concrete column and H profile steel beam bolted and welded connection node
CN105464221A (en) * 2015-12-28 2016-04-06 天津大学 Partition plate penetrating node for connecting rectangular steel tube concrete column with box-shaped steel beam
JP2020023785A (en) * 2018-08-06 2020-02-13 日本製鉄株式会社 Scallop and beam end field joint using the same

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