JP2880686B2 - Column head beam-to-column welding-free joint structure - Google Patents

Column head beam-to-column welding-free joint structure

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Publication number
JP2880686B2
JP2880686B2 JP9061696A JP9061696A JP2880686B2 JP 2880686 B2 JP2880686 B2 JP 2880686B2 JP 9061696 A JP9061696 A JP 9061696A JP 9061696 A JP9061696 A JP 9061696A JP 2880686 B2 JP2880686 B2 JP 2880686B2
Authority
JP
Japan
Prior art keywords
column
plate
bolt
rectangular steel
bolted
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.)
Expired - Fee Related
Application number
JP9061696A
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Japanese (ja)
Other versions
JPH09256461A (en
Inventor
章 福田
Original Assignee
大和ハウス工業株式会社
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Filing date
Publication date
Application filed by 大和ハウス工業株式会社 filed Critical 大和ハウス工業株式会社
Priority to JP9061696A priority Critical patent/JP2880686B2/en
Publication of JPH09256461A publication Critical patent/JPH09256461A/en
Application granted granted Critical
Publication of JP2880686B2 publication Critical patent/JP2880686B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

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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】この発明は、角形鋼管柱にお
ける柱頭部の柱梁無溶接接合構造に関する。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a column-beam non-weld joint structure for a column head of a square steel tubular column.
【0002】[0002]
【従来の技術と発明が解決しようとする課題】従来、角
形鋼管柱の柱頭部にH形鋼製の梁を接合する場合、溶接
によって行っていた。しかし、このような接合構造では
現場溶接となるため、専門職が必要になるばかりか、品
質管理が容易でなく、コストアップを招き、工期も長く
なる等の問題点がある。なお、柱頭部に梁をスプリット
ティー等でボルト接合するものもあるが、その場合、柱
の側面における梁の上側にボルト接合用の長さ部分が必
要であり、梁天より柱頭の天面までの距離が長く必要と
なる。このため納まりが悪い。
2. Description of the Related Art Conventionally, when an H-shaped steel beam is joined to a column head of a square steel tubular column, welding has been performed. However, since such a joint structure requires on-site welding, not only is a specialist required, but quality control is not easy, costs are increased, and the construction period is prolonged. In addition, there is a thing which bolts a beam to the capital of a column with a split tee, etc., but in that case, a length part for bolt connection is necessary above the beam on the side of the column, and from the beam top to the top of the column capital Long distance is required. For this reason, the payment is poor.
【0003】この発明は、このような課題を解消し、品
質の安定とコスト低下が可能で、工期も短縮でき、また
梁から柱頭が突出せず、納まりの良い柱頭部の柱梁無溶
接接合構造を提供することを目的とする。
The present invention solves such problems, stabilizes quality and lowers costs, shortens the construction period, and does not project the capital from a beam, so that beam-to-column welding of a good capital can be achieved. The purpose is to provide a structure.
【0004】[0004]
【課題を解決するための手段】この発明の柱頭部の柱梁
無溶接接合構造は、角形鋼管柱の上端内面における四側
面にアングル材を各々ボルト接合し、前記角形鋼管柱の
上面に配置されて梁接合片が複数方向に伸びる水平なト
ッププレートを前記各アングル材にボルト接合し、H形
鋼製の梁の端部における上フランジを前記トッププレー
トの梁接合片にボルト接合し、前記梁の端部における下
側部分を、この梁に設けられたエンドプレートまたは前
記梁の下フランジにボルト接合されたスプリットティを
介して前記角形鋼管柱の周壁にボルト接合したものであ
る。この構成によれば、角形鋼管柱の柱頭部における梁
との接合を、すべてボルト接合により行うことができ
る。そのため、品質が安定し、コストダウンが可能で、
工期も短縮できる。また、柱頭のトッププレートに上フ
ランジをボルト止めするので、梁天から柱頭の上端面ま
での距離が短くて納まりが良い。
According to the present invention, there is provided a column-beam-no-weld joint structure for a column head, in which angle members are bolted to four side surfaces on the inner surface of the upper end of a rectangular steel tube column, respectively, and are disposed on the upper surface of the rectangular steel tube column. A horizontal top plate having a beam connecting piece extending in a plurality of directions is bolted to each of the angle members, and an upper flange at an end of the beam made of H-section steel is bolted to a beam connecting piece of the top plate. Is connected to the peripheral wall of the rectangular steel pipe column via an end plate provided on the beam or a split tee bolted to a lower flange of the beam. According to this configuration, all the joints with the beams at the column heads of the rectangular steel tube columns can be performed by bolt joints. Therefore, the quality is stable, the cost can be reduced,
The construction period can also be shortened. In addition, since the upper flange is bolted to the top plate of the capital, the distance from the beam top to the upper end surface of the capital is short and fits well.
【0005】この構成において、前記角形鋼管柱の柱頭
部における少なくとも梁接合高さ範囲を、加熱および圧
縮により管壁を増肉させた厚肉部としてもよい。この構
成の場合、角形鋼管柱にボルト挿通孔を形成しても、ボ
ルト挿通孔による断面欠損を補って十分な強度を持たせ
ることができる。また、厚肉部は鋼管を加熱および圧縮
により増肉加工したものであるため、鋳鉄管等を用いる
場合に比べて材料コストが易くて済む。前記厚肉部は、
角形鋼管柱の柱頭部における梁接合高さ範囲の下半部の
みであっても良い。角形鋼管柱の上端部、つまり梁の上
フランジと対応する部分はトッププレートによる補剛効
果が得られるが、梁の下フランジと対応する部分はこの
ような補剛効果が得られないため、厚肉部で強度確保す
ることになる。このように厚肉部を少なくすることで、
角形鋼管柱を必要強度に対して無駄のないものとでき、
コスト低下が図れる。
[0005] In this configuration, at least the beam joining height range at the column head of the square steel tubular column may be a thick portion in which the wall of the tube is increased by heating and compression. In the case of this configuration, even if the bolt insertion hole is formed in the square steel pipe column, sufficient strength can be provided by compensating for the cross-sectional loss due to the bolt insertion hole. In addition, since the thick-walled portion is obtained by increasing the thickness of a steel pipe by heating and compression, the material cost can be reduced as compared with the case of using a cast iron pipe or the like. The thick part,
Only the lower half of the beam joint height range at the column head of the rectangular steel tubular column may be used. The upper end of the rectangular steel tube column, that is, the portion corresponding to the upper flange of the beam can obtain the stiffening effect by the top plate, but the portion corresponding to the lower flange of the beam cannot obtain such a stiffening effect. The strength is secured in the meat part. By reducing the thick part in this way,
It is possible to make the rectangular steel tube column lean against the required strength,
Cost can be reduced.
【0006】前記厚肉部を設ける代わりに、前記角形鋼
管柱の柱頭部における四側面に、少なくとも梁接合高さ
範囲にわたって内部補強プレートを重ね、この内部補強
プレートの内面に前記アングル材をボルト接合し、かつ
前記エンドプレートまたはスプリットティと角形鋼管柱
とのボルト接合を、前記内部補強プレートを貫通するボ
ルトで行ってもよい。この構成の場合、加熱や圧縮によ
る増肉加工を施すことなく、簡単な構成により角形鋼管
柱におけるボルト接合部に十分な強度を持たせることが
できる。なお、角形鋼管柱の四側面に重ねる内部補強プ
レートは、角形鋼管柱の梁接合高さ範囲における下半部
のみであっても良い。また、前記各構成において、前記
トッププレートの略中央に開口を設けてもよい。この構
成の場合、トッププレートとアングル材とのボルト接
合、および角形鋼管柱の周壁と梁端部の下部とのボルト
接合を、前記開口から手を差し込むことにより、通常の
高力ボルトを使用して行えるので、コストダウンを図る
ことができる。また、前記各構成において、前記トップ
プレートを非開口のものとし、前記エンドプレートまた
はスプリットティと角形鋼管柱とを接合するボルトをワ
ンサイドボルトとしてもよい。この構成の場合、角形鋼
管柱内に手を差し込むことなく、全てのボルト接合作業
を外側からの作業だけで行うことができ、作業が簡単に
なる。
Instead of providing the thick portion, an internal reinforcing plate is overlapped on at least four beam joining height ranges on the four side surfaces of the column head of the rectangular steel tubular column, and the angle member is bolted to the inner surface of the internal reinforcing plate. Further, the bolt connection between the end plate or the split tee and the rectangular steel pipe column may be performed by a bolt penetrating the internal reinforcing plate. In the case of this configuration, the bolt joint portion of the square steel tubular column can have sufficient strength with a simple configuration without performing a wall-thickening process by heating or compression. In addition, the internal reinforcement plate which overlaps with the four side surfaces of the square steel pipe column may be only the lower half of the beam connection height range of the square steel pipe column. In each of the above configurations, an opening may be provided substantially at the center of the top plate. In the case of this configuration, a normal high-strength bolt is used by manually inserting a bolt from the opening to the bolt connection between the top plate and the angle member and the bolt connection between the peripheral wall of the square steel tubular column and the lower part of the beam end. Cost can be reduced. In each of the above configurations, the top plate may be unopened, and the bolt that joins the end plate or the split tee to the rectangular steel pipe column may be a one-side bolt. In the case of this configuration, all bolt joining operations can be performed only from the outside without inserting a hand into the square steel pipe column, and the operation is simplified.
【0007】[0007]
【発明の実施の形態】この発明の第1の実施形態を図1
と共に説明する。この実施形態の柱頭部の柱梁無溶接接
合構造は、角形鋼管柱1の柱頭部にH形鋼製の梁2をボ
ルト接合したものである。角形鋼管柱1の柱頭部におけ
る梁接合高さ範囲は、誘導加熱および圧縮により管壁を
増肉加工して厚肉部1aとしてある。角形鋼管柱1の上
端内面における四側面には、各々アングル材3をボルト
接合する。すなわち、各アングル材3の一片3aから角
形鋼管柱1の上端の周壁を貫通する高力ボルト4で、各
アングル材3を角形鋼管柱1の上端内面の四側面にそれ
ぞれ接合し、これにより、各アングル材3をそれらの他
の一片3bの表面が角形鋼管柱1の上端と同一平面とな
る姿勢に固定する。
FIG. 1 shows a first embodiment of the present invention.
It is explained together with. The column-beam-no-weld joint structure of the column head of this embodiment is such that a beam 2 made of H-section steel is bolted to the column head of the square steel tube column 1. The beam joining height range at the column head of the rectangular steel tube column 1 is a thick portion 1a obtained by increasing the wall thickness of the tube wall by induction heating and compression. An angle member 3 is bolted to each of four inner side surfaces of the upper end of the rectangular steel tube column 1. That is, each angle member 3 is joined to the four inner side surfaces of the upper end of the square steel tube column 1 by high-strength bolts 4 penetrating from the one piece 3a of each angle member 3 to the peripheral wall at the upper end of the square steel tube column 1, Each angle member 3 is fixed in such a position that the surface of the other piece 3b is flush with the upper end of the rectangular steel tube column 1.
【0008】角形鋼管柱1の上面には、梁接合片5aが
互いに90°の角度を開けて複数方向(ここでは3方
向)に伸びる水平なトッププレート5をボルト接合す
る。すなわち、前記各アングル材3の一片3bからトッ
ププレート5を貫通する高力ボルト6で、トッププレー
ト5を前記各アングル材3に締付け固定する。このボル
ト接合作業は、トッププレート5の略中央に設けた円形
開口7から角型鋼管柱1内に手を差し込むことにより行
える。
On the upper surface of the rectangular steel tubular column 1, a beam joint piece 5a is bolted to a horizontal top plate 5 extending in a plurality of directions (here, three directions) at an angle of 90 ° to each other. That is, the top plate 5 is fastened and fixed to each of the angle members 3 by a high-strength bolt 6 that penetrates the top plate 5 from one piece 3b of each of the angle members 3. This bolt joining operation can be performed by inserting a hand into the square steel tubular column 1 through a circular opening 7 provided substantially at the center of the top plate 5.
【0009】梁2の端部における上フランジ2aは、ト
ッププレート5の一つの梁接合片5aの下面に重ね、そ
の梁接合片5aにボルト接合する。すなわち、梁2の上
フランジ2aからトッププレート5の梁接合片5aを貫
通する高力ボルト4で、上フランジ5aを梁接合片5a
に締付け固定する。梁2の端部における下フランジ2b
は、この下フランジ2bに溶接したエンドプレート10
を介して角形鋼管柱1の周壁にボルト接合する。すなわ
ち、角形鋼管柱1の周壁から前記エンドプレート10を
貫通する高力ボルト6で、エンドプレート10を角形鋼
管柱1の周壁に締付け固定する。エンドプレート10
は、梁端部の下側部分に局部的に設けたものであって、
下フランジ2bの上下に延びている。このボルト接合作
業においても、トッププレート5の略中央に設けた円形
開口7から角型鋼管柱1内に手を差し込んで高力ボルト
6を貫通させことができるので、ボルト接合作業を容易
に行うことができる。
The upper flange 2a at the end of the beam 2 overlaps with the lower surface of one beam joining piece 5a of the top plate 5, and is bolted to the beam joining piece 5a. That is, the upper flange 5a is connected to the beam joining piece 5a by the high-strength bolt 4 penetrating the beam joining piece 5a of the top plate 5 from the upper flange 2a of the beam 2.
To secure. Lower flange 2b at end of beam 2
Is an end plate 10 welded to the lower flange 2b.
Is bolted to the peripheral wall of the square steel tubular column 1 via the. That is, the end plate 10 is fastened and fixed to the peripheral wall of the rectangular steel tube column 1 by the high-strength bolts 6 penetrating the end plate 10 from the peripheral wall of the rectangular steel tube column 1. End plate 10
Is provided locally on the lower part of the beam end,
It extends up and down the lower flange 2b. Also in this bolt joining operation, the high-strength bolt 6 can be penetrated by inserting a hand into the square steel tubular column 1 through the circular opening 7 provided substantially at the center of the top plate 5, so that the bolt joining operation is easily performed. be able to.
【0010】この柱梁無溶接接合構造によると、角形鋼
管柱1の柱頭部における梁2との接合を、全てボルト接
合により行うことができるので、品質が安定し、コスト
低下が可能で、工期も短縮できる。また、使用するボル
トも比較的安価な高力ボルト4,6で良いので、一層、
コスト低下を図ることができる。角形鋼管柱1にはボル
ト挿通孔を形成するが、厚肉部1aに形成するため、断
面欠損を補って十分な強度を持たせることができる。ま
た、厚肉部1aで強度確保できるため、柱・梁の剛接合
が行える。厚肉部1aは、鋼管を加熱および圧縮により
増肉加工したものであるため、鋳鉄管等を用いる場合に
比べて材料コストが安くて済む。
[0010] According to the column-beam non-weld joint structure, the joint of the rectangular steel tube column 1 with the beam 2 at the column head can be entirely performed by bolt joining, so that the quality is stable and the cost can be reduced. Can also be shortened. Also, since the bolts to be used may be relatively inexpensive high-strength bolts 4 and 6,
Cost can be reduced. Although the bolt insertion hole is formed in the square steel pipe column 1, since it is formed in the thick portion 1a, sufficient strength can be provided by compensating for the sectional defect. Further, since the strength can be ensured by the thick portion 1a, the column and the beam can be rigidly joined. Since the thick-walled portion 1a is formed by increasing the thickness of a steel pipe by heating and compression, the material cost can be reduced as compared with the case where a cast iron pipe or the like is used.
【0011】図2および図3は、この発明の第2の実施
形態を示す。この実施形態は、図1に示す柱梁無溶接接
合構造において、トッププレート5の円形開口7を無く
し、前記各アングル材3とトッププレート5とのボルト
接合、および前記エンドプレート10と角形鋼管柱1と
のボルト接合にワンサイドボルト11を使用したもので
ある。その他の構成は図1の場合と同様である。
FIGS. 2 and 3 show a second embodiment of the present invention. This embodiment eliminates the circular opening 7 of the top plate 5 in the column-beam non-welded joint structure shown in FIG. 1, bolts the angle members 3 to the top plate 5, and connects the end plate 10 to the square steel tube column. The one-side bolt 11 is used for the bolt connection with the bolt 1. Other configurations are the same as those in FIG.
【0012】図3は、そのワンサイドボルト11を使用
して前記エンドプレート10を角形鋼管柱1の周壁に締
付け固定する締結過程例を示す。この例のワンサイドボ
ルト11は、図3(A)のように先端側が軟質筒部12
a、基端側が硬質筒部12bに形成されたパイプ材12
と、先端にストッパ部13aを有し基端側にくびれ部1
3bを有するねじ軸13と、シェア座金14aと、受け
リング14と、ナット15とを有する。このナット15
の締付けにより、図3(B)のように軟質筒部12aが
外側へ鍔状に塑性変形しかつシェア座金14aが剪断
し、軟質筒部12aの鍔状塑性変形部分12aaとナッ
ト15との間で角形鋼管柱1とエンドプレート10とが
挟持される。なお、アングル材3へのトッププレート5
のボルト接合についても、ワンサイドボルト11によ
り、トッププレート5の表面側だけからの作業で行うこ
とができる。
FIG. 3 shows an example of a fastening process in which the end plate 10 is fastened and fixed to the peripheral wall of the square steel tube column 1 using the one-side bolt 11. As shown in FIG. 3A, the one-side bolt 11 of this example has a soft cylindrical portion 12 at the distal end.
a, a pipe material 12 whose base end is formed in a hard cylindrical portion 12b
And a constricted portion 1 having a stopper portion 13a at the distal end and a proximal end side.
3b, a screw shaft 13, a shear washer 14a, a receiving ring 14, and a nut 15. This nut 15
3B, the soft cylindrical portion 12a is plastically deformed outward in a flange shape and the shear washer 14a is sheared, as shown in FIG. 3B, so that the soft cylindrical portion 12a and the nut 15 are deformed. , The rectangular steel tube column 1 and the end plate 10 are sandwiched. In addition, the top plate 5 to the angle material 3
Can be performed only from the front side of the top plate 5 by the one-side bolt 11.
【0013】図4はこの発明の第3の実施形態を示す。
この実施形態は、図1に示す柱梁無溶接接合構造におい
て、梁2の下フランジ2bを、エンドプレート10を介
して角形鋼管柱1にボルト接合したのに代えて、スプリ
ットティ16を介してボルト接合したものである。その
他の構成は図1の例と同じである。スプリットティ16
は、縦片16aを角形鋼管柱1の周壁に重ね、その周壁
および縦片16aを貫通する高力ボルト6で締付け固定
する。スプリットティ16の横片16bは、梁2の下フ
ランジ2bの下面に重ね、高力ボルト4で締付け固定す
る。前記スプリットティ16の縦片16aを角形鋼管柱
1にボルト接合する作業では、図1の例と同様にトップ
プレート5の略中央に設けた円形開口7を利用する。
FIG. 4 shows a third embodiment of the present invention.
In this embodiment, the lower flange 2b of the beam 2 is bolted to the rectangular steel tube column 1 via the end plate 10 in the column-beam non-weld joint structure shown in FIG. It is bolted. Other configurations are the same as those in the example of FIG. Split tee 16
The vertical piece 16a is overlapped on the peripheral wall of the rectangular steel tubular column 1, and is fastened and fixed with a high-strength bolt 6 penetrating the peripheral wall and the vertical piece 16a. The horizontal piece 16b of the split tee 16 is placed on the lower surface of the lower flange 2b of the beam 2, and is fixedly fastened with the high-strength bolt 4. In the work of bolting the vertical piece 16a of the split tee 16 to the square steel tubular column 1, a circular opening 7 provided substantially at the center of the top plate 5 is used as in the example of FIG.
【0014】図5(A)はこの発明の第4の実施形態を
示す。この実施形態は、図4に示す柱梁無溶接接合構造
において、トッププレート5の円形開口7を無くし、前
記アングル材3とトッププレート5とのボルト接合、お
よび前記スプリットティ16の縦片16aと角形鋼管柱
1とのボルト接合にワンサイドボルト11を使用したも
のである。その他の構成は図1の例と同じである。
FIG. 5A shows a fourth embodiment of the present invention. This embodiment eliminates the circular opening 7 of the top plate 5 in the column-beam non-weld joint structure shown in FIG. 4, and bolts the angle member 3 to the top plate 5 and the vertical piece 16 a of the split tee 16. The one-side bolt 11 is used for bolt connection with the rectangular steel tube column 1. Other configurations are the same as those in the example of FIG.
【0015】図5(B)はこの発明の第5の実施形態を
示す。この実施形態は、図4に示す柱梁無溶接接合構造
において、角形鋼管柱1の厚肉部1aを、柱頭部におけ
る梁接合高さ範囲の下半部のみに局部的に設け、この厚
肉部1aに、梁2とボルト接合されたスプリットティー
16をボルト接合したものである。スプリットティー1
6を厚肉部1aに接合するボルトは、ここでは前記ワン
サイドボルト11を使用しているが、通常の高力ボルト
であっても良い。トッププレート5は、アング材3を介
して、角形鋼管柱1の通常肉厚部分からなる上端内面に
ボルト接合してある。トッププレート5は、開口7を設
けても設けなくても良い。その他の構成は図4の例と同
じである。なお、この例において、スプリットティー1
6の代わりに、梁2に図2の例のような部分的なエンド
プレート10を設け、このエンドプレート10を厚肉部
1aにボルト接合しても良い。
FIG. 5B shows a fifth embodiment of the present invention. In this embodiment, in the column-beam non-weld joint structure shown in FIG. 4, the thick portion 1a of the rectangular steel tubular column 1 is locally provided only in the lower half portion of the beam joint height range at the column head. A split tee 16 bolted to the beam 2 is bolted to the portion 1a. Split tea 1
Although the one-side bolt 11 is used here as a bolt for joining 6 to the thick portion 1a, an ordinary high-strength bolt may be used. The top plate 5 is bolted to the inner surface of the upper end of the rectangular steel tubular column 1 having a normal thickness through the ang material 3. The top plate 5 may or may not be provided with the opening 7. Other configurations are the same as those in the example of FIG. In this example, split tea 1
Instead of 6, the beam 2 may be provided with a partial end plate 10 as in the example of FIG. 2, and this end plate 10 may be bolted to the thick portion 1a.
【0016】図6はこの発明の第6の実施形態を示す。
この実施形態は、図1に示す柱梁無溶接接合構造におい
て、角形鋼管柱1の柱頭部を厚肉部1aとしたのに代え
て、通常の角形鋼管柱1を用い、その内側の四側面に、
梁接合高さ範囲にわたって内部補強プレート17を重ね
たものである。その他の構成は図1の例と同じである。
アングル材3は、その一片3aから、内部補強プレート
17および角形鋼管柱1を貫通する高力ボルト4で、角
形鋼管柱1に締付け固定する。また、梁2の下フランジ
2bに溶接したエンドプレート10は、内部補強プレー
ト17から角形鋼管柱1およびエンドプレート10を貫
通する高力ボルト6で角形鋼管柱1に締付け固定する。
この場合、内部補強プレート17は、例えば工場で予め
溶接により角形鋼管柱1に固定しても良く、またアング
ル材3のボルト接合時に高力ボルト4で同時に角形鋼管
柱1に接合し、他の部分をエンドプレート10のボルト
接合時に高力ボルト4で同時に角形鋼管柱1に接合する
ようにしてもよい。この構成の場合も、梁2の柱1への
剛接合が行える。
FIG. 6 shows a sixth embodiment of the present invention.
In this embodiment, in the column-beam-no-weld joint structure shown in FIG. 1, instead of using a thick-walled portion 1 a for the column head of the square steel tube column 1, a normal square steel tube column 1 is used, and four inner side surfaces thereof are used. To
The inner reinforcing plate 17 is overlapped over the beam joining height range. Other configurations are the same as those in the example of FIG.
The angle member 3 is fastened and fixed to the square steel tube column 1 from one piece 3a thereof by a high-strength bolt 4 penetrating the internal reinforcing plate 17 and the square steel tube column 1. Further, the end plate 10 welded to the lower flange 2b of the beam 2 is fastened and fixed to the square steel tube column 1 by the high-strength bolts 6 penetrating the square steel tube column 1 and the end plate 10 from the internal reinforcing plate 17.
In this case, the internal reinforcing plate 17 may be fixed to the square steel pipe column 1 by welding, for example, in advance at a factory, or simultaneously joined to the square steel pipe column 1 with the high-strength bolts 4 at the time of bolting the angle material 3, The portion may be simultaneously joined to the square steel tubular column 1 with the high-strength bolt 4 when joining the end plate 10 with bolts. Also in the case of this configuration, the rigid connection of the beam 2 to the column 1 can be performed.
【0017】図7はこの発明の第7の実施形態を示す。
この実施形態は、図6に示す柱梁無溶接接合構造におい
て、トッププレート5の円形開口7を無くし、前記アン
グル材3とトッププレート5とのボルト接合、および前
記エンドプレート10と角形鋼管柱1とのボルト接合に
ワンサイドボルト11を使用したものである。その他の
構成は図6の例と同じである。
FIG. 7 shows a seventh embodiment of the present invention.
This embodiment eliminates the circular opening 7 in the top plate 5 in the column-beam non-weld joint structure shown in FIG. 6, and bolts the angle member 3 to the top plate 5, and connects the end plate 10 and the square steel tube column 1 to each other. And a one-side bolt 11 is used for the bolt connection. Other configurations are the same as those in the example of FIG.
【0018】図8はこの発明の第8の実施形態を示す。
この実施形態は、図4に示す柱梁無溶接接合構造におい
て、角形鋼管柱1の柱頭部を厚肉部1aとしたのに代え
て、通常の角形鋼管柱1を用い、その内側の四側面に、
梁接合高さ範囲にわたって内部補強プレート17を重ね
たものである。その他の構成は図4の例と同じである。
また、内部補強プレート17の角形鋼管柱1への固定構
造は、図6の例と同じである。
FIG. 8 shows an eighth embodiment of the present invention.
In this embodiment, in the column-beam-no-weld joint structure shown in FIG. 4, instead of using the thick-walled portion 1 a for the column head of the square steel tube column 1, a normal square steel tube column 1 is used, and four inner side surfaces thereof are used. To
The inner reinforcing plate 17 is overlapped over the beam joining height range. Other configurations are the same as those in the example of FIG.
The structure for fixing the internal reinforcing plate 17 to the square steel tubular column 1 is the same as that in the example of FIG.
【0019】図9(A)はこの発明の第9の実施形態を
示す。この実施形態は、図8に示す柱梁無溶接接合構造
において、トッププレート5の円形開口7を無くし、前
記アングル材3とトッププレート5とのボルト接合、お
よび前記スプリットティ16と角形鋼管柱1とのボルト
接合にワンサイドボルト11を使用したものである。そ
の他の構成は図8の例と同じである。
FIG. 9A shows a ninth embodiment of the present invention. This embodiment eliminates the circular opening 7 of the top plate 5 in the column-beam non-weld joint structure shown in FIG. 8, bolts the angle member 3 to the top plate 5, and splits the tee 16 and the square steel tube column 1. And a one-side bolt 11 is used for the bolt connection. Other configurations are the same as those in the example of FIG.
【0020】図9(B)はこの発明の第10の実施形態
を示す。この実施形態は、図9(A)に示す柱梁無溶接
接合構造において、角形鋼管柱1の内面の四側面に重ね
る内部補強プレート17を、梁接合高さ範囲の下半部の
みとしたものである。したがって、トッププレート5を
接合するアングル材3は、角形鋼管柱1に直接にボルト
接合される。その他の構成は図9(A)の例と同じであ
る。なお、トッププレート5に図8の例と同様に開口7
を設け、スプリットティ16を角形鋼管柱1に接合する
ボルトを通常の高力ボルトとしても良い。
FIG. 9B shows a tenth embodiment of the present invention. In this embodiment, in the column-beam-no-weld joint structure shown in FIG. 9A, the inner reinforcing plate 17 to be overlapped on the four side surfaces of the inner surface of the rectangular steel tube column 1 is only the lower half of the beam joint height range. It is. Therefore, the angle member 3 for joining the top plate 5 is directly bolted to the square steel tubular column 1. Other configurations are the same as those in the example of FIG. The top plate 5 has openings 7 as in the example of FIG.
And the bolt for joining the split tee 16 to the square steel tubular column 1 may be a normal high-strength bolt.
【0021】なお、前記各実施形態において、角形鋼管
柱1の内部にコンクリートを充填しても良い。
In each of the above embodiments, the inside of the rectangular steel tubular column 1 may be filled with concrete.
【0022】[0022]
【発明の効果】この発明の柱頭部の柱梁無溶接接合構造
によると、品質の安定とコスト低下が可能で、工期も短
縮でき、また梁から柱頭が突出せず、納まりの良い柱頭
部の柱梁無溶接接合構造とすることができる。
According to the columnar beam-to-column welding-free joint structure of the present invention, the quality can be stabilized and the cost can be reduced, the construction period can be shortened, and the columnar head does not protrude from the beam. A column-beam non-weld joint structure can be provided.
【図面の簡単な説明】[Brief description of the drawings]
【図1】(A)はこの発明の第1の実施形態に係る柱頭
部の柱梁無溶接接合構造の縦断面図、(B)は同柱梁無
溶接接合構造の斜視図である。
FIG. 1A is a longitudinal sectional view of a column-column weldless jointed structure of a column head according to a first embodiment of the present invention, and FIG. 1B is a perspective view of the column-column weldless jointed structure.
【図2】この発明の第2の実施形態に係る柱頭部の柱梁
無溶接接合構造の縦断面図である。
FIG. 2 is a longitudinal sectional view of a column-column weldless joint structure of a column cap according to a second embodiment of the present invention.
【図3】同接合構造に使用するワンサイドボルトの説明
図である。
FIG. 3 is an explanatory view of a one-side bolt used in the joint structure.
【図4】(A)はこの発明の第3の実施形態に係る柱頭
部の柱梁無溶接接合構造の縦断面図、(B)は同柱梁無
溶接接合構造の斜視図である。
FIG. 4A is a longitudinal sectional view of a column-column weldless joint structure of a column capital part according to a third embodiment of the present invention, and FIG. 4B is a perspective view of the column-column weldless joint structure.
【図5】(A),(B)は各々この発明の第4および第
5の実施形態に係る柱頭部の柱梁無溶接接合構造の縦断
面図である。
FIGS. 5A and 5B are longitudinal sectional views of a column-beam non-weld joint structure of a column head according to fourth and fifth embodiments of the present invention, respectively.
【図6】(A)はこの発明の第6の実施形態に係る柱頭
部の柱梁無溶接接合構造の縦断面図、(B)は同柱梁無
溶接接合構造の斜視図である。
FIG. 6A is a longitudinal sectional view of a column-column welding-free joint structure of a column capital part according to a sixth embodiment of the present invention, and FIG. 6B is a perspective view of the column-beam non-welding joining structure.
【図7】この発明の第7の実施形態に係る柱頭部の柱梁
無溶接接合構造の縦断面図である。
FIG. 7 is a longitudinal sectional view of a column-beam non-weld joint structure of a column cap according to a seventh embodiment of the present invention.
【図8】(A)はこの発明の第8の実施形態に係る柱頭
部の柱梁無溶接接合構造の縦断面図、(B)は同柱梁無
溶接接合構造の斜視図である。
FIG. 8A is a vertical cross-sectional view of a column-column welding-free joint structure of a column capital part according to an eighth embodiment of the present invention, and FIG. 8B is a perspective view of the column-beam non-welding joining structure.
【図9】(A),(B)は各々この発明の第9および第
10の実施形態に係る柱頭部の柱梁無溶接接合構造の縦
断面図である。
FIGS. 9A and 9B are longitudinal sectional views of column-beam non-weld joint structures of column capitals according to ninth and tenth embodiments of the present invention, respectively.
【符号の説明】[Explanation of symbols]
1…角形鋼管柱、1a…厚肉部、2…梁、3…アングル
材、4…高力ボルト、5…トッププレート、5a…梁接
合片、6…高力ボルト、7…円形開口、10…エンドプ
レート、11…ワンサイドボルト、16…スプリットテ
ィ、17…内部補強プレート
DESCRIPTION OF SYMBOLS 1 ... Square steel pipe column, 1a ... Thick part, 2 ... Beam, 3 ... Angle material, 4 ... High strength bolt, 5 ... Top plate, 5a ... Beam joint piece, 6 ... High strength bolt, 7 ... Circular opening, 10 ... end plate, 11 ... one side bolt, 16 ... split tee, 17 ... internal reinforcing plate

Claims (7)

    (57)【特許請求の範囲】(57) [Claims]
  1. 【請求項1】 角形鋼管柱の上端内面における四側面に
    アングル材を各々ボルト接合し、前記角形鋼管柱の上面
    に配置されて梁接合片が複数方向に伸びる水平なトップ
    プレートを前記各アングル材にボルト接合し、H形鋼製
    の梁の端部における上フランジを前記トッププレートの
    梁接合片にボルト接合し、前記梁の端部における下側部
    分を、この梁に設けられたエンドプレートまたは前記梁
    の下フランジにボルト接合されたスプリットティを介し
    て前記角形鋼管柱の周壁にボルト接合した柱頭部の柱梁
    無溶接接合構造。
    An angle member is bolted to each of four side surfaces at an upper end inner surface of a rectangular steel pipe column, and a horizontal top plate disposed on an upper surface of the rectangular steel pipe column and having beam joining pieces extending in a plurality of directions is connected to each of the angle members. And the upper flange at the end of the H-beam is bolted to the beam joining piece of the top plate, and the lower part at the end of the beam is connected to an end plate or A column-beam non-weld joint structure of a column head which is bolted to a peripheral wall of the rectangular steel tubular column via a split tee bolted to a lower flange of the beam.
  2. 【請求項2】 前記角形鋼管柱の柱頭部における少なく
    とも梁接合高さ範囲が、加熱および圧縮により管壁を増
    肉させた厚肉部からなる請求項1記載の柱頭部の柱梁無
    溶接接合構造。
    2. The beam-to-column beam-to-column welding of a column head according to claim 1, wherein at least the beam joining height range at the column head of the rectangular steel tube column is formed by a thick portion whose wall is increased in thickness by heating and compression. Construction.
  3. 【請求項3】 前記角形鋼管柱の柱頭部における梁接合
    高さ範囲の下半部が、加熱および圧縮により管壁を増肉
    させた厚肉部からなる請求項1記載の柱頭部の柱梁無溶
    接接合構造。
    3. The column and beam of a column capital according to claim 1, wherein the lower half of the beam joint height range at the column capital of the square steel tubular column is a thick wall portion whose wall is increased by heating and compression. No welding connection structure.
  4. 【請求項4】 前記角形鋼管柱の柱頭部における四側面
    に、少なくとも梁接合高さ範囲にわたって内部補強プレ
    ートを重ね、この内部補強プレートの内面に前記アング
    ル材をボルト接合し、かつ前記エンドプレートまたはス
    プリットティと角形鋼管柱とのボルト接合を、前記内部
    補強プレートを貫通するボルトで行った請求項1記載の
    柱頭部の柱梁無溶接接合構造。
    4. An inner reinforcing plate is superimposed on at least four beam joining height ranges on four side surfaces of the column head of the rectangular steel tubular column, and the angle member is bolted to an inner surface of the inner reinforcing plate, and the end plate or The column-beam non-weld joint structure for a column head according to claim 1, wherein the bolt connection between the split tee and the rectangular steel tube column is performed by a bolt penetrating the internal reinforcing plate.
  5. 【請求項5】 前記角形鋼管柱の柱頭部の四側面におけ
    る梁接合高さ範囲の下半部に内部補強プレートを重ね、
    この内部補強プレートの内面に前記アングル材をボルト
    接合し、かつ前記エンドプレートまたはスプリットティ
    と角形鋼管柱とのボルト接合を、前記内部補強プレート
    を貫通するボルトで行った請求項1記載の柱頭部の柱梁
    無溶接接合構造。
    5. An internal reinforcing plate is superimposed on a lower half part of a beam joint height range on four side surfaces of a column head of the rectangular steel tubular column,
    2. The capital according to claim 1, wherein the angle member is bolted to the inner surface of the inner reinforcing plate, and the end plate or the split tee is bolted to the rectangular steel pipe column with bolts penetrating the inner reinforcing plate. No beam-to-column welding structure.
  6. 【請求項6】 前記トッププレートの略中央に開口を設
    けた請求項1ないし請求項5のいずれかに記載の柱頭部
    の柱梁無溶接接合構造。
    6. The column-beam non-weld joint structure for a column head according to claim 1, wherein an opening is provided substantially at the center of the top plate.
  7. 【請求項7】 前記トッププレートを非開口のものと
    し、前記エンドプレートまたはスプリットティと角形鋼
    管柱とを接合するボルトをワンサイドボルトとした請求
    項1ないし請求項5のいずれかに記載の柱頭部の柱梁無
    溶接接合構造。
    7. The capital according to claim 1, wherein the top plate has no opening, and a bolt for joining the end plate or the split tee to the rectangular steel pipe column is a one-side bolt. No beam-to-column welded joint structure.
JP9061696A 1996-03-19 1996-03-19 Column head beam-to-column welding-free joint structure Expired - Fee Related JP2880686B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP9061696A JP2880686B2 (en) 1996-03-19 1996-03-19 Column head beam-to-column welding-free joint structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP9061696A JP2880686B2 (en) 1996-03-19 1996-03-19 Column head beam-to-column welding-free joint structure

Publications (2)

Publication Number Publication Date
JPH09256461A JPH09256461A (en) 1997-09-30
JP2880686B2 true JP2880686B2 (en) 1999-04-12

Family

ID=14003431

Family Applications (1)

Application Number Title Priority Date Filing Date
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Country Status (1)

Country Link
JP (1) JP2880686B2 (en)

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* Cited by examiner, † Cited by third party
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CN102979176B (en) * 2012-11-26 2015-07-15 北京工业大学 Industrialized multi-story high-rise assembled steel structure system
CN102979178B (en) * 2012-11-26 2015-06-17 北京工业大学 Industrialized multi-story high-rise assembled steel structure frame - eccentrically-braced system
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