JPH06240758A - Structure of connection part of steel pipe concrete column and steel frame beam - Google Patents
Structure of connection part of steel pipe concrete column and steel frame beamInfo
- Publication number
- JPH06240758A JPH06240758A JP5029195A JP2919593A JPH06240758A JP H06240758 A JPH06240758 A JP H06240758A JP 5029195 A JP5029195 A JP 5029195A JP 2919593 A JP2919593 A JP 2919593A JP H06240758 A JPH06240758 A JP H06240758A
- Authority
- JP
- Japan
- Prior art keywords
- column
- steel pipe
- steel
- shaped
- bolt
- 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
Links
Landscapes
- Joining Of Building Structures In Genera (AREA)
Abstract
Description
【0001】[0001]
【産業上の利用分野】本発明は建築構造に関する、鋼管
コンクリート柱と鋼製U形又はH形断面梁のの接合構造
に係るもので、柱鋼管を切断せずに加工、組立できる構
法に適用される接合構造に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a joint structure between a steel pipe concrete column and a steel U-shaped or H-shaped cross-section beam related to a building structure, and is applied to a construction method capable of processing and assembling a column steel pipe without cutting. The present invention relates to a bonded structure.
【0002】[0002]
【従来の技術】従来、鋼管コンクリート柱で柱貫通型と
呼ばれる鋼管を切断せずに加工、組立できる柱梁接合部
の構造としては、外ダイアフラムと呼ばれる方式(図
5、図6)あるいは長締めボルトエンドプレート方式
(図7)などがある。2. Description of the Related Art Conventionally, as a structure of a column-beam joint that can be processed and assembled in a steel pipe concrete column without cutting a steel pipe called a column penetration type, a method called an outer diaphragm (FIGS. 5 and 6) or long tightening is used. There is a bolt end plate method (Fig. 7).
【0003】外ダイアフラム方式は、例えばH形断面梁
3aの上下フランジ4、5を、それぞれ柱1に溶接によ
り取付けた放射状あるいはリング状のダイアフラム6に
溶接又はボルト接合して、梁に伝わった力を柱鋼管に応
力を伝達するものである。In the outer diaphragm method, for example, the upper and lower flanges 4 and 5 of the H-shaped cross-section beam 3a are welded or bolted to the radial or ring-shaped diaphragm 6 attached to the column 1 by welding, and the force transmitted to the beam is transmitted. To transmit stress to the steel column.
【0004】また、長締めボルトエンドプレート方式で
は、梁3端部に、厚板によるボルト孔のあいたエンドプ
レート11を溶接により取付け、柱1側にもボルト貫通
孔を設け、長ボルト8を貫通させ、柱コンクリート硬化
後にそのボルトをナット9により締付け、高い張力を与
えることで、応力伝達を可能にするものである。この方
式の接合構造の公知例として、特開昭62−26423
6号、特開昭61−68945号、実開平1−6240
3号などがある。Further, in the long tightening bolt end plate system, an end plate 11 having a bolt hole made of a thick plate is attached to the end of the beam 3 by welding, a bolt through hole is also provided on the pillar 1 side, and a long bolt 8 is penetrated. Then, after hardening the concrete pillar, the bolt is tightened by the nut 9 and a high tension is applied to enable stress transmission. As a publicly known example of this type of joint structure, Japanese Patent Application Laid-Open No. 62-26423.
No. 6, JP-A No. 61-68945, Jitsukaihei 1-6240.
There is No. 3 etc.
【0005】[0005]
【発明が解決しようとする課題】例えば、リング状ダイ
アフラム6による外ダイアフラム方式の接合構造で、U
形鋼3を取付けた場合と、H形鋼3aを取付けた場合
で、床にコンクリート12を施工した最終状態を見ると
(図8、図9)明らかなように、梁下フランジ5位置に
は意匠上、仕上げ上問題となりやすい出っ張りが残ると
いう問題点がある。このダイアフラムをなくすと、梁に
引張り力が加わった際、図10に示すような変形が生
じ、鋼管1への応力伝達能力が乏しい。このため、ダイ
アフラムをなくすことは困難である。For example, in the outer diaphragm type joint structure by the ring-shaped diaphragm 6, U
As can be seen from the final state of the concrete 12 installed on the floor when the section steel 3 is attached and when the H section steel 3a is attached (FIGS. 8 and 9), it is clear that the beam lower flange 5 position is There is a problem that a protrusion remains, which tends to be a problem in terms of design and finish. If this diaphragm is eliminated, when a tensile force is applied to the beam, the beam is deformed as shown in FIG. 10, and the ability to transmit stress to the steel pipe 1 is poor. Therefore, it is difficult to eliminate the diaphragm.
【0006】また、長締めボルトエンドプレート方式の
接合構造でも、図7に示すような出っ張りがあるため使
いづらい。この場合、出っ張り部分をなくすと、梁に引
張り力が加わった際、図11に示すような変形が生じや
すく、又、応力伝達上も極厚のエンドプレートと太いボ
ルトが必要になる。このため、出っ張り部分をなくすこ
とは実際上困難である。特にU形鋼梁を使用する場合
は、U形内側のボルトを締付ける作業も困難なものとな
る。また、この方式の接合構造は、ボルトを強く締める
必要があり、その結果、ボルト自身の遅れ破壊、コンク
リートのクリープ変形発生などの問題が生じる。また、
梁に溶接するエンドプレートの板厚が厚いため、鋼材の
重量が増加する。さらに、柱にボルト穴があくので、鋼
管の強度が減ずる。Further, even the joint structure of the long tightening bolt end plate system is difficult to use because it has a protrusion as shown in FIG. In this case, if the projecting portion is eliminated, when a tensile force is applied to the beam, the beam is likely to be deformed as shown in FIG. 11, and an extremely thick end plate and a thick bolt are required for stress transmission. Therefore, it is practically difficult to eliminate the protruding portion. Especially when a U-shaped steel beam is used, the work of tightening the bolt inside the U-shaped becomes difficult. Further, in this type of joint structure, it is necessary to strongly tighten the bolt, and as a result, problems such as delayed fracture of the bolt itself and occurrence of creep deformation of concrete occur. Also,
Since the end plate welded to the beam is thick, the weight of the steel material increases. Furthermore, since the columns have bolt holes, the strength of the steel pipe is reduced.
【0007】本発明は、これらの問題点を解決するため
になされたもので、その目的とするところは、柱鋼管の
変形防止能力と応力伝達能力を損なうことなく、意匠
上、仕上げ上問題となる梁下フランジ位置の出っ張りを
なくすことができ、且つボルト自身の遅れ破壊、コンク
リートのクリープ変形、鋼管強度の減少を生じさせるこ
とのない鋼管コンクリート柱と鉄骨梁の接合部構造を提
供することにある。The present invention has been made to solve these problems, and its purpose is to solve the problems in design and finish without impairing the deformation prevention ability and the stress transmission ability of the column steel pipe. To provide a joint structure between a steel pipe concrete column and a steel beam, which can eliminate the protrusion at the beam lower flange position and does not cause delayed fracture of the bolt itself, creep deformation of concrete, and reduction of steel pipe strength. is there.
【0008】[0008]
【課題を解決するための手段】本発明の鋼管コンクリー
ト柱と鉄骨梁の接合部構造は、充填形鋼管コンクリート
柱に溶接したU形又はH形断面鋼製梁の柱との接合部の
構造に関し、第一の発明は、上記U形又はH形断面梁の
上部の位置において外ダイアフラムを取付け、かつ内側
下部の位置において上記柱側に貫通孔を設け、これと同
じ孔径の貫通孔を有する補強板を当て、この補強板と上
記柱の貫通孔を貫通する長ネジボルトを挿入し、ナット
で固定してなるもので、また第二の発明は、内側上部及
び内側下部の位置において、それぞれ、上記柱側に貫通
孔を設け、これと同じ孔径の貫通孔を有する補強板を当
て、この補強板と上記柱の貫通孔を貫通する長ネジボル
トを挿入し、ナットで固定してなる鋼管コンクリート柱
と鉄骨梁の接合部構造である。The joint structure between a steel tubular concrete column and a steel beam of the present invention relates to the joint portion structure of a U-shaped or H-shaped steel beam column welded to a filled steel tubular concrete column. In the first invention, the outer diaphragm is attached at the upper position of the U-shaped or H-shaped cross-section beam, and the through hole is provided at the column side at the lower position of the inner side, and the reinforcement having the through hole having the same hole diameter as the through hole is provided. A plate is applied, and a long screw bolt penetrating the reinforcing plate and the through hole of the pillar is inserted and fixed with a nut.The second invention is the above inner side and the inner lower side, respectively. Provide a through hole on the pillar side, apply a reinforcing plate having a through hole of the same hole diameter as this, insert a long screw bolt penetrating the reinforcing plate and the through hole of the above pillar, and a steel pipe concrete pillar fixed with a nut Steel beam joints It is an elephant.
【0009】[0009]
【作用】本発明で、長ネジボルトは梁下フランジからの
応力の一部を柱に伝達し、又、柱鋼管の変形を押える役
目をする。また、補強板は、ボルトによる柱鋼管の変形
防止をより効果的に行うためのものである。In the present invention, the long screw bolt transmits a part of the stress from the beam lower flange to the column and also serves to suppress the deformation of the column steel pipe. Further, the reinforcing plate is for more effectively preventing the deformation of the column steel pipe by the bolt.
【0010】ここで、長ボルトは、柱と梁が溶接されて
いない分離型構造である長締めボルトエンドプレート接
合の場合と異なり、剪断力に抵抗しなくても良いので、
強く締付ける必要はなく、U形鋼梁の内部でも施工性に
問題は生じない。長ボルトは、大きな引張力が梁フラン
ジに作用したときにのみ、効けば良い。また、強い締付
け力を与えないので、遅れ破壊の心配がある極めて強度
の高いボルトでも使用できる利点がある。更に、強い締
付け力を要しないので、コンクリートのクリープ変形を
考えなくても良い。Here, the long bolt does not have to resist the shearing force unlike the case of the long tightening bolt end plate joining which is a separate type structure in which the column and the beam are not welded,
There is no need to tighten it strongly, and there is no problem in workability even inside the U-shaped steel beam. The long bolt only needs to be effective when a large tensile force acts on the beam flange. Further, since a strong tightening force is not applied, there is an advantage that a bolt having an extremely high strength which may cause delayed fracture can be used. Further, since strong tightening force is not required, it is not necessary to consider the creep deformation of concrete.
【0011】また、通常のエンドプレート接合では、柱
にあけた孔の分だけ断面欠損として算定されるため、柱
鋼管に更に補強又は板厚増加を必要としたが、本構造で
は梁が直接柱鋼管に溶接され、その内側で孔があいてい
るため欠損の考慮が不要である。In addition, in the ordinary end plate joining, since only the holes drilled in the column are calculated as the cross-section loss, it is necessary to further strengthen or increase the plate thickness of the column steel pipe, but in this structure, the beam is directly connected to the column. Since it is welded to the steel pipe and there is a hole inside, it is not necessary to consider defects.
【0012】なお、第一の発明は外ダイアフラムを設け
ている。梁に引っ張り力が加わると、鋼管柱の断面が変
形するが、この第一の発明では、剛体である外ダイアフ
ラムを設けているので、ダイアフラム中央の柱が貫通す
る部分の変形が抑えられ、その結果、鋼管柱断面の変形
も抑えられる。これに対し、第二の発明は外ダイアフラ
ムに代え、梁上フランジ側についても下フランジ側と同
様の構造としている。この部位は床スラブがくる箇所で
あるので、実用上は外ダイアフラムを供えた第一の発明
の方が有効である。さらにまた、梁下フランジ部での出
っ張りをなくしたため意匠上、仕上げ上好ましい構造を
構成する(図3)。The first invention is provided with an outer diaphragm. When a tensile force is applied to the beam, the cross section of the steel pipe column is deformed, but in this first invention, since the outer diaphragm that is a rigid body is provided, the deformation of the portion through which the column at the center of the diaphragm penetrates is suppressed, As a result, the deformation of the steel pipe column cross section is also suppressed. On the other hand, in the second invention, instead of the outer diaphragm, the beam upper flange side has the same structure as the lower flange side. Since this part is where the floor slab comes in, the first invention provided with the outer diaphragm is more effective in practice. Furthermore, since the protrusion on the flange portion under the beam is eliminated, a structure which is preferable in terms of design and finishing is constructed (FIG. 3).
【0013】[0013]
【実施例】図1に、U形断面梁を取付ける場合の実施例
を示す。EXAMPLE FIG. 1 shows an example of mounting a U-shaped cross-section beam.
【0014】鋼管コンクリート柱1の鋼管部には、U形
断面梁3の上フランジ4の位置にリング状の外ダイアフ
ラム6が溶接により取付けられている。また、梁の下フ
ランジ5の上部に相当する位置には、補強板7が溶接に
より取付けられている。そして、補強板7と鋼管1に
は、長ネジボルト8が貫通できるようにキリ孔10があ
けられている。梁3を取付ける前で、且つコンクリート
2を充填する前に、長ボルト8が挿入され、ナット9に
より軽く締められている。A ring-shaped outer diaphragm 6 is attached to the steel pipe portion of the steel pipe concrete pillar 1 at the position of the upper flange 4 of the U-shaped cross-section beam 3 by welding. A reinforcing plate 7 is attached by welding at a position corresponding to the upper portion of the lower flange 5 of the beam. Then, the reinforcing plate 7 and the steel pipe 1 are provided with a drill hole 10 so that the long screw bolt 8 can penetrate therethrough. Before mounting the beam 3 and before filling the concrete 2, long bolts 8 are inserted and lightly tightened by nuts 9.
【0015】次に、工場又は現場にて、梁の上フランジ
4はダイアフラム6に、他の部分は鋼管1に溶接され
る。その後、コンクリート2が充填されて、鋼管コンク
リート柱とU形鋼梁3による柱梁接合部が完成する。次
に、図2にH形断面梁3aを取付ける場合の実施例が示
されている。この場合は、2枚の補強板7が、下フラン
ジ5の範囲内で、梁のウェブの両側に設けられている点
だけが上記図1の場合と異なっている。これらの実施例
の構成によれば、 1)梁の下フランジの外周りには突出物がなく、また、
梁側には通常のボルト接合のような厚いエンドプレート
がない。Next, at the factory or on site, the upper flange 4 of the beam is welded to the diaphragm 6 and the other portion is welded to the steel pipe 1. Then, the concrete 2 is filled, and the beam-column joint between the steel pipe concrete column and the U-shaped steel beam 3 is completed. Next, FIG. 2 shows an embodiment in which the H-shaped cross-section beam 3a is attached. This case is different from the case of FIG. 1 above only in that two reinforcing plates 7 are provided on both sides of the beam web within the range of the lower flange 5. According to the configurations of these examples, 1) there is no protrusion on the outer periphery of the lower flange of the beam, and
There is no thick end plate on the beam side like normal bolt connections.
【0016】2)長締めエンドプレート方式と異なり、
梁は柱鋼管に直接溶接されるため、梁フランジ5の力の
一部は柱鋼管に直接伝達し、残りの一部のみがボルトを
介しての伝達となるためボルトの負担が小さくてすむ。2) Unlike the long tightening end plate system,
Since the beam is directly welded to the column steel pipe, part of the force of the beam flange 5 is directly transmitted to the column steel pipe, and only the remaining part is transmitted via the bolt, so that the burden on the bolt is small.
【0017】3)長締めボルト方式では、梁の力の全て
を、ボルトに大きな初期張力を与えることで伝達させて
いるため、遅れ破壊の心配から、F10T級の高力ボル
トまでしか使用しないのが普通であるが、この構造で
は、梁の下フランジ5の一部の力を流すのみで、且つ梁
の剪断力の伝達を全く期待しないため、ボルトに初期張
力を与える必要がなく、また高い強度のボルトを使用で
きる。3) In the long-tightening bolt method, since all the beam force is transmitted by giving a large initial tension to the bolt, only F10T class high-strength bolts are used because of fear of delayed fracture. However, in this structure, since only a part of the force of the lower flange 5 of the beam is made to flow and the shearing force of the beam is not expected to be transmitted at all, it is not necessary to give an initial tension to the bolt and it is high. High strength bolts can be used.
【0018】4)エンドプレート方式と異なり、梁フラ
ンジ5と柱鋼管1とは直接溶接され、その位置より上部
(梁の内側)でボルト孔があいているため、ボルト孔欠
損を考慮する必要がない。 5)補強板7は可能な限り下フランジ5に近づけること
と、ボルト位置も同様に近づけることで、柱鋼管の変形
をより小さくする。4) Unlike the end plate method, the beam flange 5 and the column steel pipe 1 are directly welded, and there is a bolt hole above the position (inside the beam), so it is necessary to take into account the bolt hole defect. Absent. 5) By making the reinforcing plate 7 as close as possible to the lower flange 5 and also making the bolt positions as close as possible, the deformation of the column steel pipe is made smaller.
【0019】6)以上は、下フランジ5が引張り力を受
けたときの挙動や特徴であるが、圧縮力をうけるときに
は、ボルトを介さずに下フランジ5→鋼管1→充填コン
クリート2へと直接伝わるため、強度的な問題はない。
この点が、本発明で、柱が単なる鋼管でなく、充填形鋼
管コンクリート柱になっている理由である。6) The above is the behavior and characteristics when the lower flange 5 receives a tensile force, but when receiving a compressive force, the lower flange 5 → steel pipe 1 → filled concrete 2 directly without using bolts. Since it is transmitted, there is no strength problem.
This is the reason why, in the present invention, the column is not a steel pipe but a filled steel pipe concrete column.
【0020】図4は、本発明の他の実施例を示し、H形
断面梁を使用した鋼管コンクリート柱と鉄骨梁の接合部
構造の正面図である。この実施例では図2の実施例に示
された外ダイアフラムに代え、梁上フランジ側について
も下フランジ側と同様の構造としている。この実施例で
も上述した実施例と同様の効果を発揮することができ
る。なお、ここでは、同一の部材に同一符号を付してそ
の説明を省略します。FIG. 4 shows another embodiment of the present invention, and is a front view of a joint structure between a steel pipe concrete column and a steel frame beam using an H-shaped cross-section beam. In this embodiment, instead of the outer diaphragm shown in the embodiment of FIG. 2, the beam upper flange side has the same structure as the lower flange side. Also in this embodiment, the same effect as that of the above-mentioned embodiment can be exhibited. Here, the same reference numerals are given to the same members and the description thereof is omitted.
【0021】[0021]
【発明の効果】この発明の梁の接合部構造によれば、柱
鋼管の変形防止能力や応力伝達能力を阻害することな
く、意匠上、仕上げ上問題となる梁下フランジ位置の出
っ張りをなくすことができ、また仕上げ工事費が安価に
なる。さらにボルトは柱の変形を防止するだけの働きと
して、強く締める必要がなくなり、その結果、ボルト自
身の遅れ破壊、コンクリートのクリープ変形発生などが
なくなる。また、エンドプレートの重量がかからず、ボ
ルト穴が2だけ(第二の発明では4つ)ですむので、鋼
管強度の減少を極力抑えることができる。さらに、必要
な加工や部品も小さく簡単なものであるため、鋼材と重
量の低減や加工費の低減ができる。EFFECTS OF THE INVENTION According to the beam joint structure of the present invention, the protrusion of the beam lower flange position, which is a design and finish problem, is eliminated without impairing the deformation preventing ability and the stress transmitting ability of the column steel pipe. And the cost of finishing work is low. In addition, the bolt serves only to prevent the column from being deformed, so that it is not necessary to tighten it tightly, and as a result, delayed fracture of the bolt itself and occurrence of creep deformation of concrete are eliminated. Further, since the weight of the end plate is not required and only two bolt holes are required (four bolt holes in the second invention), it is possible to suppress the decrease in the strength of the steel pipe as much as possible. Further, the necessary processing and parts are small and simple, so that the steel material and weight and the processing cost can be reduced.
【図1】U形断面梁を使用した本発明の一実施例の正面
図と側断面図。FIG. 1 is a front view and a side sectional view of an embodiment of the present invention using a U-shaped cross-section beam.
【図2】H形断面梁を使用した本発明の一実施例の正面
図。FIG. 2 is a front view of an embodiment of the present invention using an H-shaped cross-section beam.
【図3】図1の立体的模式図。FIG. 3 is a three-dimensional schematic diagram of FIG.
【図4】H形断面梁を使用した本発明の他の実施例の正
面図。FIG. 4 is a front view of another embodiment of the present invention using an H-shaped cross-section beam.
【図5】従来の標準的な外ダイアフラム方式の接合部の
説明図。FIG. 5 is an explanatory diagram of a conventional standard outer diaphragm type joint.
【図6】従来のリング式外ダイアフラム方式の接合部の
説明図。FIG. 6 is an explanatory diagram of a joint portion of a conventional ring outer diaphragm system.
【図7】従来の長締めボルトエンドプレート方式の接合
部の断面図。FIG. 7 is a sectional view of a joint portion of a conventional long tightening bolt end plate system.
【図8】従来の外ダイアフラム方式でU形断面梁を付け
た状態の説明図。FIG. 8 is an explanatory view of a state in which a U-shaped cross-section beam is attached by a conventional outer diaphragm method.
【図9】従来の外ダイアフラム方式でH形断面梁を付け
た状態の説明図。FIG. 9 is an explanatory view of a state where an H-shaped cross-section beam is attached by a conventional outer diaphragm method.
【図10】補強やボルトがない場合の柱鋼管の変形状況
を示す説明図。FIG. 10 is an explanatory view showing a deformation state of a column steel pipe when there is no reinforcement or bolt.
【図11】従来のエンドプレート方式で、フランジの内
側のみにボルトを配した場合のエンドプレートの変形状
況の説明図。FIG. 11 is an explanatory view of the deformation state of the end plate when the bolt is arranged only on the inner side of the flange in the conventional end plate method.
1…柱鋼管、2…コンクリート,3…U形断面鋼製梁、
3a…H形断面鋼製梁、4…上フランジ、5…下フラン
ジ、6…外ダイアフラム、7…補強板、8…長ネジボル
ト、9…ナット、10…貫通孔。1 ... Column steel pipe, 2 ... Concrete, 3 ... U-shaped section steel beam,
3a ... H-shaped steel beam, 4 ... Upper flange, 5 ... Lower flange, 6 ... Outer diaphragm, 7 ... Reinforcing plate, 8 ... Long screw bolt, 9 ... Nut, 10 ... Through hole.
Claims (2)
形又はH形断面鋼製梁の柱との接合部の構造に関し、上
記U形又はH形断面梁の上部の位置において外ダイアフ
ラムを取付け、かつ内側下部の位置において上記柱側に
貫通孔を設け、これと同じ孔径の貫通孔を有する補強板
を当て、この補強板と上記柱の貫通孔を貫通する長ネジ
ボルトを挿入し、ナットで固定してなる鋼管コンクリー
ト柱と鉄骨梁の接合部構造。1. U welded to a filled steel tube concrete column
Regarding the structure of the joint of the H-shaped or H-shaped cross-section steel beam with the column, an outer diaphragm is attached at the upper position of the U-shaped or H-shaped cross-section beam, and a through hole is provided at the column side at the inner lower position. The structure of a joint between a steel pipe concrete column and a steel beam, in which a reinforcing plate having a through hole having the same hole diameter as this is applied, a long screw bolt penetrating the reinforcing plate and the through hole of the column is inserted, and fixed with a nut.
形又はH形断面鋼製梁の柱との接合部の構造に関し、内
側上部及び内側下部の位置において、それぞれ、上記柱
側に貫通孔を設け、これと同じ孔径の貫通孔を有する補
強板を当て、この補強板と上記柱の貫通孔を貫通する長
ネジボルトを挿入し、ナットで固定してなる鋼管コンク
リート柱と鉄骨梁の接合部構造。2. U welded to a filled steel tube concrete column
Regarding the structure of the joint of the H-shaped or H-shaped section steel beam to the column, at the positions of the inner upper portion and the inner lower portion, through holes are provided on the column side, and a reinforcing plate having through holes of the same hole diameter is provided. A joint structure of a steel pipe concrete column and a steel beam, in which a long screw bolt penetrating the reinforcing plate and the through hole of the column is inserted and fixed with a nut.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP5029195A JPH06240758A (en) | 1993-02-18 | 1993-02-18 | Structure of connection part of steel pipe concrete column and steel frame beam |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP5029195A JPH06240758A (en) | 1993-02-18 | 1993-02-18 | Structure of connection part of steel pipe concrete column and steel frame beam |
Publications (1)
Publication Number | Publication Date |
---|---|
JPH06240758A true JPH06240758A (en) | 1994-08-30 |
Family
ID=12269419
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP5029195A Pending JPH06240758A (en) | 1993-02-18 | 1993-02-18 | Structure of connection part of steel pipe concrete column and steel frame beam |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPH06240758A (en) |
Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN103452188A (en) * | 2012-04-25 | 2013-12-18 | 株式会社Drb东一 | Steel frame structure using u-shaped composite beam |
JP5829348B1 (en) * | 2015-05-29 | 2015-12-09 | 旭ビルト工業株式会社 | Lightweight system ceiling base |
CN108301543A (en) * | 2018-01-31 | 2018-07-20 | 江苏保力自动化科技有限公司 | Integrated light girder truss composite floor and its plug-in connection |
CN111561058A (en) * | 2020-06-22 | 2020-08-21 | 宁波优造建筑科技有限公司 | Novel construction method of fabricated mixed frame structure system |
-
1993
- 1993-02-18 JP JP5029195A patent/JPH06240758A/en active Pending
Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN103452188A (en) * | 2012-04-25 | 2013-12-18 | 株式会社Drb东一 | Steel frame structure using u-shaped composite beam |
JP5829348B1 (en) * | 2015-05-29 | 2015-12-09 | 旭ビルト工業株式会社 | Lightweight system ceiling base |
JP2016223152A (en) * | 2015-05-29 | 2016-12-28 | 旭ビルト工業株式会社 | Light-weight system ceiling substrate |
CN108301543A (en) * | 2018-01-31 | 2018-07-20 | 江苏保力自动化科技有限公司 | Integrated light girder truss composite floor and its plug-in connection |
CN111561058A (en) * | 2020-06-22 | 2020-08-21 | 宁波优造建筑科技有限公司 | Novel construction method of fabricated mixed frame structure system |
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