JP2907047B2 - How to build a composite frame - Google Patents

How to build a composite frame

Info

Publication number
JP2907047B2
JP2907047B2 JP2776995A JP2776995A JP2907047B2 JP 2907047 B2 JP2907047 B2 JP 2907047B2 JP 2776995 A JP2776995 A JP 2776995A JP 2776995 A JP2776995 A JP 2776995A JP 2907047 B2 JP2907047 B2 JP 2907047B2
Authority
JP
Japan
Prior art keywords
steel
column
columns
girders
composite frame
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
JP2776995A
Other languages
Japanese (ja)
Other versions
JPH08199678A (en
Inventor
美一 三木
功成 本岡
仁 後藤
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.)
Taisei Corp
Original Assignee
Taisei 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 Taisei Corp filed Critical Taisei Corp
Priority to JP2776995A priority Critical patent/JP2907047B2/en
Publication of JPH08199678A publication Critical patent/JPH08199678A/en
Application granted granted Critical
Publication of JP2907047B2 publication Critical patent/JP2907047B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Description

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

【0001】[0001]

【産業上の利用分野】本発明は、柱間の一の方向に鉄骨
大梁が架設され、かつ他の方向にプレキャスト大梁が架
設された複合架構の構築方法に関するものである。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing a composite frame in which a steel girder is erected in one direction between columns and a precast girder is erected in another direction.

【0002】[0002]

【従来の技術】一般に、鉄筋コンクリート(以下、RC
と略称する。)造の建築物にあっては、これを構築する
際に、特に柱梁の交差するパネルゾーンにおいて鉄筋が
複雑に交差し、よって施工に多大の手間を要することか
ら、近年、柱間の一の方向にRC造の大梁を架設し、他
の方向に鉄骨大梁を架設した各種の複合架構が提案され
ている。図11は、従来の一般的なこの種の複合架構を
示すもので、この複合架構は、所定位置にRC柱1を立
設した後に、これらRC柱1、1間の一の方向に、当該
RC柱1、1間の1スパンの長さを有するプレキャスト
(以下、PCと略称する。)大梁2を架設し、次いで上
記RC柱1の上端部側面にガセットプレートや接続金物
等の接続部材3を取り付けるとともに、これら接続部材
3、3に上記1スパンよりも長さの短い鉄骨大梁4の各
端部を接続することにより、上記柱1、1間の他の方向
に鉄骨大梁4を架設し、さらにこれら鉄骨大梁4、4間
の所定位置に鉄骨小梁5を架設することによって構築さ
れたものである。
2. Description of the Related Art Generally, reinforced concrete (hereinafter referred to as RC) is used.
Abbreviated. In the case of a built-in building, since the reinforcing bars intersect in a complicated manner, especially in the panel zone where the columns and beams intersect, the construction takes a lot of time. Various composite frames have been proposed in which RC girders are erected in the direction of and steel girders are erected in other directions. FIG. 11 shows a conventional general composite frame of this type. After the RC column 1 is erected at a predetermined position, the composite frame is moved in one direction between the RC columns 1 and 1. A precast (hereinafter, abbreviated as PC) giant beam 2 having a length of one span between the RC columns 1 and 1 is erected, and a connection member 3 such as a gusset plate or a connection hardware is provided on a side surface of an upper end of the RC column 1. By attaching the ends of the steel girders 4 shorter than the one span to the connecting members 3 and 3, the steel girders 4 are erected in the other direction between the columns 1 and 1. Further, it is constructed by erection of a steel beam 5 at a predetermined position between the steel beams 4.

【0003】[0003]

【発明が解決しようとする課題】ところが、このような
従来の複合架構の構築方法にあっては、鉄骨大梁4を接
合するための接合部材3を、各柱1に溶接等によって取
り付けておく必要があるために、その施工に相応の手間
を要するとともに、鉄骨大梁4や鉄骨小梁5の接合箇所
数が多く、しかも上記鉄骨大梁4の架設時に当該鉄骨大
梁4を支保工等の仮設材によって支持しておく必要が有
るため、架設時の安定性および施工精度に劣り、総じて
構築時の省力化が困難であるという問題点があった。
However, in such a conventional method of constructing a composite frame, it is necessary to attach a joining member 3 for joining the steel girders 4 to each column 1 by welding or the like. Therefore, the construction requires a considerable amount of time, and the number of joints between the steel girders 4 and the steel girders 5 is large. In addition, when the steel girders 4 are erected, the steel girders 4 are provided by temporary materials such as supports. Because of the necessity of supporting, there is a problem that stability and construction accuracy at the time of erection are inferior and labor saving at the time of construction is generally difficult.

【0004】また、上記接続部材3を用いずに、柱1の
上端面に鉄骨大梁4を直接載架する方法も知られている
が、当該構築方法にあっては、柱梁接合部において上記
鉄骨大梁4の底面と柱1の上端面との間に充分にコンク
リートが充填されず、この結果所望の接合強度が得難い
という問題点があった。本発明は、上記従来の複合架構
の構築方法が有する課題を有効に解決すべくなされたも
ので、鉄骨大梁の接合箇所が少なく、かつ架設時に支保
工等の架設材を必要とせず、よって鉄骨大梁の施工にお
ける省力化と安定性および施工精度の向上とを図ること
ができるとともに、併せて強固な柱梁の接合強度が得ら
れる複合架構の構築方法を提供することを目的とするも
のである。
A method of directly mounting a steel beam 4 on the upper end surface of the column 1 without using the connecting member 3 is also known. Concrete is not sufficiently filled between the bottom surface of the steel girder 4 and the upper end surface of the column 1, and as a result, there is a problem that it is difficult to obtain a desired joint strength. The present invention has been made in order to effectively solve the problems of the above-described conventional method of constructing a composite frame, and has a small number of joints of steel beam girders, and does not require any erection material such as a shoring work at the time of erection. It is an object of the present invention to provide a method of constructing a composite frame capable of saving labor and improving stability and construction accuracy in the construction of a girder, and at the same time, obtaining a strong column-beam joint strength. .

【0005】[0005]

【課題を解決するための手段】上記課題を解決するため
に、請求項1に記載の本発明に係る複合架構の構築方法
は、先ずRC柱を構築するとともに、柱の上面の一の方
向の両端部に梁受け部材を設置した後に、柱梁接合部を
打ち残した半PC大梁を上記柱間の他の方向に架設し、
上記柱間の1スパン以上の長さを有し、かつ上記半PC
大梁よりもせいの小さい鉄骨大梁を、その端部を上記柱
間に位置させて上記梁受け部材上に載置することによ
り、上記柱間の一の方向に架設し、次いで上記柱梁接合
部および半PC大梁上端並びに床スラブのコンクリート
を打設することを特徴とするものである。
According to a first aspect of the present invention, there is provided a method for constructing a composite frame, comprising: firstly constructing an RC column; After installing the beam receiving members at both ends, the semi-PC girders that left the beam-column joints are erected in the other direction between the columns,
The length of at least one span between the columns, and the half PC
A steel girder with a smaller diameter than the girder is placed on the beam receiving member with its end positioned between the columns, thereby erection in one direction between the columns, and then the beam-column joint It is characterized by placing concrete of the upper end of the half PC beam and concrete of the floor slab.

【0006】また、請求項2に記載の発明は、上記請求
項1に記載の柱の構築時に、その上面の上記他の方向の
両端に、当該柱から上記他の方向に突出して半PC大梁
の端部を支持する受け座部を上記柱と一体に形成するこ
とを特徴とするものであり、さらに請求項3に記載の発
明は、上記請求項1または2に記載の発明において、予
め2以上の上記鉄骨大梁間に、上記他の方向に鉄骨小梁
を接合したユニットを製作し、上記ユニットを上記柱間
の一の方向に架設することを特徴とするものである。
According to a second aspect of the present invention, at the time of constructing the pillar according to the first aspect, the half-PC girders projecting from the pillar in the other direction at both ends of the upper surface in the other direction. And a receiving seat portion for supporting the end portion is formed integrally with the pillar. Further, the invention according to claim 3 is characterized in that in the invention according to claim 1 or 2, A unit in which a steel beam is joined in the other direction between the above-mentioned steel beams is manufactured, and the unit is installed in one direction between the columns.

【0007】[0007]

【作用】請求項1に記載の発明によれば、柱間の1スパ
ン以上の長さを有する鉄骨大梁を、その端部を上記柱間
に位置させて一の方向に架設しているので、従来のもの
よりも鉄骨大梁における接続箇所が少なくなり、この結
果当該鉄骨大梁の接続に要する手間が低減化する。ま
た、上記鉄骨大梁を、柱の上面の両端部に設置した梁受
け部材上に載置することにより上記柱間に架設している
ので、柱梁接合部にコンクリートを打設する際に、コン
クリートが、鉄骨大梁の下端面と柱の上面との間に確実
に充填されて鉄骨大梁が当該コンクリートにより完全に
囲繞され、この結果強固な柱梁の接合が行なわれるとと
もに、鉄骨大梁の架設時に、支保工等の仮設材を必要と
しない。
According to the first aspect of the present invention, the steel girders having a length of at least one span between the columns are erected in one direction with their ends positioned between the columns. The number of connection points on the steel girder is reduced as compared with the conventional one, and as a result, the labor required for connecting the steel girder is reduced. Also, since the steel girders are erected between the columns by placing them on beam receiving members installed on both ends of the upper surface of the columns, when concrete is cast at the column-beam joints, Is securely filled between the lower end surface of the steel girder and the upper surface of the column, and the steel girder is completely surrounded by the concrete.As a result, a strong column-beam joint is performed, and at the time of erection of the steel girder, No temporary materials such as shoring are required.

【0008】しかも、鉄骨大梁のせいを半PC大梁より
も小さくなるように設定しているので、上記鉄骨大梁と
半PC大梁との互いの上端面を一致させることが容易と
なる。さらに、上記柱間の他の方向に柱梁接合部を打ち
残した半PC大梁を架設しているので、当該方向におい
てPC梁特有の高い強度が得られるうえに、現場におけ
る大梁構築のためのコンクリート打設作業が不要とな
る。以上の結果、両方向の大梁の架設において、その施
工の省力化と安定性および施工精度の向上とが図られ
る。
In addition, since the steel beam is set to be smaller than the half-PC beam, the upper ends of the steel beam and the half-PC beam can be easily aligned with each other. Further, since the semi-PC girders with the beam-column joints left behind in the other direction between the columns are erected, not only the high strength peculiar to the PC beams in the direction is obtained, but also the beam Eliminates the need for concrete casting work. As a result, in erection of the girder in both directions, labor saving of the construction, improvement of the stability and construction accuracy are achieved.

【0009】この際に、請求項2に記載の発明によれ
ば、半PC大梁の架設時に、この半PC大梁の端部を柱
の上面の両端に一体に形成した受け座部によって支持す
ることにより、当該半PC大梁を支持するための支保工
等が不要となり、よって半PC大梁の架設においても省
力化が図られる。さらに、請求項3に記載の発明によれ
ば、複数スパン間において2以上の鉄骨大梁とこれらの
間の鉄骨小梁からなるユニットを上記柱間に架設するこ
とにより、現場における鉄骨小梁の接合作業が不要とな
り、この結果より一層の施工の省力化と工期の短縮化が
図られる。
In this case, according to the second aspect of the present invention, when the half-PC girders are erected, the ends of the half-PC girders are supported by the receiving seats integrally formed at both ends of the upper surface of the pillar. This eliminates the need for a support or the like for supporting the half-PC girders, thereby saving labor in erection of the half-PC girders. Furthermore, according to the third aspect of the present invention, a unit composed of two or more steel girders and a steel girder between them is erected between the columns in a plurality of spans, so that the steel girder joints on site can be made. This eliminates the need for work, and as a result, further labor saving of work and shortening of the construction period are achieved.

【0010】[0010]

【実施例1】図1〜図9は、本発明に係る複合架構の構
築方法の第一実施例を経時的に説明するためのもので、
以下これらの図に沿って上記一実施例について説明す
る。先ず、図1および図2に示すように、所定の位置に
RC柱10…を梁の下端レベルまで構築し、その上面1
1から柱主筋12…を突出させておく。なお、コンクリ
ートを打設して上記RC柱10を構築する際に、上記R
C柱10の鉄骨大梁を架設すべき一の方向の両側部に、
これから上面11の上方に突出するチャンネルからなる
梁受け金物(梁受け部材)13、13を設置するととも
に、上面11の他の方向の両端に、ふかしコンクリート
によってこのRC柱11から上記他の方向側に突出する
受け座部14、14を一体に形成する。次いで、図3お
よび図4に示すように、梁接合部を打ち残して両端面か
ら下端筋16を突出させ、かつ上面に肋筋の上端部分1
7を突出させた1スパンの長さを有する半PC大梁15
を、上記RC柱10、10間の上記他の方向に架設す
る。この際に、上記半PC大梁15の端部を、RC柱1
0の上面11に形成した上記受け座部14によって支持
させる。
Embodiment 1 FIGS. 1 to 9 are for explaining a first embodiment of a method of constructing a composite frame according to the present invention with time.
Hereinafter, the one embodiment will be described with reference to these drawings. First, as shown in FIGS. 1 and 2, RC columns 10 are constructed at predetermined positions up to the lower end level of the beam.
The column main bars 12 project from 1. When constructing the RC column 10 by casting concrete, the R
On both sides in one direction where a steel girder of C column 10 should be erected,
From now on, beam receiving hardware (beam receiving members) 13 and 13 composed of channels protruding above the upper surface 11 will be installed, and at both ends of the upper surface 11 in the other direction from the RC column 11 by puffing concrete in the other direction. Are integrally formed. Then, as shown in FIG. 3 and FIG. 4, the lower joint 16 is projected from both end surfaces while leaving the beam joint unremoved, and the upper end portion 1 of the rib is formed on the upper surface.
Half PC girder 15 having a length of 1 span protruding 7
Is installed in the other direction between the RC columns 10 and 10. At this time, the end of the semi-PC girder 15 is connected to the RC column 1
0 is supported by the receiving seat 14 formed on the upper surface 11.

【0011】次に、図5および図6に示すように、上記
RC柱10、10間の上記一の方向に、3スパン強の長
さを有するH形鋼からなる鉄骨大梁18を、その端部1
8a、18aが上記RC柱10、10間に位置するよう
にして、上記梁受け金物13上に載架する。これによ
り、上記鉄骨大梁18の下端面とRC柱10の上面との
間には、梁受け金物13の高さ寸法に相当する隙間部1
9が形成される。ちなみに、上記鉄骨大梁18は、その
せいが半PC大梁15よりも小さいものが用いられてお
り、かつ上記梁受け金物13の寸法は、この鉄骨大梁1
8を梁受け金物13上に載架した際に、鉄骨大梁18の
上端面と上記半PC梁15の上端面とがほぼ面一になる
ように設定されている。また、これと並行して、架設し
た鉄骨大梁18間の所定位置に、H形鋼からなり1スパ
ン長を有する鉄骨小梁20を上記半PC大梁15と平行
に順次架け渡して行く。
Next, as shown in FIGS. 5 and 6, in the one direction between the RC columns 10 and 10, a steel beam 18 made of H-section steel having a length of slightly more than 3 spans is placed at the end thereof. Part 1
It is mounted on the beam receiving hardware 13 so that 8a and 18a are located between the RC columns 10 and 10. As a result, the gap 1 corresponding to the height of the beam receiving hardware 13 is provided between the lower end surface of the steel beam 18 and the upper surface of the RC column 10.
9 is formed. The steel girder 18 is smaller than the half-PC girder 15 because of its size, and the dimensions of the beam receiving hardware 13 are the same as those of the steel girder 1.
The upper end surface of the large steel beam 18 and the upper end surface of the half PC beam 15 are set so as to be substantially flush with each other when the bridge 8 is mounted on the beam receiving hardware 13. In parallel with this, a small steel beam 20 made of H-section steel and having a span length is sequentially bridged in a predetermined position between the installed steel girders 18 in parallel with the half PC girders 15.

【0012】次いで、図7および図8に示すように、上
記鉄骨小梁20上にスチールデッキ21…を敷き込む。
また、これと並行して、柱梁接合部にこれを囲繞するよ
うにして分割型の型枠22を施工する。ここで、チャン
ネルからなる上記梁受け金物13の背面は、上記型枠2
2の一部を画成する。そして、上記スチールデッキ21
…の敷き込みが完了した後に、図9に示すように、ホッ
パ23により柱梁接合部の上記型枠22内にコンクリー
トを先行打設し、次いで床スラブ24および半PC大梁
15の上端部にコンクリートをポンプ打ちする。これに
より、一の階層の構築が完了し、次いで以上の工程を繰
り返すことにより、順次上方に向けて多層の複合架構を
構築して行く。
Next, as shown in FIGS. 7 and 8, a steel deck 21 is laid on the steel beam 20.
In parallel with this, a split mold 22 is constructed around the beam-column joint so as to surround it. Here, the back surface of the beam receiving hardware 13 composed of a channel is formed in the form 2
Define part of 2. And the steel deck 21
After the completion of the laying of the concrete, as shown in FIG. 9, concrete is preliminarily cast into the formwork 22 of the column-beam joint portion by the hopper 23, and then the floor slab 24 and the upper end of the semi-PC girders 15 are placed. Pump concrete. As a result, the construction of one layer is completed, and then the above steps are repeated to sequentially construct a multi-layered composite frame upward.

【0013】このような構成からなる複合架構の構築方
法にあっては、RC柱10間の3スパン強の長さを有す
る鉄骨大梁18を、その端部18aが上記RC柱10、
10間に位置するようにして一の方向に架設しているの
で、従来のものよりも鉄骨大梁同士の接続箇所が大幅に
少なくなり、しかも上記鉄骨大梁18を梁受け金物13
上に載置しているので、当該鉄骨大梁18の架設時に、
支保工等の仮設材を必要とせず、よってこれら鉄骨大梁
18の接続に要する手間を大幅に低減化させることがで
きる。
In the method of constructing a composite frame having such a structure, a steel girder 18 having a length of slightly more than 3 spans between RC columns 10 is provided.
10 so as to be located in one direction, so that the number of connection points between the steel girders is greatly reduced as compared with the conventional one, and the steel girders 18 are connected to the beam receiving hardware 13.
Since it is placed on the top, when the steel beam 18 is erected,
Since a temporary material such as a shoring is not required, the labor required for connecting the steel girders 18 can be greatly reduced.

【0014】加えて、RC柱10の上面11の両側部に
チャンネルからなる梁受け金物13を設置し、この梁受
け金物13上に上記鉄骨大梁18を載置しているので、
上記梁受け金物13の背面によって型枠22の一部を画
成することができるとともに、上記鉄骨大梁18の下端
面とRC柱10の上面との間に、梁受け金物13の高さ
寸法に相当し、かつコンクリート打設時にコンクリート
流入の障害となるものがない隙間部19を形成すること
ができる。このため、柱梁接合部にコンクリートを打設
するに際して、上記鉄骨大梁18の下端面とRC柱10
の上面11との間に確実にコンクリートを充填すること
ができ、よって上記鉄骨大梁18を当該コンクリートに
よって完全に囲繞することができるため、強固な柱梁の
接合を行うことが可能となる。しかも、鉄骨大梁18の
せいを半PC大梁15のせいよりも小さく設定している
ので、上記梁受け金物13の高さ寸法を適宜寸法に設定
することにより、容易に鉄骨大梁18と半PC大梁15
との互いの上端面を一致させることができる。
In addition, beam receiving hardware 13 composed of a channel is installed on both sides of the upper surface 11 of the RC column 10, and the steel beam 18 is placed on the beam receiving hardware 13.
A part of the formwork 22 can be defined by the back surface of the beam receiving hardware 13, and the height dimension of the beam receiving hardware 13 is defined between the lower end surface of the steel beam 18 and the upper surface of the RC column 10. It is possible to form a gap portion 19 which does not obstruct the inflow of concrete when the concrete is poured. For this reason, when placing concrete at the beam-column joint, the lower end face of the steel beam 18 and the RC column 10
Concrete can be reliably filled between the steel beams and the upper surface 11, and the steel beam 18 can be completely surrounded by the concrete. Therefore, it is possible to join strong columns and beams. Moreover, since the steel beam 18 is set smaller than the half PC beam 15, the height of the beam receiving hardware 13 is appropriately set, so that the steel beam 18 and the half PC beam can be easily formed. Fifteen
And the upper end surfaces thereof can be matched.

【0015】さらに、上記RC柱10間の他の方向に、
柱梁接合部を打ち残した半PC大梁15を架設している
ので、当該方向においてPC梁特有の高い強度が得られ
るとともに、現場における大梁構築のためのコンクリー
ト打設作業が不要となる。加えて、RC柱10の上面1
1の両端に受け座部14を一体に形成し、この受け座部
14に半PC大梁15の端部を支持させているので、上
記半PC大梁15の架設時に、当該半PC大梁15を支
持するための支保工等が不要となり、よって半PC大梁
15の架設においても一層の省力化を図ることが可能と
なる。したがって、上記複合架構の構築方法によれば、
これら半PC大梁15および鉄骨大梁18を架設するに
際して、共に従来のものよりも大幅な省力化を図ること
ができ、併せて施工の安定性および施工精度の向上をも
図ることができる。
Further, in another direction between the RC columns 10,
Since the half PC girders 15 with the column-beam joints left behind are erected, high strength peculiar to PC beams is obtained in this direction, and concrete casting work for constructing the girders at the site is not required. In addition, the upper surface 1 of the RC column 10
1 are formed integrally with both ends of the first PC, and the ends of the half-PC girders 15 are supported by the receiving seats 14. Therefore, when the half-PC girders 15 are erected, the half-PC girders 15 are supported. Therefore, it is not necessary to provide any support work, and thus it is possible to save labor even when the half-PC girder 15 is erected. Therefore, according to the method of constructing the composite frame,
When the half-PC girder 15 and the steel girder 18 are erected, it is possible to greatly reduce the labor required in both cases and to improve the stability and accuracy of construction.

【0016】[0016]

【実施例2】図10は、本発明に係る複合架構の構築方
法の第二実施例を示すもので、他の構成については、図
1〜図5および図7〜図9に示したものと同一であるた
めに、これらの図および同一符号を用いてその説明を省
略する。図10において、この例の複合架構の構築方法
は、予め2本の3スパン強の長さを有する上記鉄骨大梁
18、18間の所定位置に、上記他の方向に複数(図で
は4本)の鉄骨小梁20を接合したユニット25を製作
しておき、図4に示すように、RC柱10間に半PC大
梁15を架設した後に、上記ユニット25を直接RC柱
10間の一の方向に架設するようにしたものである。
Embodiment 2 FIG. 10 shows a second embodiment of the method for constructing a composite frame according to the present invention. Other structures are the same as those shown in FIGS. 1 to 5 and FIGS. Since they are the same, the description thereof will be omitted using the drawings and the same reference numerals. In FIG. 10, the method of constructing a composite frame of this example is based on the premise that a plurality of (four in the drawing) are provided at predetermined positions between the steel girders 18, which have a length of slightly more than two three spans, in the other direction. A unit 25 to which the steel beams 20 are joined is manufactured in advance, and as shown in FIG. 4, after the half PC girders 15 are erected between the RC columns 10, the unit 25 is directly connected to the RC columns 10 in one direction. It is designed to be installed in

【0017】したがって、上記第二実施例における複合
架構の構築方法によれば、上記第一実施例における作用
効果と同様のものが得られるうえ、さらに予め製作した
上記ユニット25をRC柱10間に順次架設しているの
で、現場における鉄骨大梁18と鉄骨小梁20との接合
作業も不要となり、よって一層の施工の省力化と工期の
短縮化を図ることができる。
Therefore, according to the method of constructing the composite frame in the second embodiment, the same operation and effect as those in the first embodiment can be obtained. Since the bridges are sequentially installed, the joining work between the steel girders 18 and the steel girders 20 at the site is not required, so that it is possible to further reduce labor of the construction and shorten the construction period.

【0018】なお、上記第二実施例の説明においては、
予め2本の鉄骨大梁18間に4本の鉄骨小梁20を接合
したユニット25を製作して、これを直接RC柱間に架
設するようにしたが、上記ユニット25の大きさとして
はこれに限るものではなく、このユニットを揚重するク
レーン等の載荷能力によって適宜の大きさに決定するこ
とが可能である。また、上記第一および第二実施例にお
いては、いずれも1スパンの長さを有する半PC大梁1
5をRC柱10間に架設する場合について説明したが、
これに限定されるものではなく、2スパンあるいはそれ
以上の長さを有し、かつ上記柱梁接合部を打ち残して下
端筋を露出させた長尺物の半PC大梁も適用することが
可能である。
In the description of the second embodiment,
A unit 25 in which four steel beams 20 were jointed between two steel beams 18 was manufactured in advance, and this was directly installed between the RC columns. The size is not limited, and the size can be appropriately determined according to the loading capacity of a crane or the like that lifts the unit. In the first and second embodiments, the half-PC beam 1 having a length of one span is used.
Although the case where 5 is installed between the RC columns 10 has been described,
However, the present invention is not limited to this, and it is also possible to apply a long semi-PC giant beam having a length of 2 spans or longer and exposing the bottom streaks leaving the above-mentioned beam-column joint. It is.

【0019】[0019]

【発明の効果】以上説明したように、請求項1に記載の
発明によれば、従来のものよりも鉄骨大梁同士の接続箇
所が少なくなり、よって当該鉄骨大梁の接続に要する手
間を低減化することができるとともに、強固な柱梁の接
合が得られ、かつ鉄骨大梁と半PC大梁との互いの上端
面を一致させることが容易となる。加えて、鉄骨大梁の
架設時に、支保工等の仮設材を必要とせず、しかも半P
C大梁の架設方向において高い強度が得られるため、総
じて当該複合架構の構築時における施工の省力化と安定
性および施工精度の向上とを図ることができる。
As described above, according to the first aspect of the present invention, the number of connecting portions between the steel girders is smaller than that of the conventional one, so that the labor required for connecting the steel girders is reduced. In addition to this, a strong connection of the column and beam is obtained, and it becomes easy to match the upper end surfaces of the steel beam and the semi-PC beam. In addition, when erection of steel beams, temporary materials such as shoring are not required.
Since high strength is obtained in the erection direction of the C beam, it is possible to generally save labor and improve stability and construction accuracy when constructing the composite frame.

【0020】また、請求項2に記載の発明によれば、半
PC大梁の架設時に、当該半PC大梁を支持するための
支保工等が不要となり、よって半PC大梁の架設におい
ても省力化が図られる。さらに、請求項3に記載の発明
によれば、鉄骨大梁と鉄骨小梁とのユニット化により現
場における鉄骨小梁の接合作業が不要となり、この結果
より一層の施工の省力化と工期の短縮化を図ることがで
きる。
According to the second aspect of the present invention, when the half-PC girders are erected, no support work or the like for supporting the half-PC girders is required. It is planned. Further, according to the third aspect of the present invention, the uniting of the steel girder and the steel girder eliminates the necessity of joining the steel girder on site, thereby further reducing the labor of the construction and shortening the construction period. Can be achieved.

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

【図1】本発明の複合架構の構築方法の第一実施例にお
いて立設したRC柱の要部を示す斜視図である。
FIG. 1 is a perspective view showing a main part of an RC column erected in a first embodiment of a method for constructing a composite frame according to the present invention.

【図2】図1のRC柱を立設した状態を示す全体斜視図
である。
FIG. 2 is an overall perspective view showing a state in which the RC columns of FIG. 1 are erected.

【図3】図1のRC柱に半PC大梁を架設した状態を示
す要部の斜視図である。
FIG. 3 is a perspective view of a main part showing a state where a half-PC beam is erected on the RC column of FIG. 1;

【図4】図3の全体斜視図である。FIG. 4 is an overall perspective view of FIG. 3;

【図5】図3のRC柱に鉄骨大梁を架設した状態を示す
要部の斜視図である。
FIG. 5 is a perspective view of a main part showing a state where a steel girder is erected on the RC column of FIG. 3;

【図6】図5の全体斜視図である。FIG. 6 is an overall perspective view of FIG. 5;

【図7】図3のRC柱および梁の周囲にデッキを敷き込
んだ状態を示す要部の斜視図である。
FIG. 7 is a perspective view of a main part showing a state in which a deck is laid around RC columns and beams in FIG. 3;

【図8】図7の全体斜視図である。FIG. 8 is an overall perspective view of FIG. 7;

【図9】図8のデッキ上等にコンクリートを打設する状
態を示す全体斜視図である。
FIG. 9 is an overall perspective view showing a state where concrete is poured onto a deck or the like in FIG. 8;

【図10】本発明の複合架構の構築方法の第二実施例に
おいて鉄骨のユニットを架設する状態を示す全体斜視図
である。
FIG. 10 is an overall perspective view showing a state in which a steel frame unit is erected in the second embodiment of the method for constructing a composite frame according to the present invention.

【図11】従来の複合架構の概略構成を示す平面図であ
る。
FIG. 11 is a plan view showing a schematic configuration of a conventional composite frame.

【符号の説明】[Explanation of symbols]

10 RC柱 11 上面 13 梁受け金物(梁受け部材) 14 受け座部 15 半PC大梁 18 鉄骨大梁 18a 端部 19 隙間部 20 鉄骨小梁 22 型枠 24 床スラブ 25 ユニット DESCRIPTION OF SYMBOLS 10 RC column 11 Upper surface 13 Beam receiving hardware (beam receiving member) 14 Receiving seat part 15 Half PC beam 18 Steel frame beam 18a End 19 Gap 20 Steel beam 22 Formwork 24 Floor slab 25 unit

───────────────────────────────────────────────────── フロントページの続き (58)調査した分野(Int.Cl.6,DB名) E04B 1/16 ──────────────────────────────────────────────────続 き Continued on the front page (58) Field surveyed (Int.Cl. 6 , DB name) E04B 1/16

Claims (3)

(57)【特許請求の範囲】(57) [Claims] 【請求項1】 鉄筋コンクリート柱を構築するととも
に、上記柱の上面の一の方向の両端部に梁受け部材を設
置した後に、柱梁接合部を打ち残した半プレキャスト大
梁を上記柱間の他の方向に架設し、上記柱間の1スパン
以上の長さを有し、かつ上記半プレキャスト大梁よりも
せいの小さい鉄骨大梁を、その端部を上記柱間に位置さ
せて上記梁受け部材上に載置することにより、上記柱間
の上記一の方向に架設し、次いで上記柱梁接合部および
半プレキャスト大梁上端並びに床スラブのコンクリート
を打設することを特徴とする複合架構の構築方法。
After constructing a reinforced concrete column and installing beam receiving members at both ends in one direction of the upper surface of the column, a semi-precast girder that has left a beam-column joint is removed by another beam between the columns. A steel girder having a length of at least 1 span between the columns and smaller than the semi-precast girder, with its end positioned between the columns and on the beam receiving member. A method for constructing a composite frame, comprising placing the concrete in the column-beam joint, the upper end of the semi-precast girders and the floor slab by placing the concrete in the one direction between the columns.
【請求項2】 上記柱の構築時に、その上面の上記他の
方向の両端に、当該柱から上記他の方向に突出して上記
半プレキャスト大梁の端部を支持する受け座部を上記柱
と一体に形成することを特徴とする請求項1に記載の複
合架構の構築方法。
2. When the column is constructed, receiving seats projecting from the column in the other direction and supporting the ends of the semi-precast girders are integrated with the column at both ends of the upper surface in the other direction. The method for constructing a composite frame according to claim 1, wherein the composite frame is formed.
【請求項3】 予め2以上の上記鉄骨大梁間に、上記他
の方向に鉄骨小梁を接合したユニットを製作し、上記ユ
ニットを上記柱間の一の方向に架設することを特徴とす
る請求項1または2に記載の複合架構の構築方法。
3. A unit in which a steel beam is joined in the other direction between two or more of said steel beams in advance, and said unit is erected in one direction between said columns. Item 3. The method for constructing a composite frame according to item 1 or 2.
JP2776995A 1995-01-25 1995-01-25 How to build a composite frame Expired - Fee Related JP2907047B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2776995A JP2907047B2 (en) 1995-01-25 1995-01-25 How to build a composite frame

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2776995A JP2907047B2 (en) 1995-01-25 1995-01-25 How to build a composite frame

Publications (2)

Publication Number Publication Date
JPH08199678A JPH08199678A (en) 1996-08-06
JP2907047B2 true JP2907047B2 (en) 1999-06-21

Family

ID=12230196

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2776995A Expired - Fee Related JP2907047B2 (en) 1995-01-25 1995-01-25 How to build a composite frame

Country Status (1)

Country Link
JP (1) JP2907047B2 (en)

Also Published As

Publication number Publication date
JPH08199678A (en) 1996-08-06

Similar Documents

Publication Publication Date Title
JP3160748B2 (en) Precast structural member composed of reinforced concrete columns and steel beams, and method of constructing structure using the same
JP2907047B2 (en) How to build a composite frame
JP3752999B2 (en) Upper and lower integrated bridge and its construction method
JP2904043B2 (en) How to build a composite frame
JPH10159344A (en) Building method of multi-layered structure provided with a plurality of super beam
JPH0711710A (en) Reinforced concrete column and steel frame beam jointing structure and building constructing method
JP3039295B2 (en) Manufacturing method of prefabricated member of mixed structure
JP3284391B2 (en) Reinforced concrete frame and construction method
JP2817591B2 (en) Construction method of steel reinforced concrete building
JP3165363B2 (en) Precast concrete floor joint structure
JP2003041516A (en) Integral structure of upper and lower parts of continuous girder bridge and method of constructing it
JPH07247610A (en) Beam for building using pc wall
JPH0654049B2 (en) Filled steel tubular concrete columns and method of constructing filled tubular concrete columns
JP2002256643A (en) Construction method for steel-framed reinforced concrete(src) structure
JP3401311B2 (en) Building construction method using unit panels
JP2920490B2 (en) Method of manufacturing panel-joined caisson and panel-joined caisson
JPH0893049A (en) Framework of building structure
JPH08100463A (en) Work execution method for concrete structure
JPH0598703A (en) Multilayer rc core wall structure and construction method thereof
JPH07139054A (en) Joining method for precast concrete wall plate
JP2558889Y2 (en) garage
JPH06306931A (en) Construction of steel frame reinforced concrete structure
JP2776216B2 (en) Architectural frame
JPH08311987A (en) Structure of beam
JPH0688393A (en) Flat plate construction

Legal Events

Date Code Title Description
R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

FPAY Renewal fee payment (prs date is renewal date of database)

Free format text: PAYMENT UNTIL: 20080402

Year of fee payment: 9

FPAY Renewal fee payment (prs date is renewal date of database)

Free format text: PAYMENT UNTIL: 20090402

Year of fee payment: 10

FPAY Renewal fee payment (prs date is renewal date of database)

Year of fee payment: 11

Free format text: PAYMENT UNTIL: 20100402

LAPS Cancellation because of no payment of annual fees