JPS6013110B2 - Column-beam connection method for precast reinforced concrete beams - Google Patents
Column-beam connection method for precast reinforced concrete beamsInfo
- Publication number
- JPS6013110B2 JPS6013110B2 JP15688080A JP15688080A JPS6013110B2 JP S6013110 B2 JPS6013110 B2 JP S6013110B2 JP 15688080 A JP15688080 A JP 15688080A JP 15688080 A JP15688080 A JP 15688080A JP S6013110 B2 JPS6013110 B2 JP S6013110B2
- Authority
- JP
- Japan
- Prior art keywords
- reinforced concrete
- precast reinforced
- reinforcing bar
- column
- joining
- 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
Links
Landscapes
- Joining Of Building Structures In Genera (AREA)
Description
【発明の詳細な説明】 本発明はプレキャスト鉄筋コンクリート梁の柱。[Detailed description of the invention] The present invention is a precast reinforced concrete beam column.
梁接合工法に関するものである。建築物の鍵体構築にお
いて、予め柱のH形鋼の鉄骨柱部材を樹立し、これにブ
レキャストコンクリート梁を接合したのち鉄骨柱部材の
周囲に柱コンクリートを打設する構築工法は広く知られ
ておりかつ多く実施されている。This relates to the beam joining method. When constructing the key body of a building, a construction method in which H-beam steel column members are established in advance, a pre-cast concrete beam is joined to this, and then column concrete is poured around the steel column members is widely known. It is widely implemented.
上記の構築工法において、プレキヤストコンクリート梁
は鉄骨コンクリート造又は鉄骨鉄筋コンクリート造とし
て構成されたものが多いが、この場合鉄骨柱部村とプレ
キャストコンクリート梁の端より突出する鉄骨端との現
場での溶接又はボルト接合は〜鉄骨柱部材とプレキャス
トコンクリート梁の端面との間隔を大きくしないと、作
業上の困難が存すると共に比較的コストが嵩む不利があ
った。又、上記の構築工法においてプレキャストコンク
リート薬を鉄筋コンクリート造としたものも知られてお
り、このプレキャスト鉄筋コンクリート梁の柱・梁接合
として、梁主鉄筋の端にカブラーを湊着して置いてプレ
キャストしト鉄骨柱部材に上記のプレキャスト鉄筋コン
クリート梁を架設し、鉄骨柱部材を貫通する接合用のP
C鋼榛の先端に設けたねじ部を上記のカプラ−に螺着し
他端のねじ部を鉄骨柱部材にボルト定着する手段が開示
されている。この接合手段は「プレキャストコンクリー
ト梁を鉄筋コンクリート造とするには現場での柱G梁後
合の作業が容易で便利なものであるが、ラーメン構造に
おいてプレキャスト鉄筋コンクリート梁に生ずる引張り
応力は梁主鉄筋が全部を負担するので〜梁主鉄筋端には
カプラーの突付け綾着には、溶着の構造上の安全性にい
くらか問題が存する。本発明は、上記の構築工法におい
て「プレキャストコンクリート梁を経済上鉄筋コンクー
ト造とする場合のプレキャスト鉄筋コンクリート梁の梁
の粗鉄筋の構成と柱。梁接合に改善を加えて「現場にお
ける柱。梁接合の作業性を高めると共に構造上安全な柱
り梁節′点部を得ることを目的とするものである。以下
に本発明を添附の図面に塞き説明する。In the above construction methods, precast concrete beams are often constructed as steel-framed concrete structures or steel-framed reinforced concrete structures, but in this case, on-site welding of the steel column and the steel end protruding from the end of the precast concrete beam is performed. Alternatively, bolted joints are disadvantageous in that unless the distance between the steel column member and the end face of the precast concrete beam is made large, there will be operational difficulties and the cost will be relatively high. In addition, in the above construction method, it is known that the precast concrete beam is made of reinforced concrete, and in order to connect the column and beam of this precast reinforced concrete beam, a coupler is placed at the end of the main reinforcing bar of the beam and precast is used. The above precast reinforced concrete beam is erected on the steel column member, and the P for joining passes through the steel column member.
A method is disclosed in which a threaded portion provided at the tip of a C steel bar is screwed into the above-mentioned coupler, and the threaded portion at the other end is bolted to a steel column member. This joining method is ``In order to make a precast concrete beam into a reinforced concrete structure, it is easy and convenient to connect the columns and beams on site. There are some problems with the structural safety of the welding process in which a coupler is attached to the end of the main reinforcing bar of the beam.The present invention is based on the above-mentioned construction method. Column structure and coarse reinforcing bars of precast reinforced concrete beams when constructing a precast reinforced concrete beam.By improving the beam connection, it is possible to improve the workability of beam connection and create a structurally safe column-to-beam joint. The present invention will be described below with reference to the accompanying drawings.
先ず本発明の柱・梁接合工法に用いるプレキャスト鉄筋
コンクリート梁6は、第1図及び第2図に例示する端部
に接続用のねじスリーブ2を接続部3を残して螺着した
ねじ状筋異形鉄筋の梁主鉄筋亀で構成した梁の組鉄筋4
を「第3図に示すようにコンクリート翼7に埋設すると
共に「梁端より突出するよう仮止め鋼板5を半ばコンク
リート軍7中に埋設して成型するものである。このプレ
キャスト鉄筋コンクリート梁6は工場で製作され現場に
搬送される。つぎに、現場において、第4図及び第5図
に示すように、予め樹立した柱のH形鋼部村7の柱・梁
筋点部のフランジ8の接合される上記のプレキヤスト鉄
筋コンクリート梁6の梁主鉄筋1端のねじスリーブ2に
対向する位瞳に設けられた貫通孔9に、ねじ状節異形鉄
筋の接合用鉄筋10を挿入して置き、上記のフランジ8
に突設された仮止めガゼット板5′に上記のプレキャス
ト鉄筋コンクリート梁6の梁端の仮止め鋼板5を重合し
てボルト緊縦11して該プレキャスト鉄筋コンクリート
梁6を上甑のH形鋼部材7に小間隔dを置いて仮設定し
、ついで第6図に示すように、上記の接合用鉄筋亀0を
プレキャスト鉄筋コンクリート梁6の対向する梁主鉄筋
亀端のねじスリーブ2の接続部3に螺挿して接線すると
共に上記の穣合用鉄筋18をこれに螺挿する固定用ナッ
ト竃2で上記フランジ8の内側面に緊総し定着し「つい
で上記のようにしてH形鋼部村7の左、右のフランジ8
,8内に対向する接合用鉄筋IDを氏着スリーブ継手1
3によって連結接合したのち、図示は省略したが、柱の
H形鋼部材の周囲に柱鉄筋及びフ−プ筋を施工し〜柱コ
ンクリート18を現場打ちして柱。梁を一体化して接合
するものである。本発明のプレキャスト鉄筋コンクリー
ト梁の柱。First, the precast reinforced concrete beam 6 used in the column-beam joining method of the present invention is a modified threaded reinforced concrete beam in which a threaded sleeve 2 for connection is screwed onto the end portion, leaving a connecting portion 3, as illustrated in FIGS. 1 and 2. Reinforcement beam main reinforcement beam assembly consisting of reinforcing bars 4
As shown in Fig. 3, the precast reinforced concrete beam 6 is buried in the concrete wing 7, and a temporary steel plate 5 is partially buried in the concrete wing 7 so as to protrude from the end of the beam. Next, at the site, as shown in Figures 4 and 5, the flanges 8 of the column/beam reinforcement points of the H-shaped steel sections 7 of the columns established in advance are joined. A reinforcing bar 10 for joining the threaded joint deformed reinforcing bar is inserted into the through hole 9 provided in the pupil opposite the threaded sleeve 2 at one end of the beam main reinforcing bar of the precast reinforced concrete beam 6 to be Flange 8
The temporary fixing steel plate 5 at the beam end of the precast reinforced concrete beam 6 is superimposed on the temporary fixing gusset plate 5' protruding from the top, and the precast reinforced concrete beam 6 is attached to the H-shaped steel member 7 of the upper girder by tightening bolts 11. Temporarily set at a small interval d, and then, as shown in Fig. 6, the above-mentioned joining reinforcing bar 0 is screwed into the connecting part 3 of the threaded sleeve 2 of the opposing main reinforcing bar end of the precast reinforced concrete beam 6. The fixing nut 2, into which the reinforcing bar 18 is screwed, is tightened and fixed on the inner surface of the flange 8 as described above. right flange 8
, 8, connect the opposing joining reinforcing bars ID to the sleeve joint 1.
3, and then, although not shown in the drawings, column reinforcing bars and hoop bars were constructed around the H-shaped steel members of the column, and column concrete 18 was cast on-site to form the column. This is to integrate and join the beams. Precast reinforced concrete beam column of the present invention.
梁接合工法は上記したように行うもので、的予め樹立さ
れた柱のH形鋼部材?のフランジ8に設けた貫通孔9に
、プレキャスト鉄筋コンクリート梁6を該H形鋼部材孔
こ葵渡して仮設定する前に、接合用鉄筋10を挿入して
置き、H形鋼部村7にプレキヤスト鉄筋コンクリート梁
6を仮設定したのち、上記の接合用鉄筋10をフランジ
8から更に引き出してその先部をプレキャスト鉄筋コン
クリート梁6の対向する梁主鉄筋1端のねじスリーブ2
に螺挿して接続するものであるから、作業上日形鋼部材
7とプレキャスト鉄筋コンクリート梁6の端面との間隔
をづ、さくすることが可能であり、従って、上記の間隔
を柱コンクリ−ト18のH形織部材7のフランジ8外側
の設計肉厚による4・間隔dとすることが可能となる。
従って柱。梁接合部のコンクリート打設は柱コンクリm
ト18の打診の仮枠のみで行うことができ「現場では接
合部に梁の部分の仮枠を必要としない利点があること、
‘o)上記の小間隔d内で接合用鉄筋10をプレキャス
ト鉄筋コンクリート梁6の端面のねじスリーブ2に螺挿
する作業は容易であり、又プレキャスト鉄筋コンクリー
ト梁6端の仮止め鋼板5とH形鋼部材7の仮止めガゼッ
ト板5′とのボルト繋綿11は仮止め接合であるため小
間隔d内での作業は容易であること、し一左、右のプレ
キャスト鉄筋コンクリート梁6の梁主鉄筋1にねじスリ
ーブ2を介して接続された接合用鉄筋10は、H形鋼部
材7のフランジ8,8間において圧着スリーブ継手13
によって連結接合するものであるから、左、右のプレキ
ャスト鉄筋コンクリート梁6のH形鋼部材7への接合用
鉄筋10による定着作業は左、右それぞれ独立して行う
ことがででき、定着作業は容易かつスムーズに行ない得
ること、0梁主鉄筋1はねじスリーブ2を介して連結接
合されるので、熔接に比し確実性が高いこと、‘村梁主
鉄筋1に接続された接合用鉄筋10は固定用ナット12
でH形鋼部材7のフランジ8の内側面に緊締定着される
ので、梁主鉄筋1と接合用鉄筋10との接続部及び接合
用鉄筋10によるH形鋼部材7への接合にゆるみが生じ
ない上に、左、右の接合用鉄筋10の圧着スリーブ継手
13による連結接合によって柱・梁節点部を通し筋に形
成される梁主鉄筋1の柱・梁節′点部におけるヒりを防
ぐと共に固定用ナット12は圧着スリーブ継手13によ
る連結接合部の確実性を高める役目を果すこと、又圧着
スリーブ継手13の圧着は広い左、右のフランジ8,8
間で行なわれるので作業が容易であること、N現場にお
ける柱・梁接合に溶接を全く用いないので作業上容易で
あると共に接合部の確実性が得られること等の実際の柱
・梁接合施工の作業上及び接合部の構造上多くの特長を
有する。以下更に図示する実施例について説明する。The beam joining method is carried out as described above, and the H-shaped steel members of the columns that have been established in advance are used. Before temporarily setting the precast reinforced concrete beam 6 by passing it through the hole 9 of the flange 8 of the H-shaped steel member, insert the reinforcing bar 10 for joining, and place the precast reinforced concrete beam 6 into the hole 7 of the H-shaped steel member. After temporarily setting the reinforced concrete beam 6, the above-mentioned joining reinforcing bar 10 is further pulled out from the flange 8, and its tip is inserted into the threaded sleeve 2 of the opposing main reinforcing bar 1 end of the precast reinforced concrete beam 6.
Since the connection is made by screwing into the column concrete beam 18, it is possible to reduce the distance between the shaped steel member 7 and the end face of the precast reinforced concrete beam 6 during work. It becomes possible to set the distance d to 4.0 depending on the designed wall thickness of the outside of the flange 8 of the H-shaped woven member 7.
Hence the pillar. Concrete pouring for beam joints is done using column concrete m.
It can be carried out using only the temporary frame for percussion in Section 18, and has the advantage that a temporary frame for the beam part is not required at the joint at the site.
'o) It is easy to screw the joining reinforcing bars 10 into the threaded sleeves 2 on the end faces of the precast reinforced concrete beams 6 within the above-mentioned small distance d, and it is easy to screw the joining reinforcing bars 10 into the threaded sleeves 2 on the end faces of the precast reinforced concrete beams 6. Since the bolt connection 11 between the member 7 and the temporary gusset plate 5' is a temporary connection, it is easy to work within a small distance d. The joining reinforcing bar 10 is connected to a crimp sleeve joint 13 between the flanges 8 and 8 of the H-section steel member 7 through a threaded sleeve 2.
Since the precast reinforced concrete beams 6 on the left and right sides are connected to the H-section steel member 7 using the reinforcing bars 10 for joining, the fixing work can be done independently on the left and right sides, making the fixing work easy. The main reinforcing bars 1 of the beams are connected through the threaded sleeves 2, so the reliability is higher than that of welding. Fixing nut 12
Since it is tightened and fixed to the inner surface of the flange 8 of the H-shaped steel member 7, loosening occurs at the connection between the beam main reinforcing bar 1 and the joining reinforcing bar 10 and the connection to the H-shaped steel member 7 by the joining reinforcing bar 10. In addition, by connecting the left and right joining reinforcing bars 10 with the crimp sleeve joints 13, it prevents sagging at the column/beam joints of the beam main reinforcing bars 1, which are formed into bars that pass through the column/beam joints. In addition, the fixing nut 12 serves to increase the reliability of the connection joint by the crimp sleeve joint 13, and the crimp sleeve joint 13 is crimped by wide left and right flanges 8, 8.
Actual column-beam joint construction, such as the fact that the work is easy because it is carried out in between, and the work is easy because no welding is used for the column-beam joint at the site, and the reliability of the joint can be obtained. It has many advantages in terms of operation and the structure of the joint. Below, further illustrated embodiments will be described.
第1図〜第6図の本発明の実施例において図示されるよ
うに、プレキヤスト鉄筋コンクリート梁6のコンクリー
ト17に埋設する梁の組鉄筋4‘ま、スパイラル状節異
形鉄筋の梁主鉄筋1をダブル角のスパイラル筋16でラ
チス状組成することが望ましい。この梁の組鉄筋4を埋
設するプレキャスト鉄筋コンクリート梁は、せん断耐力
が大きく級性に富み、鉄骨鉄筋コンクリート梁に匹敵す
る。第1図及び第2図に示すように、梁主鉄筋1の部に
螺着したねじスリーブ2の前部にアンカーナット14を
螺挿して置くこともできる。このアンカーナット14は
梁端部に生ずる大きい引張り応力による梁主鉄筋1のヒ
りを防ぐのに役立つ。更に又、柱・梁接合において、第
7図に例示するように、接合用鉄筋101こ、定着ナッ
ト15を螺挿して置き、上記の接合用鉄筋10をプレキ
ャスト鉄筋コンクリート梁6の梁主鉄筋1端のねじスリ
ーブ2に螺挿して接続してから定着ナット15を上記の
ブレキャスト鉄筋コンクリート梁6の端面に定着するこ
ともできる。この定着ナット15の繁緒は、接合用鉄筋
10のねじスリーブ2の接続部3に螺挿された部分が作
業中回転により動く不都合を防ぐに役立つものである。As illustrated in the embodiment of the present invention shown in FIGS. 1 to 6, the assembled reinforcing bars 4' of the beam embedded in the concrete 17 of the precast reinforced concrete beam 6, and the beam main reinforcing bars 1 of the spiral jointed deformed reinforcing bars are doubled. It is desirable to have a lattice-like composition with spiral stripes 16 at the corners. The precast reinforced concrete beam in which the reinforcing bars 4 of this beam are buried has a high shear strength and is comparable to a steel reinforced concrete beam. As shown in FIGS. 1 and 2, an anchor nut 14 may be screwed into the front part of a threaded sleeve 2 screwed onto a beam main reinforcing bar 1. This anchor nut 14 serves to prevent the beam main reinforcing bar 1 from buckling due to large tensile stress generated at the beam end. Furthermore, in the column-beam connection, as illustrated in FIG. The fixing nut 15 can also be fixed to the end face of the above-mentioned precast reinforced concrete beam 6 after being screwed into the threaded sleeve 2 of the above. The structure of the fixing nut 15 is useful for preventing the inconvenience that the portion of the joining reinforcing bar 10 screwed into the connecting portion 3 of the threaded sleeve 2 moves due to rotation during work.
添附の図面は本発明の工法を実施例によって説明するも
ので、第1図はプレキャスト鉄筋コンクリート梁として
埋設される梁の組鉄筋の要部の側面図、第2図は上図に
おける梁主鉄筋の端部に螺着したねじスリーブの部分の
詳細断面図、第3図はプレキャスト鉄筋コンクリート梁
の接合端を示す斜視図、第4図は柱のH形鋼部材にプレ
キャスト鉄筋コンクリート梁を架渡、設定した状態を示
す柱・梁節点部の側面図、第5図は前図に対応する上面
図、第6図は本発明の工法による柱コンクリートを打設
する前の柱・梁接合を示す姿部の一部断面側面図、第7
図は第6図において更に定着ナットを用いた接合を示す
要部の側面図である。
1…梁主鉄筋、2…ねじスリーブ「 3…接続部、4・
・・梁の組鉄筋、5・・・仮止め鋼板、5′・・・仮止
めガゼット板、6・・・プレキャスト鉄筋コンクリート
梁、7・・・H形鋼部材、8…フランジ、9・・・貫通
孔、10・・・接合用鉄筋、11…ボルト繁締、12・
・・固定用ナット、13…氏着スリーブ継手、14・・
・アンカーナット、15・・・定着ナット、16・・・
角スパイラル筋、17…コンクリート、18…柱コンク
リート。
第1図
第2図
第3図
第4図
第5図
第6図
第7図The attached drawings explain the construction method of the present invention by way of examples. Figure 1 is a side view of the main part of the reinforcing bars of the beam buried as a precast reinforced concrete beam, and Figure 2 is a side view of the main reinforcing bars of the beam in the above figure. A detailed cross-sectional view of the threaded sleeve screwed onto the end, Figure 3 is a perspective view showing the joint end of the precast reinforced concrete beam, and Figure 4 shows the precast reinforced concrete beam spanned and set on the H-shaped steel member of the column. Fig. 5 is a top view corresponding to the previous figure, and Fig. 6 is a side view of the column/beam joint showing the state of the joint. Partial cross-sectional side view, No. 7
This figure is a side view of the main part of FIG. 6 further showing the connection using a fixing nut. 1...Beam main reinforcing bar, 2...Threaded sleeve 3...Connection part, 4.
... Beam assembly reinforcing bars, 5... Temporary fixing steel plates, 5'... Temporary fixing gusset plates, 6... Precast reinforced concrete beams, 7... H-beam steel members, 8... Flanges, 9... Through hole, 10... Reinforcing bar for joining, 11... Bolt tightening, 12.
・Fixing nut, 13...Folding sleeve joint, 14...
・Anchor nut, 15... Fixing nut, 16...
Corner spiral reinforcement, 17...concrete, 18...column concrete. Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7
Claims (1)
螺着したねじ状節異形鉄筋の梁主鉄筋1で構成した梁の
組鉄筋4を埋設すると共に梁端より突出するよう仮止め
鋼板5を半ば埋設してなるプレキヤスト鉄筋コンクリー
ト梁6を、予め樹立した柱のH形鋼部材7の柱、梁節点
部のフランジ8の接合される上記のプレキヤスト鉄筋コ
ンクリート梁6の梁主鉄筋1端のねじスリーブ2に対向
する位置に設けられた貫通孔9にねじ状節異形鉄筋の接
合用鉄筋10を挿入して置き、ついで上記フランジ8に
突設された仮止めガセツト板5に上記のプレキヤスト鉄
筋コンクリート梁6の梁端の仮止め鋼板5を重合してボ
ルト緊締11して該プレキヤスト鉄筋コンクリート梁6
を上記のH形鋼部材7に小間隔dを置いて仮設定し、つ
いで上記の接合用鉄筋10をプレキヤスト鉄筋コンクリ
ート梁6の対向する梁主鉄筋1端のねじスリーブ2に螺
挿して接続すると共に該接合用鉄筋10をこれに螺挿す
る固定用ナツト12で上記フランジ8の内側面に緊締定
着し、ついで上記のようにしてH形鋼部材7の左、右の
フランジ8,8内に対向する接合用鉄筋10を圧着スリ
ーブ継手13によって連結接合したのち、柱コンクリー
ト18を現場打ちすることを特徴とするプレキヤスト鉄
筋コンクリート梁の柱梁接合工法。 2 上記の特許請求の範囲1に記載の梁主鉄筋1の端部
に、螺着したねじスリーブ2の前部にアンカーナツト1
4を螺挿して置くことを特徴とするプレキヤスト鉄筋コ
ンクリート梁の柱・梁接合工法。 3 上記の特許請求の範囲1に記載の接合用鉄筋10に
、定着ナツト15を螺挿して置き、上記の接合用鉄筋1
0をプレキヤスト鉄筋コンクリート梁6の梁主鉄筋1端
のねじスリーブ2に螺挿して接続してから定着ナツト1
5を上記のプレキヤスト鉄筋コンクリート梁6の端面に
緊締定着することを特徴とするプレキヤスト鉄筋コンク
リート梁の柱・梁接合工法。 4 上記の特許請求の範囲1に記載の梁の組鉄筋4を、
ダブルの角スパイラル筋16でラチス状に組立て構成す
ることを特徴とするプレキヤスト鉄筋コンクリート梁の
柱・梁接合工法。[Scope of Claims] 1. A beam assembly reinforcing bar 4 composed of a beam main reinforcing bar 1 of threaded joint deformed reinforcing bars with a threaded sleeve 2 for connection screwed to the end, leaving a connecting part 3, is buried, and the beam end A precast reinforced concrete beam 6 formed by partially embedding a temporary fixing steel plate 5 so as to protrude further is added to the above-mentioned precast reinforced concrete beam 6 to which the column of the H-shaped steel member 7 of the previously established column and the flange 8 of the beam node are joined. A reinforcing bar 10 for joining the threaded joint deformed reinforcing bars is inserted into a through hole 9 provided at a position facing the threaded sleeve 2 at the end of the main reinforcing bar 1 of the beam, and then a temporary fixing gusset plate protruding from the flange 8 is inserted. 5, the temporarily fastened steel plates 5 at the beam ends of the precast reinforced concrete beam 6 are overlapped and bolted 11 to form the precast reinforced concrete beam 6.
are temporarily set on the above-mentioned H-shaped steel member 7 at a small interval d, and then the above-mentioned joining reinforcing bars 10 are screwed into the threaded sleeves 2 at the opposite ends of the beam main reinforcing bars 1 of the precast reinforced concrete beam 6, and connected. The joining reinforcing bar 10 is tightened and fixed to the inner surface of the flange 8 with the fixing nut 12 screwed into it, and then, as described above, the joining reinforcing bar 10 is inserted into the left and right flanges 8, 8 of the H-shaped steel member 7, facing each other. A method for joining precast reinforced concrete beams to columns and beams, which is characterized in that after connecting reinforcing bars 10 are connected and connected using crimp sleeve joints 13, column concrete 18 is poured on-site. 2 An anchor nut 1 is attached to the front part of the threaded sleeve 2 screwed onto the end of the beam main reinforcing bar 1 according to claim 1 above.
A column/beam connection method for precast reinforced concrete beams, which is characterized by screwing 4 into place. 3. The fixing nut 15 is screwed into the reinforcing bar 10 for joining according to claim 1 above, and the fixing nut 15 is screwed into the reinforcing bar 10 for joining, and
0 into the threaded sleeve 2 at the end of the beam main reinforcing bar 1 of the precast reinforced concrete beam 6 to connect it, and then fix the fixing nut 1.
5 is tightened and fixed to the end face of the precast reinforced concrete beam 6. 4 The reinforcing bars 4 of the beam according to claim 1 above,
A column-beam connection method for precast reinforced concrete beams characterized by assembling and configuring double square spiral reinforcements 16 in a lattice shape.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP15688080A JPS6013110B2 (en) | 1980-11-06 | 1980-11-06 | Column-beam connection method for precast reinforced concrete beams |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP15688080A JPS6013110B2 (en) | 1980-11-06 | 1980-11-06 | Column-beam connection method for precast reinforced concrete beams |
Publications (2)
Publication Number | Publication Date |
---|---|
JPS5781561A JPS5781561A (en) | 1982-05-21 |
JPS6013110B2 true JPS6013110B2 (en) | 1985-04-05 |
Family
ID=15637402
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP15688080A Expired JPS6013110B2 (en) | 1980-11-06 | 1980-11-06 | Column-beam connection method for precast reinforced concrete beams |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPS6013110B2 (en) |
Families Citing this family (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS61162671A (en) * | 1985-01-11 | 1986-07-23 | 三井建設株式会社 | Apparatus for positional control of torsion cutting type main reinforcement |
KR20010097524A (en) * | 2000-04-24 | 2001-11-08 | 배종렬 | Hybrid precast concrete structure and the method of the same |
-
1980
- 1980-11-06 JP JP15688080A patent/JPS6013110B2/en not_active Expired
Also Published As
Publication number | Publication date |
---|---|
JPS5781561A (en) | 1982-05-21 |
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