JPH0514058B2 - - Google Patents
Info
- Publication number
- JPH0514058B2 JPH0514058B2 JP62034740A JP3474087A JPH0514058B2 JP H0514058 B2 JPH0514058 B2 JP H0514058B2 JP 62034740 A JP62034740 A JP 62034740A JP 3474087 A JP3474087 A JP 3474087A JP H0514058 B2 JPH0514058 B2 JP H0514058B2
- Authority
- JP
- Japan
- Prior art keywords
- reinforcing bars
- main reinforcing
- column
- beam main
- joint
- 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 - Lifetime
Links
- 230000003014 reinforcing effect Effects 0.000 claims description 102
- 230000002787 reinforcement Effects 0.000 claims description 28
- 239000011150 reinforced concrete Substances 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 10
- 238000004873 anchoring Methods 0.000 claims description 5
- 238000010276 construction Methods 0.000 claims description 2
- 230000010354 integration Effects 0.000 claims 1
- 239000004567 concrete Substances 0.000 description 23
- 238000003466 welding Methods 0.000 description 5
- 239000000853 adhesive Substances 0.000 description 2
- 230000001070 adhesive effect Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 230000006866 deterioration Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000001154 acute effect Effects 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002250 progressing effect Effects 0.000 description 1
Landscapes
- Reinforcement Elements For Buildings (AREA)
Description
【発明の詳細な説明】
＜産業上の利用分野＞
この発明は、鉄筋コンクリート構造の骨組、よ
り詳しくは鉄筋コンクリート製ラーメン架構の柱
と梁の接合部における梁主鉄筋定着法に関する。DETAILED DESCRIPTION OF THE INVENTION <Industrial Application Field> The present invention relates to a frame of a reinforced concrete structure, and more particularly to a method for fixing beam main reinforcing bars at a joint between a column and a beam of a reinforced concrete rigid-frame frame.
＜従来の技術＞
通常、架構の中柱部分の柱と梁の接合部では梁
主鉄筋は通し配筋となるが、地震時の繰り返し外
力が加わると、上記接合部における梁主鉄筋とコ
ンクリートの付着力が劣化して、梁主鉄筋の接合
部からの抜け出し量が漸増する。そして、梁と柱
との境界において梁主鉄筋が降伏すると、外力の
繰り返しと共に降伏域が接合部内に進展する。そ
うすると、接合部内における降伏域部分の梁主鉄
筋の伸びが大きくなつて、梁主鉄筋とコンクリー
トとの付着が急速に劣化する。そのため、柱梁接
合部からの梁主鉄筋の抜け出し量は益々増大し、
耐震性能の低下を招くことになる。<Conventional technology> Normally, the main beam reinforcing bars are through reinforcements at the joints between the columns and beams in the middle columns of frames, but when repeated external forces are applied during earthquakes, the main beam reinforcing bars and concrete at the joints are As the adhesion deteriorates, the amount of beam main reinforcing bars coming out of the joint gradually increases. When the beam main reinforcing bars yield at the boundary between the beam and the column, the yield zone develops within the joint as external forces are repeated. If this happens, the elongation of the beam main reinforcing bars in the yield zone portion within the joint increases, and the adhesion between the beam main reinforcing bars and concrete deteriorates rapidly. As a result, the amount of main beam reinforcing bars coming out of the column-beam joints is increasing.
This will lead to a decline in seismic performance.
そこで、これを改善する手段の一つとして、従
来、第５図に示すように、柱梁接合部J′内におい
て、梁主鉄筋１に複数のコブ２をこの梁主鉄筋１
に対して直角方向にガス圧接の方法によつて設け
る梁主鉄筋定着法が提案されている。この方法
は、コブ２によつて梁主鉄筋１の定着力の増大を
図り、梁主鉄筋１が接合部J′から抜け出すのを防
ごうとするものである。 Therefore, as one of the means to improve this, conventionally, as shown in FIG.
A beam anchoring method has been proposed in which the beam main reinforcing bars are installed by gas pressure welding in a direction perpendicular to the beam. This method aims to increase the fixing force of the beam main reinforcing bars 1 by the bumps 2, and to prevent the beam main reinforcing bars 1 from slipping out from the joint J'.
＜発明が解決しようとする問題点＞
しかしながら、上記従来のコブによる梁主鉄筋
定着法は梁主鉄筋１に作用する繰り返し引つ張り
力をコブ２の外面のコンクリートだけで支圧する
ものであるから、コブ周辺のコンクリートは繰り
返し圧縮力を受け、徐々に圧壊される。このた
め、コブ２による梁主鉄筋１の定着は不十分とな
り、結局、梁主鉄筋１はコブ２，２間の梁主鉄筋
１′とコンクリートの付着力のみによつて定着さ
れることになる。そして、このような付着力の劣
化に伴つて、梁主鉄筋の降伏域が柱梁接合部内に
進展し、梁主鉄筋１の柱梁接合部J′よりの抜け出
し量は、前述のごとく増大する。<Problems to be Solved by the Invention> However, in the conventional beam main reinforcing bar anchoring method using bumps, the repeated tensile force acting on the beam main reinforcing bars 1 is supported only by the concrete on the outer surface of the bumps 2. , the concrete around the hump is subjected to repeated compressive forces and gradually collapses. For this reason, the anchorage of the beam main reinforcing bars 1 by the bumps 2 is insufficient, and in the end, the beam main reinforcing bars 1 are anchored only by the adhesive force between the beam main reinforcing bars 1' between the bumps 2 and the concrete. . As the adhesion force deteriorates, the yield zone of the beam main reinforcing bars advances into the column-beam joint, and the amount of the beam main reinforcing bars 1 coming out of the column-beam joint J' increases as described above. .
そこで、本発明の目的は、梁主鉄筋の降伏域が
柱梁接合部内へ進展することを防止すること、柱
梁接合部内におけるコンクリートの局部圧縮破壊
を抑制すること、および梁主筋の柱梁接合部内で
の付着応力を小さく抑えることによつて、通し配
筋された梁主鉄筋の柱梁接合部における定着性能
を向上させることである。 Therefore, the objects of the present invention are to prevent the yield zone of the beam main reinforcement from progressing into the column-beam joint, to suppress local compressive failure of concrete in the column-beam joint, and to provide a column-beam connection of the beam main reinforcement. The objective is to improve the anchoring performance of the beam main reinforcing bars arranged through the beam at the column-beam joint by suppressing the adhesion stress within the section.
＜問題点を解決するための手段＞
上記目的を達成するため、本発明の鉄筋コンク
リート造の梁主鉄筋定着法は、鉄筋コンクリート
と柱の梁の接合部を貫通する梁主鉄筋の柱主鉄筋
に囲まれた領域内に存する部分の略全長に亘つ
て、梁主鉄筋と連続して平行な添鉄筋を一体化す
ることを特徴としている。<Means for Solving the Problems> In order to achieve the above object, the beam main reinforcing bar anchoring method for reinforced concrete construction of the present invention provides a beam main reinforcing bar that penetrates the joint between the reinforced concrete and the column beam and is surrounded by the column main reinforcing bar. It is characterized by integrating support reinforcing bars that are continuous and parallel to the beam main reinforcing bars over approximately the entire length of the area that exists within the area.
＜実施例＞
以下、本発明を図示の実施例により詳細に説明
する。<Examples> Hereinafter, the present invention will be explained in detail with reference to illustrated examples.
第１図は本発明の鉄筋コンクリート造の梁主鉄
筋定着方法を説明する鉄筋コンクリート造の平面
図で、この図において、５は柱、６，７は互いに
直交すると共に、上記柱５に直交する梁、８は上
記柱５内に円周方向に互いに一定間隔をあけて設
けた柱主鉄筋、１０，１１は、第２図に示すよう
に、上記梁６，７それぞれの上下部２箇所に水平
方向に組まれ、上記柱主鉄筋８，８、……の間を
通つて柱梁接合部Ｊを貫通する梁主鉄筋である。 FIG. 1 is a plan view of a reinforced concrete structure illustrating the method of fixing the main reinforcing bars of a reinforced concrete structure according to the present invention. In this figure, 5 is a column, 6 and 7 are orthogonal to each other, and beams are orthogonal to the column 5. Reference numeral 8 indicates pillar main reinforcing bars provided within the above-mentioned column 5 at regular intervals in the circumferential direction. Reference numerals 10 and 11 indicate horizontal reinforcing bars at the upper and lower two locations of each of the above-mentioned beams 6 and 7, as shown in Fig. 2. This is a beam main reinforcing bar that passes through the column-beam joint J by passing between the above-mentioned column main reinforcing bars 8, 8, .
上記柱主鉄筋８，８、……の外側には、第２図
に示すように、柱梁接合部Ｊにおいてはフープ筋
１５を輪状に複数巻、また上記柱梁接合部Ｊを除
く箇所においてはフープ筋１６を螺旋状に巻回
し、これらのフープ筋１５，１６を柱主鉄筋８，
８，……に図示しない結束筋あるいは溶接により
固定している。また、梁６，７内のそれぞれ上下
２箇所に組んだ梁主鉄筋１０，１１にも、図示し
ない結束筋あるいは溶接により梁フープ筋１７を
固定している。 As shown in Fig. 2, on the outside of the main column reinforcing bars 8, 8, . The hoop reinforcement 16 is wound spirally, and these hoop reinforcements 15 and 16 are connected to the column main reinforcement 8,
8. It is fixed by binding bars or welding (not shown). Furthermore, beam hoop reinforcements 17 are fixed to beam main reinforcing bars 10 and 11 assembled at two upper and lower locations within the beams 6 and 7, respectively, by binding reinforcements or welding (not shown).
上記梁主鉄筋１０，１１には、上記接合部Ｊの
みにおける梁主鉄筋の断面積を実質的に大きくす
るために、第１，２図に示すように、上記梁主鉄
筋１０，１１の柱主鉄筋８，８，……に囲まれた
領域内に存する部分の略全長に亘つて、その上
側、下側に以下の方法で梁主鉄筋と連続して平行
な添鉄筋１２，１４をそれぞれ固定する。上記添
鉄筋１２，１４はフープ筋１５に囲まれ、かつフ
ープ筋１５の内側近くまで延びている。 In order to substantially increase the cross-sectional area of the beam main reinforcing bars only at the joint J, the beam main reinforcing bars 10 and 11 are provided with a columnar structure as shown in FIGS. 1 and 2. Spread reinforcing bars 12 and 14 that are continuous and parallel to the beam main reinforcing bars on the upper and lower sides of the area surrounded by the main reinforcing bars 8, 8, . . . in the following manner. Fix it. The reinforcing bars 12 and 14 are surrounded by the hoop reinforcement 15 and extend close to the inside of the hoop reinforcement 15.
まず、上記添鉄筋１２，１４は、切断により予
めその両端部に傾斜面１３を形成して断面台形形
状となす。続いて、第３図に示すように、上記傾
斜面１３が梁主鉄筋１０に対して鋭角をなすよう
に、つまり、両端部の尖つた方を梁主鉄筋１０側
にして、少なくとも両端E1，E2を梁主鉄筋に溶
接して固定するのである。添鉄筋１４を梁主鉄筋
１１に固定する場合も同様にして行なう。 First, the reinforcing bars 12 and 14 are cut to have sloped surfaces 13 at both ends thereof to have a trapezoidal cross section. Subsequently, as shown in FIG. 3, at least both ends E 1 are arranged so that the inclined surface 13 makes an acute angle with respect to the beam main reinforcing bar 10, that is, with the pointed ends thereof facing the beam main reinforcing bar 10. , E 2 are welded and fixed to the main reinforcing bars of the beam. Fixing the additional reinforcing bars 14 to the beam main reinforcing bars 11 is done in the same manner.
なお、添鉄筋１２，１４を接合部Ｊ内に限定し
て設けるのは、もし添鉄筋１２，１４を接合部Ｊ
より外側つまり梁６，７内にまで延ばした場合、
梁の塑性ヒンジ発生位置に影響を及ぼして好まし
くないからである。 Note that the provision of the reinforcing bars 12 and 14 only within the joint J is possible if the reinforcing bars 12 and 14 are provided only within the joint J.
When extended to the outside, that is, inside the beams 6 and 7,
This is because it is undesirable because it affects the position where the plastic hinge of the beam occurs.
このように、上記実施例によれば梁主鉄筋１
０，１１と添鉄筋１２，１４を溶接により一体化
して、柱梁接合部Ｊ内の梁主鉄筋の断面積を大き
くしたのと実質的に同じくしているので、梁主鉄
筋１０，１１の引つ張り耐力が大きくなり、柱梁
接合部Ｊ内の梁主鉄筋は繰り返し外力に対して降
伏応力に達することが少なくなる。従つて、接合
部Ｊ内での梁主鉄筋の伸びが小さくなつて、コン
クリートとの付着の劣化が抑制される。また、梁
主鉄筋１０，１１全長のコンクリート付着力に加
えて、添鉄筋１２，１４全長のコンクリートの付
着力で外力に対して抗することができるので、梁
主鉄筋１０，１１の付着応力を小さく抑えられ、
抜け出し量も小さく抑えられる。 In this way, according to the above embodiment, the beam main reinforcing bar 1
0, 11 and additional reinforcing bars 12, 14 are integrated by welding to increase the cross-sectional area of the main beam reinforcing bars in the column-beam joint J. The tensile strength increases, and the beam main reinforcing bars in the column-beam joint J are less likely to reach yield stress against repeated external forces. Therefore, the elongation of the beam main reinforcing bars within the joint J is reduced, and deterioration of adhesion to concrete is suppressed. In addition, in addition to the concrete adhesion force of the beam main reinforcing bars 10 and 11, the adhesion force of the concrete of the attached reinforcing bars 12 and 14 can resist external forces, so the adhesion stress of the beam main reinforcing bars 10 and 11 can be reduced. kept small,
The amount of leakage can also be kept small.
また、上記添鉄筋１２，１４の両端を傾斜させ
ているので、コンクリートに対する支圧面積が大
きくなり、添鉄筋端部でのコンクリートの局部圧
縮破壊を抑制できる。 Furthermore, since both ends of the reinforcing bars 12 and 14 are inclined, the area bearing pressure against the concrete is increased, and local compression failure of the concrete at the ends of the reinforcing bars can be suppressed.
また、上記フープ筋１５は添鉄筋１２，１４に
近接させて設けているので、添鉄筋１２，１４に
よる断面拡大部近傍からコンクリートを介して作
用する外力の反力受けとしても作用する。 Further, since the hoop reinforcement 15 is provided close to the reinforcing bars 12 and 14, it also acts as a reaction force receiver for external force acting through the concrete from the vicinity of the enlarged cross-sectional area of the reinforcing bars 12 and 14.
なお、上記実施例では、上記梁主鉄筋１０，１
１は柱梁接合部Ｊで碁盤の目状に互いに直交させ
たが、第４図に示す梁主鉄筋２０，２１の如く、
柱５の中心部に空洞を形成するように水平方向外
側に円弧状に屈曲させてもよい。要するに、柱梁
接合部Ｊ内の梁主鉄筋の略全長に亘つて、梁主鉄
筋と連続して平行な添鉄筋が添接されておればよ
い。ただし、屈曲させた場合は以下の利点が加わ
る。 In addition, in the above embodiment, the beam main reinforcing bars 10, 1
1 is the column-beam joint J, which is orthogonal to each other in a grid pattern, but as shown in the beam main reinforcing bars 20 and 21 shown in Fig. 4,
The pillar 5 may be bent horizontally outward in an arc shape so as to form a cavity in the center. In short, it is sufficient that the additional reinforcing bars are continuously and parallel to the beam main reinforcing bars over substantially the entire length of the beam main reinforcing bars in the column-beam joint J. However, when it is bent, the following advantages are added.
(1) 梁主鉄筋２０，２１の屈曲している分だけ柱
梁接合部Ｊにおける梁主鉄筋および添鉄筋２３
に対するコンクリートの付着長が長くなつてコ
ンクリートと梁主鉄筋２０，２１間の付着力を
さらに増大でき、耐震性能を向上させることが
できる。(1) The beam main reinforcing bars and accessory reinforcing bars 23 at the column-beam joint J correspond to the bending of the beam main reinforcing bars 20 and 21.
The adhesion length of the concrete to the beam becomes longer, so that the adhesion force between the concrete and the beam main reinforcing bars 20, 21 can be further increased, and seismic performance can be improved.
(2) 梁主鉄筋２０，２１の水平方向外側の屈曲に
よつて柱５の中央部に空洞が形成されるので、
コンクリートの打設の際、コンクリートは上記
空洞より柱梁接合部Ｊを難無く通過してスムー
ズに下方に落下するため、コンクリートの打設
を簡単に行なうことができる。(2) A cavity is formed in the center of the column 5 by horizontally outward bending of the beam main reinforcing bars 20 and 21, so
When pouring concrete, the concrete passes through the column-beam joint J from the cavity without difficulty and falls smoothly downward, making it easy to pour concrete.
また、上記実施例では、添鉄筋１２，１４両端
部の傾斜面１３は切断によつて形成したが、すみ
肉溶接によつて肉盛りして形成してもよい。 Further, in the above embodiment, the inclined surfaces 13 at both ends of the reinforcing bars 12 and 14 were formed by cutting, but they may be formed by building up by fillet welding.
また、上記添鉄筋１２，１４は梁主鉄筋１０の
上側および梁主鉄筋１１の下側に取り付けたが、
それぞれ水平横側に取り付けてもよい。また、添
鉄筋は梁主鉄筋１０，１１それぞれに対して１本
のみ取り付けたが、複数本を同時に取り付けても
よい。 In addition, the additional reinforcing bars 12 and 14 were attached to the upper side of the beam main reinforcing bar 10 and the lower side of the beam main reinforcing bar 11,
Each may be installed horizontally on the side. Further, although only one reinforcing bar was attached to each of the beam main reinforcing bars 10 and 11, a plurality of reinforcing bars may be attached at the same time.
また、上記添鉄筋１２，１４に近接して巻回す
る上記フープ筋１５はスパイラルフープ筋であつ
てもよい。 Further, the hoop reinforcement 15 wound close to the reinforcing bars 12 and 14 may be a spiral hoop reinforcement.
＜発明の効果＞
以上の説明により明らかなように、この発明に
よれば、鉄筋コンクリートの柱と梁の接合部を貫
通する梁主鉄筋の柱主鉄筋に囲まれた領域内に存
する部分の略全長に亘つて、梁主鉄筋と連続して
平行な添鉄筋を一体化するようにしているので、
上記領域内における梁主鉄筋の断面積を大きくし
たのと実質的に同じことになり、したがつて、梁
主鉄筋の引つ張り耐力を大きくすることができる
ので、柱梁接合部内の梁主鉄筋は繰り返し外力に
対して降伏応力に達することが少なくなり、梁主
鉄筋の降伏域の柱梁接合部内への進展を防止でき
る。それ故、柱梁接合部内での梁主鉄筋の伸びは
小さくなるのでコンクリートとの付着力の劣化が
抑制され、梁主鉄筋を柱梁接合部内に確実に定着
させることができる。また、添鉄筋を梁主鉄筋に
添接しているので、接合部における梁鉄筋に対す
るコンクリートの付着面積を大きくでき、接合部
内において梁主鉄筋を強固に定着できる。<Effects of the Invention> As is clear from the above description, according to the present invention, approximately the entire length of the portion of the beam main reinforcing bar that penetrates the joint between a reinforced concrete column and beam and that exists in the area surrounded by the column main reinforcing bar. Since we have integrated reinforcement reinforcement that is continuous and parallel to the main reinforcement of the beam,
This is essentially the same as increasing the cross-sectional area of the beam main reinforcing bars in the above area, and therefore the tensile strength of the beam main reinforcing bars can be increased. The reinforcing bars are less likely to reach their yield stress against repeated external forces, and the yield zone of the beam main reinforcing bars can be prevented from extending into the column-beam joint. Therefore, the elongation of the beam main reinforcing bars within the column-beam joint becomes small, so deterioration of the adhesive force with concrete is suppressed, and the beam main reinforcing bars can be reliably anchored within the column-beam joint. Furthermore, since the reinforcement reinforcement is attached to the beam main reinforcement, the area of concrete adhesion to the beam reinforcement at the joint can be increased, and the beam main reinforcement can be firmly fixed within the joint.
また、上記添鉄筋の両端に傾斜面を形成すれ
ば、コンクリートへの支圧面積が大きくなり、従
来技術に見られるようなコンクリートの局部圧縮
破壊を抑制することができる。 Furthermore, by forming inclined surfaces at both ends of the reinforcing bars, the area bearing pressure on the concrete becomes larger, and it is possible to suppress local compression failure of the concrete as seen in the prior art.
また、添鉄筋を囲むように、添鉄筋に近接して
フープ筋を設ければ、添鉄筋による断面拡大部か
らコンクリートを介して作用する外力の反力を受
けることができ、コンクリートの破壊を防止する
ことができる。 In addition, if hoop reinforcement is provided close to the reinforcing reinforcement so that it surrounds the reinforcing reinforcement, the reaction force of the external force acting through the concrete can be received from the enlarged cross section of the reinforcing reinforcement, thereby preventing concrete from breaking. can do.
第１，２図はそれぞれ本発明の実施例を示す平
面図および正面図、第３図は添鉄筋を梁主鉄筋に
取り付ける方法を説明する図、第４図は本発明の
変形例を示す平面図、第５図は従来の方法を示す
図である。
５……柱、６，７……梁、８……柱主鉄筋、１
０，１１，２０，２１……梁主鉄筋、１２，１
４，２３……添鉄筋、１３……傾斜面、１５，１
６，１７……フープ筋、Ｊ……柱梁接合部。
Figures 1 and 2 are a plan view and a front view showing an embodiment of the present invention, Figure 3 is a diagram illustrating a method of attaching reinforcing bars to the main beam reinforcing bars, and Figure 4 is a plan view showing a modification of the present invention. FIG. 5 is a diagram showing a conventional method. 5...Column, 6,7...Beam, 8...Column main reinforcement, 1
0, 11, 20, 21... Beam main reinforcing bars, 12, 1
4,23... Reinforcing bar, 13... Inclined surface, 15,1
6,17... Hoop reinforcement, J... Column beam joint.
Claims (1)
る梁主鉄筋の柱主鉄筋に囲まれた領域内に存する
部分の略全長に亘つて、梁主鉄筋と連続して平行
な添鉄筋を一体化することを特徴とする鉄筋コン
クリート造の梁主鉄筋定着法。 ２ 上記添鉄筋の両端面をこの梁主鉄筋に対して
傾斜させることを特徴とする特許請求の範囲第１
項に記載の鉄筋コンクリート造の梁主鉄筋定着
法。 ３ 上記添鉄筋の両端のみをこの梁主鉄筋に溶接
したことを特徴とする特許請求の範囲第１項に記
載の鉄筋コンクリート造の梁主鉄筋定着法。[Scope of Claims] 1. Over approximately the entire length of the portion of the beam main reinforcing bars that penetrates the joint between the reinforced concrete column and the beam and exists in the area surrounded by the column main reinforcing bars, the beam main reinforcing bars are continuous and parallel to the beam main reinforcing bars. A method for anchoring main reinforcing bars in reinforced concrete structures, which is characterized by the integration of attached reinforcing bars. 2. Claim 1, characterized in that both end faces of the additional reinforcing bars are inclined with respect to the main reinforcing bars of the beam.
The main reinforcement method for beams in reinforced concrete construction described in . 3. The method for fixing the main reinforcing bars of a beam in a reinforced concrete structure according to claim 1, wherein only both ends of the additional reinforcing bars are welded to the main reinforcing bars of the beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP3474087A JPS63201223A (en) | 1987-02-16 | 1987-02-16 | Method for fixing beam main reinforcing bar made of reinforced concrete |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP3474087A JPS63201223A (en) | 1987-02-16 | 1987-02-16 | Method for fixing beam main reinforcing bar made of reinforced concrete |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS63201223A JPS63201223A (en) | 1988-08-19 |
| JPH0514058B2 true JPH0514058B2 (en) | 1993-02-24 |
Family
ID=12422716
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP3474087A Granted JPS63201223A (en) | 1987-02-16 | 1987-02-16 | Method for fixing beam main reinforcing bar made of reinforced concrete |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS63201223A (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5171203B2 (en) * | 2007-10-24 | 2013-03-27 | Ｊｆｅスチール株式会社 | Pile head structure |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS51138021A (en) * | 1975-05-24 | 1976-11-29 | Michio Fukuda | Reinforcement for strengthening reinforced concrete |
| JPS6175143A (en) * | 1984-09-20 | 1986-04-17 | 三井建設株式会社 | Constrution structure of pillar/beam connection part |
-
1987
- 1987-02-16 JP JP3474087A patent/JPS63201223A/en active Granted
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS51138021A (en) * | 1975-05-24 | 1976-11-29 | Michio Fukuda | Reinforcement for strengthening reinforced concrete |
| JPS6175143A (en) * | 1984-09-20 | 1986-04-17 | 三井建設株式会社 | Constrution structure of pillar/beam connection part |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS63201223A (en) | 1988-08-19 |
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