JPH09221875A - Reinforcement fixing method - Google Patents
Reinforcement fixing methodInfo
- Publication number
- JPH09221875A JPH09221875A JP5250396A JP5250396A JPH09221875A JP H09221875 A JPH09221875 A JP H09221875A JP 5250396 A JP5250396 A JP 5250396A JP 5250396 A JP5250396 A JP 5250396A JP H09221875 A JPH09221875 A JP H09221875A
- Authority
- JP
- Japan
- Prior art keywords
- fixing
- reinforcing bar
- fixing member
- screw
- reinforcement
- 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.)
- Granted
Links
Landscapes
- Foundations (AREA)
- Reinforcement Elements For Buildings (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、鉄筋コンクリート
建築物の柱梁連結部等において、配筋スペースの制限さ
れた狭い場所に複数本の鉄筋を平行に配筋する場合に好
適な鉄筋の定着方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a reinforcing bar fixing method suitable for parallelly arranging a plurality of reinforcing bars in a narrow place where the reinforcing bar space is limited, in a beam-column connecting portion of a reinforced concrete building. Regarding
【０００２】[0002]
【従来の技術】従来、この種の鉄筋コンクリート建築物
の柱梁連結部等における梁主筋などの鉄筋定着方法とし
ては、Ｌ字型やＪ字型、Ｕ字型の定着部を用いるものの
ほか、鉄筋としてネジ鉄筋を用い、その雄ネジ部に螺合
する定着部材として、柱状の雌ネジ部と板状の定着板部
とを一体的に形成した定着部材を用いた鉄筋の定着技術
が開示されている（特開平５−３３９９９３号公報、特
開平６−５７９５２号公報、特開平６−１９３２６９号
公報）。2. Description of the Related Art Conventionally, as a method for fixing reinforcing bars such as beam main bars in a beam-column connecting portion of a reinforced concrete building of this type, L-shaped, J-shaped and U-shaped fixing portions are used, As a fixing member that uses a screw rebar as a fixing member to be screwed into the male screw portion, a fixing technique of a reinforcing bar using a fixing member in which a columnar female screw portion and a plate-shaped fixing plate portion are integrally formed is disclosed. (JP-A-5-339993, JP-A-6-57952, and JP-A-6-193269).
【０００３】ところで、これらの従来の鉄筋定着技術に
おいては、定着部材は鉄筋の端部に装着され、その鉄筋
の延長部分、すなわち余長部分を後方に残さない形で、
装着するのが常識的な定着方法として広く慣用されてい
るところであり、その鉄筋の余長部分を積極的に利用し
ようという発想は存在しなかった。したがって、複数本
の鉄筋を平行に配筋する場合にも、定着部材はそれらの
各鉄筋のそれぞれの端部に揃えて装着するのが一般的で
あった。By the way, in these conventional reinforcing bar fixing techniques, the fixing member is attached to the end of the reinforcing bar, and an extended portion of the reinforcing bar, that is, an extra length portion is not left behind.
Wearing is widely used as a common fixing method, and there was no idea to positively utilize the extra length of the reinforcing bar. Therefore, even when a plurality of reinforcing bars are arranged in parallel, the fixing member is generally attached to each end of each reinforcing bar in alignment with each other.
【０００４】[0004]
【発明が解決しようとする課題】以上のように、従来の
鉄筋定着技術において、複数本の鉄筋を平行に配筋する
場合には、定着部材がそれぞれの鉄筋の端部に装着さ
れ、同一線上に並ぶ結果、鉄筋相互間をあまり接近させ
て密に配筋すると、定着部材どうしが競合し易く定着作
用の点からも望ましくないといった配筋上の制約があっ
た。したがって、柱用のアンカーボルトなどの周囲の状
態との関係から鉄筋相互間の間隔を小さくする必要があ
る場合には対応の困難な場合も間々生じた。本発明は、
このような従来技術の事情に鑑みてなされたもので、そ
の目的とするところは、限られたスペースに複数本の鉄
筋を平行に配筋する場合に、定着作用の低下を招かずに
それらの鉄筋相互間の間隔を縮小してより密に配筋する
ことの可能な鉄筋定着方法を提供し、周囲の状態に応じ
た配筋の自由度を拡大することにより配筋作業に関する
作業性の向上を図る点にある。As described above, in the conventional reinforcing bar fixing technique, when a plurality of reinforcing bars are arranged in parallel, the fixing members are attached to the ends of the reinforcing bars and are arranged on the same line. As a result, if the reinforcing bars are arranged too close to each other and are densely arranged, the fixing members tend to compete with each other, which is not desirable in terms of fixing action. Therefore, when it is necessary to reduce the distance between the reinforcing bars due to the relationship with the surrounding conditions such as the anchor bolts for columns, it sometimes happens that it is difficult to handle. The present invention
It was made in view of the circumstances of such conventional technology, and the purpose thereof is to arrange a plurality of reinforcing bars in parallel in a limited space without reducing the anchoring action. Improves workability of rebar work by providing a rebar anchoring method that can reduce the distance between rebars and arrange more densely, and expand the degree of freedom of rebar according to the surrounding conditions There is a point to try.
【０００５】[0005]
【課題を解決するための手段】前記課題を達成するた
め、本発明の鉄筋定着方法においては、コンクリート中
に平行に埋設するそれぞれの鉄筋の端部を揃えて配筋す
るとともに、それらの各鉄筋の雄ネジ部に螺合した互い
に隣接する定着部材相互間の固定位置を周囲の状態に応
じて、例えば千鳥状等に相対的にずらし、かつその固定
位置をずらした結果、少なくとも前記鉄筋の端部からよ
り離れた側に固定される定着部材の後方に突出する前記
鉄筋の雄ネジ部からなる余長部分をそのまま残した状態
でコンクリート中に埋設するという技術手段を採用し
た。さらに、前記定着部材として中央に形成された凸状
定着部を挟んで両側に対称的に小径部を形成した定着部
材を用いた。In order to achieve the above object, in the reinforcing bar fixing method of the present invention, the ends of the reinforcing bars embedded in concrete are aligned and arranged, and the reinforcing bars are arranged. The fixing positions between the fixing members adjacent to each other screwed into the male screw part of the are relatively staggered, for example, in a staggered manner according to the surrounding condition, and as a result of shifting the fixing positions, at least the end of the reinforcing bar is obtained. The technical means of embedding in the concrete while leaving the extra length portion formed of the male screw portion of the reinforcing bar projecting to the rear of the fixing member fixed to the side farther from the portion is left as it is. Further, as the fixing member, a fixing member in which a small diameter portion is symmetrically formed on both sides of a convex fixing portion formed in the center is used.
【０００６】本発明の基本的な着想は、図７に示した実
験結果に基づいている。図７は、縦軸に最大耐力（ｔ）
をとり、横軸に列挙した各テストケースに対応してその
最大耐力をプロットしたものである。すなわち、ケース
Ａにおいては、鉄筋としてネジ鉄筋を用い、定着部材を
装着せずにコンクリート中に515mm埋設したときの最大
耐力が点ａで示した約41.0tであったことを示してい
る。同様に、ケースＢでは、ネジ鉄筋を550mm埋設し、
そのコンクリート上面から125mmの深さの位置に定着部
材を固定し、余長部分を390mmとしたときの最大耐力が
点ｂで示した約50.7tであることを示し、ケースＣでは
前記定着部材を325mmの深さに設定し、余長部分を190mm
としたときの最大耐力が点ｃで示した約56.0t、ケース
Ｄでは前記定着部材を515mmの深さ、すなわちネジ鉄筋
の端部に設定したときの最大耐力が点ｄで示した約56.0
tであったことを示している。因みに、このほかに、テ
ストケースＥとして定着部材をネジ鉄筋の端部に固定し
て125mmの深さに埋設したとき、すなわち前記ケースＢ
において余長部分をゼロにしたときの最大耐力を実験的
に求めたところ、点ｅで示したように9.4tと極端に小さ
かった。さらに、テストケースＦとして定着部材をネジ
鉄筋の端部に固定して325mmの深さに埋設したとき、す
なわち前記ケースＣにおいて余長部分をゼロにしたとき
の最大耐力を求めたところ、点ｆで示したように44.0t
であった。The basic idea of the present invention is based on the experimental results shown in FIG. In FIG. 7, the vertical axis represents the maximum yield strength (t).
The maximum yield strength is plotted for each test case listed on the horizontal axis. That is, in case A, a screw reinforcing bar was used as the reinforcing bar, and the maximum proof stress when it was embedded in concrete by 515 mm without mounting the fixing member was about 41.0 t shown by the point a. Similarly, in case B, screw rebars are embedded by 550 mm,
The fixing member is fixed at a depth of 125 mm from the top surface of the concrete, and the maximum proof stress when the extra length is 390 mm is about 50.7t shown at point b. Set the depth of 325mm and the extra length is 190mm
The maximum proof stress is about 56.0t shown at point c, and in case D, the maximum proof stress when the fixing member is set to a depth of 515 mm, that is, the end of the screw rebar is about 56.0t shown at point d.
It was shown that it was t. Incidentally, in addition to this, when the fixing member is fixed to the end portion of the screw rebar as the test case E and embedded in a depth of 125 mm, that is, the case B
When the maximum proof stress when the extra length portion was set to zero was experimentally obtained, it was 9.4 t, which was extremely small as shown by the point e. Further, when the fixing member was fixed to the end portion of the screw rebar as a test case F and embedded in a depth of 325 mm, that is, the maximum proof stress when the extra length portion was zero in the case C was obtained, point f was obtained. 44.0t as shown in
Met.
【０００７】以上の実験結果から、定着部材の固定部位
は、従来の技術常識であった鉄筋の端部に拘る必要がな
いことが判明した。すなわち、ケースＣとケースＤの実
験結果の比較により、定着部材の固定位置は、コンクリ
ート中に埋設されたネジ鉄筋の略中央より端部側であれ
ば、どこへ移動しても最大耐力に殆ど差異がなく同等の
定着作用が得られることが判明した。その理由は、余長
部分の有無に係るケースＣとケースＦの実験結果の比較
から、余長部分の定着作用に基づく補完作用によるもの
と推測される。すなわち、定着部材の固定位置が浅くな
ると定着部材による定着作用は低減し最大耐力は下がる
が、その分、余長部分に基づく定着作用によって補完さ
れると推測される。この余長部分に基づく定着作用の有
効性に関しては、ケースＥにおいて最大耐力が9.4tとき
わめて小さいのに対して、390mmの余長部分を残したケ
ースＢでは最大耐力が50.7tと大きく増大した点からも
明らかである。以上から、ネジ鉄筋の埋設部分の略中央
より端部側において定着部材の固定位置を移動しても、
定着部材の後方に突出するネジ鉄筋の余長部分をそのま
ま残存しておくという条件の下に、最大耐力の低下は殆
ど問題にならないことが判明した。本発明は、以上の実
験結果を応用して、前記余長部分を残しながら各定着部
材相互間の固定位置を相対的にずらすことにより、最大
耐力を維持しながら配筋作業の作業性の向上を図ったと
ころに技術的な基礎がある。From the above experimental results, it has become clear that the fixing portion of the fixing member does not have to be fixed to the end portion of the reinforcing bar, which is a conventional technical common sense. That is, by comparing the experimental results of Case C and Case D, the fixing position of the fixing member is almost the maximum proof stress regardless of where it is moved from the approximate center of the screw rebar embedded in concrete to the end. It was found that there was no difference and the same fixing action was obtained. The reason is presumed to be due to the complementary action based on the fixing action of the extra length portion, based on the comparison between the experimental results of Case C and Case F relating to the presence or absence of the extra length portion. That is, when the fixing position of the fixing member becomes shallower, the fixing action by the fixing member is reduced and the maximum proof stress is lowered, but it is presumed that the fixing action based on the extra length portion is complemented by that amount. Regarding the effectiveness of the fixing action based on this extra length portion, the maximum yield strength is extremely small in Case E, 9.4 t, whereas in Case B with the extra length portion of 390 mm, the maximum yield strength was greatly increased to 50.7 t. It is also clear from the point. From the above, even if the fixing position of the fixing member is moved from the approximate center of the embedded portion of the screw reinforcing bar to the end side,
It has been found that the reduction of the maximum proof stress is hardly a problem under the condition that the extra length portion of the screw reinforcing bar projecting to the rear of the fixing member remains as it is. The present invention applies the above experimental results to relatively shift the fixing positions between the fixing members while leaving the extra length portion, thereby improving workability of the reinforcing work while maintaining the maximum proof stress. There is a technical basis where we aimed.
【０００８】[0008]
【発明の実施の形態】以上のように、本発明の技術的な
基礎は、余長部分を残しながら各定着部材相互間の固定
位置を相対的にずらすことにより、最大耐力を維持しな
がら配筋作業の作業性の向上を図るところにあり、この
関係を満たすものであればどのような形態でも実施が可
能である。例えば、鉄筋としては全ネジ鉄筋がその実施
形態として一つの典型例ではあるが、定着部材の固定位
置をずらす上で必要な部分に雄ネジを形成したものであ
れば部分的なネジ鉄筋でも充分実施が可能である。すな
わち、部分的なネジ鉄筋を使用した場合にも、定着部材
の固定位置をずらす上で何等支障が生じないばかりでな
く、その定着部材の後方の余長部分はネジ鉄筋で構成さ
れるから定着作用の補完機能上からも支障はない。な
お、相対的にずらす量は、鉄筋の埋設部分の略中央より
端部側の範囲内であれば、当該鉄筋の周囲の状態に応じ
て作業性の観点から自由に選定すればよい。また、前記
定着部材の具体的な形状等に関しては特に限定されない
が、中央の凸状定着部を挟んで対称的に形成したものを
用いれば、鉄筋に対する引張り、圧縮の両方向の力に対
して同様の定着作用を発揮し得るとともに、取付上の方
向性がないため作業上も取扱い易い。その場合、前記凸
状定着部の外形は円形にするのが一般的であるが他の形
状でもよい。As described above, the technical basis of the present invention is that the fixing positions between the fixing members are relatively displaced while leaving the extra length portion, so that the maximum proof stress can be maintained. The purpose is to improve the workability of the muscle work, and any form can be implemented as long as this relationship is satisfied. For example, as a rebar, a full-threaded rebar is one typical example of its embodiment, but a partially threaded rebar is sufficient as long as a male screw is formed in a portion necessary to shift the fixing position of the fixing member. It can be implemented. In other words, even if a partial screw reinforcing bar is used, not only will there be no problem in shifting the fixing position of the fixing member, but the extra length behind the fixing member is composed of screw reinforcing bars. There is no problem in terms of the complementary function. The relative shift amount may be freely selected from the viewpoint of workability according to the state of the periphery of the reinforcing bar as long as it is within the range from the substantially center of the embedded portion of the reinforcing bar to the end side. Further, although the specific shape of the fixing member is not particularly limited, if a symmetrically formed fixing member sandwiching the central fixing portion is used, the same effect is exerted on the tensile force and the compressive force on the reinforcing bar. The fixing action can be exhibited, and it is easy to handle because there is no direction for mounting. In that case, the outer shape of the convex fixing portion is generally circular, but other shapes may be used.
【０００９】[0009]
【実施例】以下、図面を用いて本発明の実施例に関して
説明する。図１は本発明の一実施例として基礎柱体と基
礎梁との連結部に本発明の鉄筋定着方法を適用した場合
の配筋状態を示した横断面図である。図中、１は基礎柱
体、２，３は基礎梁で、本実施例は、これらの基礎柱体
１と基礎梁２，３との連結部に所要本数ずつのネジ鉄筋
４，５からなる梁主筋をそれぞれ平行に配筋する場合を
示したものである。各ネジ鉄筋４，５には、定着部材
６，７が螺合され、これらの定着部材６，７とネジ鉄筋
４，５の雄ネジ部によって定着作用を奏するように構成
されている。図２に示すように、定着部材６，７の中央
には凸状定着部８が形成されており、その両側に対称的
に曲面部９，１０を介して小径部１１，１２が形成され
ている。また、軸心部にはネジ鉄筋４，５の雄ネジ部と
螺合する雌ネジ部１３が形成されている。なお、図１
中、１４は柱用のアンカーボルト、１５〜１７はフープ
筋である。Embodiments of the present invention will be described below with reference to the drawings. FIG. 1 is a cross-sectional view showing a reinforcing bar arrangement state when a reinforcing bar fixing method of the present invention is applied to a connecting portion between a basic column and a basic beam as an embodiment of the present invention. In the figure, 1 is a foundation column, 2 and 3 are foundation beams, and in the present embodiment, a required number of screw rebars 4 and 5 are provided at the connecting portion between these foundation columns 1 and foundation beams 2 and 3. This is a case where the main beam bars are arranged in parallel. The fixing members 6 and 7 are screwed into the screw reinforcing bars 4 and 5, and the fixing members 6 and 7 and the male screw portions of the screw reinforcing bars 4 and 5 are configured to perform a fixing action. As shown in FIG. 2, a convex fixing portion 8 is formed at the center of the fixing members 6 and 7, and small-diameter portions 11 and 12 are formed symmetrically on both sides of the fixing portion 8 via curved surface portions 9 and 10. There is. Further, a female screw portion 13 that is screwed into the male screw portion of the screw reinforcing bars 4 and 5 is formed in the shaft center portion. FIG.
Inside, 14 is an anchor bolt for columns, and 15 to 17 are hoop muscles.
【００１０】図１に示したように、本実施例において
は、前記アンカーボルト１４によってネジ鉄筋４，５の
配筋スペースが制約されるため、従来の配筋方法では、
隣接する定着部材６，７どうしが競合することからアン
カーボルト１４側の埋設位置を変更しないと配筋が困難
である。このため、逆にネジ鉄筋４，５の配筋の都合か
らアンカーボルト１４の埋設位置が制約され、最適な位
置に埋設できない場合もあった。そこで、本実施例にお
いては、前述の実験結果により得られた、ネジ鉄筋の余
長部分をそのまま残存しておけば、定着部材の固定位置
を移動しても最大耐力の低下は殆ど問題にならず同等の
定着作用が得られるという技術的観点を適用して定着部
材６，７の配筋の自由度を拡大させることにより解決を
図った。ネジ鉄筋４側に着目して具体的に説明すれば、
図３の拡大図に示したように、平面的に配設された３本
のネジ鉄筋４ａ〜４ｃの端部を揃え、各定着部材６ａ〜
６ｃをアンカーボルト１４と競合しない位置に移動する
とともに、それらの定着部材６ａ〜６ｃを千鳥状にずら
すことにより隣接するネジ鉄筋４ａ〜４ｃ相互間の間隔
を縮めてアンカーボルト１４間に収め、同時に余長部分
Ｌａ〜Ｌｃを残すことにより解決を図ったものである。
すなわち、余長部分Ｌａ〜Ｌｃを残すことにより最大耐
力の維持を図りながら、アンカーボルト１４の最適な埋
設位置を変更せずにその間にネジ鉄筋４ａ〜４ｃを具合
よく配筋したところに本発明としての技術的な特徴があ
る。なお、ネジ鉄筋５側の配筋においても以上の場合と
同様の作業が行われる。また、それらのネジ鉄筋４，５
の上下方向に配筋される他のネジ鉄筋の配筋に関しても
同様である。さらに、図４に示したように、アンカーボ
ルト１８の埋設位置からネジ鉄筋４，５の配筋スペース
に余裕がある場合には、定着部材６，７を従来のように
各鉄筋４，５の端部へ揃えて固定してもよいことはいう
までもない。As shown in FIG. 1, in the present embodiment, the anchor bolts 14 restrict the space for arranging the screw rebars 4 and 5, so that in the conventional bar arrangement method,
Since the adjacent fixing members 6 and 7 compete with each other, it is difficult to arrange the reinforcing bar unless the embedding position on the anchor bolt 14 side is changed. Therefore, conversely, the embedding position of the anchor bolt 14 is restricted due to the arrangement of the screw reinforcing bars 4 and 5, and it may not be possible to embed the anchor bolt 14 at the optimum position. Therefore, in this embodiment, if the extra length portion of the screw rebar obtained by the above-mentioned experimental result is left as it is, even if the fixing position of the fixing member is moved, the decrease of the maximum proof stress is hardly a problem. The problem was solved by expanding the degree of freedom of the bar arrangement of the fixing members 6 and 7 by applying the technical viewpoint that the same fixing effect can be obtained. Focusing on the screw rebar 4 side, a specific description will be made.
As shown in the enlarged view of FIG. 3, the end portions of the three screw reinforcing bars 4a to 4c arranged in a plane are aligned to fix the fixing members 6a to 6c.
6c is moved to a position not competing with the anchor bolt 14, and the fixing members 6a to 6c are staggered so that the intervals between the adjacent screw rebars 4a to 4c are reduced to be accommodated between the anchor bolts 14, and at the same time. This is achieved by leaving the extra length portions La to Lc.
That is, while maintaining the maximum proof stress by leaving the extra length portions La to Lc, the present invention is provided where the screw reinforcing bars 4a to 4c are properly arranged between the anchor bolts 14 without changing the optimum embedding position. There are technical characteristics as. It should be noted that the same work as in the above case is performed on the bar arrangement on the screw reinforcing bar 5 side. Also, those screw rebars 4, 5
The same applies to the reinforcement of other screw reinforcements arranged in the vertical direction of. Further, as shown in FIG. 4, when there is a margin in the space for arranging the screw rebars 4 and 5 from the embedded position of the anchor bolt 18, the fixing members 6 and 7 are attached to the rebars 4 and 5 as in the conventional case. It goes without saying that the ends may be aligned and fixed.
【００１１】図５は他の実施例におけるネジ鉄筋部分の
みを示した配筋状態図である。本実施例は、図示しない
周囲の状態に応じてネジ鉄筋１９ａ〜１９ｃのうち、中
央のネジ鉄筋１９ｂに対する定着部材２０ｂのみ余長部
分Ｌｄを残す状態に前方に移動して固定し、他のネジ鉄
筋１９ａ，ｃに対する定着部材２０ａ，ｃは端部に固定
することにより千鳥状にずらした場合を示したものであ
る。このように、本発明に係る鉄筋定着方法において
は、最大耐力を低下させずに周囲の状態に応じて各ネジ
鉄筋に螺合された定着部材の固定位置を自由に調整する
ことができる結果、作業性の向上を図ることができる。
なお、以上の説明では、鉄筋が３本ずつ平面的に配筋さ
れる場合に関して説明したが、平行に配筋される場合で
あれば２本以上の鉄筋の場合に適用し得る。また、基礎
柱体と基礎梁との連結部に適用した場合を例に説明した
が、他の部分における配筋に関して適用し得ることはい
うまでもない。FIG. 5 is a bar arrangement state diagram showing only a screw reinforcing bar portion in another embodiment. In this embodiment, among the screw rebars 19a to 19c, not shown, only the fixing member 20b for the central screw rebar 19b is moved forward and fixed so that the extra length portion Ld is left, and other screws are fixed. The fixing members 20a and 20c for the reinforcing bars 19a and 19c are fixed to the ends and are staggered. Thus, in the reinforcing bar fixing method according to the present invention, it is possible to freely adjust the fixing position of the fixing member screwed to each screw reinforcing bar according to the surrounding state without lowering the maximum yield strength, Workability can be improved.
In the above description, the case where three reinforcing bars are arranged in a plane has been described, but if the reinforcing bars are arranged in parallel, the invention can be applied to the case of two or more reinforcing bars. Further, the case where the invention is applied to the connecting portion between the foundation pillar and the foundation beam has been described as an example, but it goes without saying that the invention can be applied to the reinforcement in other portions.
【００１２】図６は本発明に用いられる定着部材に関す
る具体例を例示したものである。図示のように、（イ）
で示した前述の定着部材２０のほか、（ロ）〜（ヘ）で
例示した定着部材２１〜２５などの使用も可能である。
定着部材２０〜２３は中央部を凸状に形成することによ
り外形を大きくし、その両側に対称的に小径部を形成し
たものである。定着部材２４〜２５は全体の外形を大き
く形成することにより必要な定着力を得るように構成し
たものである。なお、定着部材２３は、一体的に構成し
ても、ナット及び中央板材から構成して締付けることに
より一体化するように構成してもよい。FIG. 6 illustrates a specific example of the fixing member used in the present invention. As shown, (a)
In addition to the above-mentioned fixing member 20 shown in (4), it is also possible to use the fixing members 21 to 25 exemplified in (B) to (F).
The fixing members 20 to 23 have a central portion formed in a convex shape to have a large outer shape and symmetrically formed small diameter portions on both sides thereof. The fixing members 24 to 25 are configured to obtain a necessary fixing force by forming the entire outer shape to be large. The fixing member 23 may be integrally formed, or may be integrally formed by being made up of a nut and a central plate member and tightened.
【００１３】[0013]
【発明の効果】本発明によれば、以上のように、前記各
定着部材相互間の固定位置をずらすことにより最大耐力
を低下させずに鉄筋間の間隔を密に配筋することが可能
なことから当該鉄筋の周囲の状態に対する対応の自由度
が拡大するので、配筋作業に関する作業性を向上するこ
とができる。また、前記定着部材として中央に形成した
凸状定着部を挟んで両側に小径部を対称的に形成したも
のを用いれば、鉄筋に対する引張り、圧縮の両方向の力
に対して同様の定着作用を発揮させることが可能である
とともに、取付上の方向性がないため作業上も取扱い易
い。As described above, according to the present invention, by displacing the fixing positions between the fixing members, it is possible to arrange the reinforcing bars closely without reducing the maximum proof stress. As a result, the degree of freedom in dealing with the surrounding state of the reinforcing bar is increased, so that workability relating to the reinforcing work can be improved. Further, if the fixing member having a small diameter portion symmetrically formed on both sides of a convex fixing portion formed in the center is used, the same fixing action is exerted against the force in both directions of tension and compression on the reinforcing bar. It is possible to make it easy to handle in terms of work since there is no mounting direction.
【図１】 本発明を実施した配筋例を示した配筋状態図
である。FIG. 1 is a bar arrangement state diagram showing an example of bar arrangement in which the present invention is implemented.
【図２】 本発明に用いられる定着部材を示した拡大縦
断面図である。FIG. 2 is an enlarged vertical sectional view showing a fixing member used in the present invention.
【図３】 図１の配筋状態を示した要部拡大図である。FIG. 3 is an enlarged view of an essential part showing a bar arrangement state of FIG. 1.
【図４】 他の配筋例を示した配筋状態図である。FIG. 4 is a bar arrangement state diagram showing another example of bar arrangement.
【図５】 他の実施例に関する配筋状態を示した要部拡
大図である。FIG. 5 is an enlarged view of an essential part showing a bar arrangement state according to another embodiment.
【図６】 定着部材の具体例を示した拡大部品図であ
る。FIG. 6 is an enlarged component diagram showing a specific example of a fixing member.
【図７】 実験結果を示した説明図である。FIG. 7 is an explanatory diagram showing experimental results.
１…基礎柱体、２，３…基礎梁、４，４ａ〜ｃ，５…ネ
ジ鉄筋、６，６ａ〜ｃ，７…定着部材、８…凸状定着
部、９，１０…曲面部、１１，１２…小径部、１３…雌
ネジ部、１４…アンカーボルト、１５〜１７…フープ
筋、１８…アンカーボルト、１９ａ〜ｃ…鉄筋、２０ａ
〜ｃ…定着部材、２１〜２５…定着部材、Ｌａ〜Ｌｄ…
余長部分DESCRIPTION OF SYMBOLS 1 ... Base column, 2, 3 ... Base beam, 4, 4a-c, 5 ... Screw rebar, 6, 6a-c, 7 ... Fixing member, 8 ... Convex fixing part, 9, 10 ... Curved part, 11 , 12 ... small diameter part, 13 ... female screw part, 14 ... anchor bolt, 15-17 ... hoop bar, 18 ... anchor bolt, 19a-c ... reinforcing bar, 20a
-C ... Fixing member, 21-25 ... Fixing member, La-Ld ...
Extra length
───────────────────────────────────────────────────── フロントページの続き (51)Int.Cl.6 識別記号 庁内整理番号 ＦＩ 技術表示箇所 Ｅ０４Ｃ 5/03 5/18 １０２ ─────────────────────────────────────────────────── ─── Continuation of the front page (51) Int.Cl. 6 Identification code Internal reference number FI technical display location E04C 5/03 5/18 102
Claims (3)
れの鉄筋の端部を揃えて配筋するとともに、それらの各
鉄筋の雄ネジ部に螺合した互いに隣接する定着部材相互
間の固定位置を周囲の状態に応じて相対的にずらし、か
つその固定位置をずらした結果、少なくとも前記鉄筋の
端部からより離れた側に固定される定着部材の後方に突
出する前記鉄筋の雄ネジ部からなる余長部分をそのまま
残した状態でコンクリート中に埋設することを特徴とす
る鉄筋定着方法。1. Reinforcing bars arranged in parallel in concrete are arranged with their ends aligned, and the fixing positions between adjacent fixing members screwed into the male screw portions of these reinforcing bars are surrounded. As a result of relatively displacing according to the state of the above, and displacing the fixing position, at least a male screw portion of the reinforcing bar protruding rearward of the fixing member fixed to the side farther from the end of the reinforcing bar. Reinforcing bar fixing method characterized by embedding in concrete with the long part left as it is.
にずらすことを特徴とする請求項１記載の鉄筋定着方
法。2. The reinforcing bar fixing method according to claim 1, wherein the fixing positions between the fixing members are staggered.
定着部を挟んで両側に対称的に小径部を形成した定着部
材を用いたことを特徴とする請求項１又は２記載の鉄筋
定着方法。3. The reinforcing bar fixing method according to claim 1, wherein the fixing member is a fixing member in which a small diameter portion is symmetrically formed on both sides of a convex fixing portion formed in the center. .
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP05250396A JP3763877B2 (en) | 1996-02-15 | 1996-02-15 | Rebar fixing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP05250396A JP3763877B2 (en) | 1996-02-15 | 1996-02-15 | Rebar fixing method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH09221875A true JPH09221875A (en) | 1997-08-26 |
| JP3763877B2 JP3763877B2 (en) | 2006-04-05 |
Family
ID=12916539
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP05250396A Expired - Fee Related JP3763877B2 (en) | 1996-02-15 | 1996-02-15 | Rebar fixing method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3763877B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005299307A (en) * | 2004-04-15 | 2005-10-27 | Shimizu Corp | Anchoring structure of beam main reinforcement |
| JP2012077531A (en) * | 2010-10-04 | 2012-04-19 | Akira Fukuda | Bar arrangement structure of upper steel structure column base foundation |
| JP2012092519A (en) * | 2010-10-25 | 2012-05-17 | D B S:Kk | Reinforcement unit and foundation reinforcement unit of skeleton corner and foundation reinforcement structure |
| CN107724680A (en) * | 2016-08-11 | 2018-02-23 | 五冶集团上海有限公司 | A kind of high-storey building frame structure beam-column node construction method |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2008038410A1 (en) | 2006-09-28 | 2008-04-03 | Okabe Co., Ltd. | Fixing tool for reinforcing rod |
-
1996
- 1996-02-15 JP JP05250396A patent/JP3763877B2/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005299307A (en) * | 2004-04-15 | 2005-10-27 | Shimizu Corp | Anchoring structure of beam main reinforcement |
| JP2012077531A (en) * | 2010-10-04 | 2012-04-19 | Akira Fukuda | Bar arrangement structure of upper steel structure column base foundation |
| JP2012092519A (en) * | 2010-10-25 | 2012-05-17 | D B S:Kk | Reinforcement unit and foundation reinforcement unit of skeleton corner and foundation reinforcement structure |
| CN107724680A (en) * | 2016-08-11 | 2018-02-23 | 五冶集团上海有限公司 | A kind of high-storey building frame structure beam-column node construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3763877B2 (en) | 2006-04-05 |
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