JP3160121U - Rebar and rebar joint - Google Patents

Rebar and rebar joint Download PDF

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JP3160121U
JP3160121U JP2010002226U JP2010002226U JP3160121U JP 3160121 U JP3160121 U JP 3160121U JP 2010002226 U JP2010002226 U JP 2010002226U JP 2010002226 U JP2010002226 U JP 2010002226U JP 3160121 U JP3160121 U JP 3160121U
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reinforcing bar
coupler
screw
rebar
reinforcing
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重樹 岸原
重樹 岸原
勇 友田
勇 友田
英人 真田
英人 真田
豊 大和田
豊 大和田
廣三 脇山
廣三 脇山
章 福田
章 福田
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Dai Ichi High Frequency Co Ltd
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Dai Ichi High Frequency Co Ltd
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Priority to CN2011100840528A priority patent/CN102213023A/en
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Abstract

【課題】 主筋とは別の鉄筋である補強筋との干渉を抑制し得る鉄筋を提供する。【解決手段】 鉄筋コンクリートの主筋として用いられ、端部に鉄筋本体２より拡径されかつ外周に雄ネジ４が形成されたネジ部３を有する鉄筋１であって、雄ネジ４のネジ山数が、６〜９であり、鉄筋本体１の直径に対する雄ネジ４の谷径の比（ｄ３／ｄ１）が、１．０５〜１．５０である。ネジ部３と鉄筋本体２との境目の角部５をＲに形成することが好ましい。また、Ｒを、鉄筋本体２の端部を鉄筋本体２より拡径してネジ部３を形成するために行う型鍛造で形成することが好ましく、Ｒを、雄ネジ４のピッチの１〜３倍の寸法の径で形成することが好ましい。【選択図】図１PROBLEM TO BE SOLVED: To provide a reinforcing bar capable of suppressing interference with a reinforcing bar which is a reinforcing bar different from a main reinforcing bar. A rebar 1 is used as a main reinforcing bar of reinforced concrete, and has a screw portion 3 having a diameter larger than that of a rebar main body 2 and having a male screw 4 formed on an outer periphery thereof. 6-9, and the ratio (d3 / d1) of the root diameter of the male screw 4 to the diameter of the rebar main body 1 is 1.05-1.50. It is preferable to form a corner portion 5 at the boundary between the screw portion 3 and the reinforcing bar body 2 in R. Moreover, it is preferable to form R by die forging performed in order to form the screw part 3 by expanding the end part of the reinforcing bar body 2 from the reinforcing bar body 2, and R is 1 to 3 of the pitch of the male screw 4. It is preferable to form with a diameter of twice the size. [Selection] Figure 1

Description

本考案は、鉄筋コンクリートの主筋として用いられる鉄筋及び鉄筋継手に関するものである。   The present invention relates to a reinforcing bar and a reinforcing bar joint used as main bars of reinforced concrete.

鉄筋コンクリートにおいて、限られた標準長さの主筋となる鉄筋を現場において連続な鉄筋とするために、鉄筋継手が用いられる。鉄筋継手としては、鉄筋を所定の長さだけ重ねる重ね継手や、ガス圧接継手が一般的であるが、重ね継手は、重なりによって配筋構造が煩雑となり、ガス圧接継手は、圧接工の技量に継手の良否が左右されるという欠点がある。
そのため、特殊継手として、スリーブ内に鉄筋と共にグラウトを注入する継手が開発された。このグラウトを注入する特殊継手は、配筋構造の簡略化の面で好ましく、実用化されているが、グラウトの硬化に、例えば１日程度の養生期間が必要になり、工期が長びくという欠点がある。 In reinforced concrete, a reinforced joint is used in order to make a reinforcing bar which is a main bar of a limited standard length into a continuous reinforcing bar in the field. As reinforced joints, lap joints and gas pressure welding joints that overlap the reinforcing bars for a predetermined length are common, but lap joints have complicated bar arrangement structure due to overlap, and gas pressure welding joints require the skill of pressure welding work. There is a drawback that the quality of the joint is affected.
Therefore, as a special joint, a joint has been developed in which grout is injected into the sleeve together with the reinforcing bar. This special joint for injecting grout is preferable in view of simplification of the bar arrangement structure, and has been put to practical use. However, for curing the grout, for example, a curing period of about one day is required and the construction period is long. is there.

養生期間が不要な継手として、ねじ式継手が提案されている（例えば、特許文献１参照。）。このねじ式継手は、２本の鉄筋を互いに端部を突き合わせた状態で接合具を用いて連結するものである。２本の鉄筋の端部には、鉄筋本体より拡径されたネジ部がそれぞれ形成されている。これらネジ部の外周には、螺旋方向が異なる方向の雄ネジがそれぞれ形成されている。接合具は、筒体状に形成されている。接合具の内周面の中央から一方の端部までには、一方の鉄筋のネジ部の雄ネジが螺合する第１雌ネジが形成され、残りの内周面には、他方の鉄筋のネジ部の雄ネジが螺合する第２雌ネジが形成されている。すなわち、第１雌ネジと第２雌ネジとでは、ネジ溝の螺旋方向が異なる。この接合具をターンバックルとして用いることで、ネジ部を介して両鉄筋を連結することができる。   A threaded joint has been proposed as a joint that does not require a curing period (see, for example, Patent Document 1). This threaded joint is used to connect two reinforcing bars using a connector in a state in which the end portions are butted against each other. The end portions of the two reinforcing bars are respectively formed with screw portions whose diameter is larger than that of the reinforcing bar main body. Male screws having different spiral directions are formed on the outer circumferences of these screw portions. The joining tool is formed in a cylindrical shape. From the center of the inner peripheral surface of the connector to the one end, a first female screw is formed in which the male thread of the thread portion of one of the reinforcing bars is screwed, and the remaining inner peripheral surface is formed with the other reinforcing bar. A second female screw is formed in which the male screw of the screw part is screwed. That is, the spiral direction of the thread groove is different between the first female screw and the second female screw. By using this connector as a turnbuckle, both the reinforcing bars can be connected via the screw portion.

特開平１１−３３６２５６号公報JP-A-11-336256

しかし、従来のねじ式継手では、鉄筋の端部に鉄筋本体より拡径したネジ部を形成するために、そのネジ部の軸方向の長さや径が大きいと、特にこのネジ部に螺合させた接合具がこの鉄筋の周辺に配設する主筋とは別の鉄筋と干渉することもあり得る。例えば、従来のねじ式継手で連結した梁や柱となる主筋である鉄筋の周辺にスターラップやフープ筋等といった主筋とは別の鉄筋である補強筋が配設されるが、鉄筋本体から突出するネジ部の範囲が広く、かつ高さが高いと、このネジ部の外周にさらに接合具を螺合させるので、ネジ部特に接合具が補強筋と干渉することがある。   However, in the conventional threaded joint, in order to form a screw part whose diameter is larger than that of the main part of the reinforcing bar at the end part of the reinforcing bar, if the axial length or diameter of the screw part is large, the screw part is particularly screwed. There is also a possibility that the connecting tool interferes with a reinforcing bar different from the main reinforcing bars arranged around the reinforcing bar. For example, reinforcing bars that are different from the main bars such as stirrup and hoop bars are arranged around the reinforcing bars that are the main bars of beams and columns connected by conventional screw joints. If the range of the threaded portion is wide and the height is high, the joint is further screwed onto the outer periphery of the threaded portion, so that the threaded portion, particularly the joint, may interfere with the reinforcing bar.

本考案が解決しようとする課題は、主筋とは別の鉄筋である補強筋との干渉を抑制することにある。   The problem to be solved by the present invention is to suppress interference with a reinforcing bar which is a reinforcing bar different from the main bar.

前記課題を解決するため、本考案に係る鉄筋は、鉄筋コンクリートの主筋として用いられ、端部に鉄筋本体より拡径されかつ外周に雄ネジが形成されたネジ部を有する鉄筋であって、雄ネジのネジ山数が、６〜９であり、鉄筋本体の直径に対する雄ネジの谷径の比が、１．０５〜１．５０であることを特徴とする。   In order to solve the above-mentioned problem, a reinforcing bar according to the present invention is a reinforcing bar that is used as a main reinforcing bar of reinforced concrete, and has a threaded portion whose diameter is larger than that of a reinforcing bar main body and a male screw is formed on the outer periphery. The number of screw threads is 6 to 9, and the ratio of the root diameter of the male screw to the diameter of the reinforcing bar body is 1.05 to 1.50.

このように、雄ネジのネジ山数が、６〜９であると、ネジ部の軸方向の長さを短くすることができる。また、鉄筋本体の直径に対する雄ネジの谷径の比が、１．０５〜１．５０であると、ネジ部の径方向の長さを短くすることができる。したがって、鉄筋本体から突出するネジ部の範囲が狭く、かつ高さが低いから、このネジ部を利用して鉄筋を連結したとき、この鉄筋の周辺に配設した補強筋との干渉を抑制することができる。   Thus, when the number of threads of the male screw is 6 to 9, the axial length of the screw portion can be shortened. Moreover, the length of the radial direction of a thread part can be shortened as ratio of the valley diameter of the external thread with respect to the diameter of a reinforcing bar main body is 1.05-1.50. Therefore, since the range of the screw part protruding from the reinforcing bar main body is narrow and the height is low, when the reinforcing bar is connected using this screw part, the interference with the reinforcing bars arranged around the reinforcing bar is suppressed. be able to.

この場合において、ネジ部と鉄筋本体との境目の角部をＲに形成することができる。また、Ｒを、鉄筋本体の端部を鉄筋本体より拡径してネジ部を形成するために行う型鍛造で形成することができる。また、Ｒを、雄ネジのピッチの１〜３倍の寸法の直径で形成することができる。   In this case, the corner portion of the boundary between the screw portion and the reinforcing bar main body can be formed in R. Further, R can be formed by die forging performed to expand the diameter of the end of the reinforcing bar body from the reinforcing bar body to form a threaded portion. Moreover, R can be formed with a diameter of 1 to 3 times the pitch of the male screw.

また、前記課題を解決するため、本考案に係る鉄筋継手は、前記の鉄筋を２本互いに端部を突き合わせた状態でカプラを用いて連結する鉄筋継手であって、２本の鉄筋の雄ネジの螺旋方向が同じ方向であり、カプラは、内周面が円形の筒体状に形成され、カプラの内周面に、雄ネジと螺合する雌ネジが形成されていることを特徴とする。   In order to solve the above-mentioned problem, a rebar joint according to the present invention is a rebar joint for connecting two rebars using a coupler in a state in which the end portions are abutted with each other. The coupler is characterized in that the spiral direction of the coupler is the same direction, the coupler has an inner peripheral surface formed in a circular cylindrical shape, and a female screw that engages with the male screw is formed on the inner peripheral surface of the coupler. .

これにより、鉄筋本体から突出する範囲が狭く、かつ高さが低い２本の鉄筋のネジ部にそれぞれカプラを螺合させて２本の鉄筋が連結されるので、補強筋との干渉を抑制することができる。   Thereby, since the range which protrudes from a rebar main body is narrow, and a coupler is screwed together in the thread part of two rebars which are low, two rebars are connected, and it suppresses interference with a reinforcing bar. be able to.

この場合において、カプラの軸方向の長さを、２本の鉄筋のネジ部の軸方向の長さを加算した合計長さ以上で、かつ、合計長さより１５ｍｍ長い長さ以下で形成することができる。また、２本の鉄筋をカプラで連結したとき、これら２本の鉄筋間のすべり量を０．３以下にすることができる。   In this case, the length of the coupler in the axial direction may be greater than or equal to the total length obtained by adding the axial lengths of the threaded portions of the two reinforcing bars and not longer than 15 mm longer than the total length. it can. Further, when two reinforcing bars are connected by a coupler, the amount of slip between these two reinforcing bars can be reduced to 0.3 or less.

本考案によれば、鉄筋本体から突出するネジ部の範囲が狭く、かつ高さが低いので、主筋とは別の鉄筋である補強筋との干渉を抑制することができる。   According to this invention, since the range of the screw part which protrudes from a reinforcing bar main body is narrow and height is low, interference with the reinforcing bar which is a reinforcing bar different from a main reinforcing bar can be suppressed.

本考案に係る一例の実施形態の鉄筋を示す側面図である。It is a side view showing a reinforcing bar of an example embodiment concerning the present invention. 本実施形態の他の一例の鉄筋を示す側面図である。It is a side view which shows the reinforcing bar of another example of this embodiment. 本考案に係る一実施形態の鉄筋継手を示す一部側断面図である。It is a partial side sectional view showing a reinforcing bar joint of one embodiment concerning the present invention. 本実施形態の一例の鉄筋継手により鉄筋を連結するための説明図で、（ａ）は一方の鉄筋のネジ部にカプラを螺合させた状態を示す図、（ｂ）は（ａ）に示す鉄筋のネジ部の端部に他方の鉄筋のネジ部の端部を当接させた状態を示す図である。BRIEF DESCRIPTION OF THE DRAWINGS It is explanatory drawing for connecting a reinforcing bar with the reinforcing bar joint of an example of this embodiment, (a) is a figure which shows the state which screwed the coupler in the thread part of one reinforcing bar, (b) is shown to (a). It is a figure which shows the state which made the edge part of the thread part of a reinforcing bar contact | abut the edge part of the thread part of the other reinforcing bar. 本実施形態の他の一例の鉄筋継手を示す一部側断面図である。It is a partial side sectional view showing a reinforcing bar joint of other examples of this embodiment.

以下、本考案に係る鉄筋及び鉄筋継手の一実施形態を添付図面に基づいて説明する。図１に示すように、本実施形態の一例の鉄筋１は、鉄筋コンクリートの梁や柱となる主筋である鉄筋として用いられるものであり、端部にネジ部３が形成されている。すなわち、本実施形態の鉄筋１は、鉄筋本体２とネジ部３とを備えてなる。鉄筋１（つまり鉄筋本体２）としては、鉄筋コンクリートの梁や柱となる主筋である鉄筋として用いられるものであれば特に限定されず、例えば、直径が22.2ｍｍ（鉄筋の呼び名がＤ22）、25.4ｍｍ（鉄筋の呼び名がＤ25）、28.6ｍｍ鉄筋の呼び名がＤ29）、31.8ｍｍ（鉄筋の呼び名がＤ32）、34.9ｍｍ（鉄筋の呼び名がＤ35）、38.1ｍｍ（鉄筋の呼び名がＤ38）、41.3ｍｍ（鉄筋の呼び名がＤ41）のもの等が用いられる。また、本実施形態の鉄筋１としては、図２に示すように、半円状突条及び軸方向突条等の突出部分を有する異形鉄筋等を用いてもよい。   DESCRIPTION OF EXEMPLARY EMBODIMENTS Hereinafter, an embodiment of a reinforcing bar and a reinforcing bar joint according to the present invention will be described with reference to the accompanying drawings. As shown in FIG. 1, the reinforcing bar 1 of an example of this embodiment is used as a reinforcing bar that is a main reinforcing bar that serves as a beam or a column of reinforced concrete, and has a threaded portion 3 formed at the end. That is, the reinforcing bar 1 of this embodiment includes a reinforcing bar main body 2 and a screw portion 3. The reinforcing bar 1 (that is, the reinforcing bar main body 2) is not particularly limited as long as it is used as a reinforcing bar which is a main reinforcing bar that is a beam or column of reinforced concrete. For example, the diameter is 22.2 mm (the name of the reinforcing bar is D22), 25.4 mm. (Rebar name is D25), 28.6mm Rebar name is D29), 31.8mm (Rebar name is D32), 34.9mm (Rebar name is D35), 38.1mm (Rebar name is D38), 41.3mm ( Reinforcing bars whose name is D41) are used. Moreover, as the reinforcing bar 1 of this embodiment, as shown in FIG. 2, a deformed reinforcing bar having projecting portions such as a semicircular ridge and an axial ridge may be used.

ネジ部３は、図１及び図２に示すように、鉄筋本体２より拡径され、かつ、外周に雄ネジ４が形成されてなるものである。ネジ部３の形成は、まず、鉄筋本体２の端部に、例えば、高周波誘導加熱を行いながら圧縮力を与える型鍛造により鉄筋本体２より拡径した肉厚の拡径部を形成し、次に、この拡径部の外周に例えばネジ切り加工を施して雄ネジ４を形成して得ることが好ましい。   As shown in FIGS. 1 and 2, the screw portion 3 has a diameter larger than that of the rebar main body 2 and has a male screw 4 formed on the outer periphery. The threaded portion 3 is formed by first forming, at the end of the reinforcing bar main body 2, a thickened diameter-expanded portion that is larger in diameter than the reinforcing bar main body 2 by die forging that applies a compression force while performing high-frequency induction heating. In addition, it is preferable to obtain the male screw 4 by, for example, threading the outer periphery of the enlarged diameter portion.

雄ネジ４は、十分な強度で鉄筋１の連結を行えかつネジ部３の軸方向の長さを短くすることができるようにネジ山数が６〜９で形成されてなる。雄ネジ４のネジ山数が６未満であると、ネジ部３に後述するカプラ１１（図３参照。）を螺合させて２本の鉄筋１を連結した際のネジ部３の強度が鉄筋本体２より弱くなることがあり、雄ネジ４のネジ山数が９を超えると、ネジ部３の軸方向の長さすなわち範囲が広くなって、カプラ１１を用いて鉄筋１を連結した際に鉄筋１の周辺の配筋をする際に影響を及ぼすことがあるからである。   The male screw 4 is formed with 6 to 9 screw threads so that the reinforcing bar 1 can be connected with sufficient strength and the axial length of the screw part 3 can be shortened. When the number of threads of the male screw 4 is less than 6, the strength of the screw part 3 when the two reinforcing bars 1 are connected by screwing a coupler 11 (see FIG. 3), which will be described later, to the screw part 3 is rebar. When the number of threads of the male screw 4 exceeds 9, the axial length of the screw portion 3, that is, the range becomes wider, and the rebar 1 is connected using the coupler 11 This is because there may be an influence when arranging bars around the reinforcing bar 1.

また、雄ネジ４は、ネジ部３の径方向の長さが短く、すなわち高さが低くなるように、鉄筋本体２の直径ｄ１（鉄筋本体２が異形鉄筋の場合には、鉄筋本体２の最外直径ｄ２）に対する雄ネジ４の谷径ｄ３（谷直径）の比（雄ネジ４の谷径ｄ３／鉄筋本体２の直径
ｄ１（ｄ２）（以下、ｄ３／ｄ１という。））が１．０５〜１．５０で形成されてなる。ｄ３／ｄ１は、１．１０〜１．３０であることが好ましい。ｄ３／ｄ１が、１．０５未満であると、鉄筋本体２より強度が弱くなったり、カプラ１１を用いて２本の鉄筋を連結する際に連結を行えなかったりすることがある。一方、ｄ３／ｄ１が１．５０を超えると、ネジ部３の高さが高くなって、カプラ１１を用いて鉄筋を連結した際に鉄筋の周辺の配筋に影響を及ぼすことがあるからである。 In addition, the male screw 4 has a diameter d1 of the reinforcing bar main body 2 so that the length of the screw part 3 in the radial direction is short, that is, the height is low (if the reinforcing bar main body 2 is a deformed reinforcing bar, Ratio of valley diameter d3 (valley diameter) of male screw 4 to outermost diameter d2) (valley diameter d3 of male screw 4 / diameter d1 (d2) of rebar main body 2 (hereinafter referred to as d3 / d1)) is 1. It is formed by 05-1.50. d3 / d1 is preferably 1.10 to 1.30. If d3 / d1 is less than 1.05, the strength may be weaker than that of the reinforcing bar main body 2, or the two reinforcing bars may not be connected when the coupler 11 is used. On the other hand, if d3 / d1 exceeds 1.50, the height of the threaded portion 3 increases, and when the reinforcing bars are connected using the coupler 11, the reinforcing bars around the reinforcing bars may be affected. is there.

ネジ部３の雄ネジ４の形状は、ｄ３／ｄ１が１．０５〜１．５０であればどのように形成してもよいが、ＪＩＳネジ（並目ネジ）の基準に基づいて形成されることが好ましい。具体的には例えば、Ｄ22の鉄筋では、Ｍ30（ネジの呼び名）に基づいてネジ部３が形成され、以下略して記載すると、Ｄ25ではＭ33、Ｄ29ではＭ39、Ｄ32ではＭ42、Ｄ35ではＭ45、Ｄ38ではＭ48、Ｄ41ではＭ52に基づいてそれぞれネジ部３が形成され、それぞれ雄ネジ４のネジ山数が６〜９であるものが好ましい。   The shape of the male screw 4 of the screw part 3 may be formed in any way as long as d3 / d1 is 1.05 to 1.50, but is formed based on the standard of JIS screw (coarse screw). It is preferable. Specifically, for example, in the D22 rebar, the threaded portion 3 is formed based on M30 (name of the screw), which will be abbreviated as follows: D33 is M33, D29 is M39, D32 is M42, D35 is M45, D38. Then, in M48 and D41, it is preferable that the screw portion 3 is formed based on M52, and the number of threads of the male screw 4 is 6 to 9, respectively.

この場合、Ｄ22の鉄筋でＭ30のネジ部３のネジ山数が６で形成したときの鉄筋断面積に対するネジ山断面積の断面積比（ネジ山断面積／断面積）が2.6で、ネジ山数が９のとき3.9である。同様に、Ｄ25の鉄筋でＭ33のネジ部３の場合の断面積比は、ネジ山数が６で2.1、９で3.3となる。Ｄ29の鉄筋でＭ39のネジ部３の場合の断面積比は、ネジ山数が６で2.3、９で3.6となる。Ｄ32の鉄筋でＭ42のネジ部３の場合の断面積比は、ネジ山数が６で2.2、９で3.5となる。Ｄ35の鉄筋でＭ45のネジ部３の場合の断面積比は、ネジ山数が６で2.0、９で3.1となる。Ｄ38の鉄筋でＭ48のネジ部３の場合の断面積比は、ネジ山数が６で2.0、９で3.1となる。Ｄ41の鉄筋でＭ52のネジ部３の場合の断面積比は、ネジ山数が６で1.8、９で2.8となる。これらから、断面積比は1.8以上となり、すなわち鉄筋本体２より1.8倍以上の強度があるということになるので、ネジ部３では鉄筋本体２より十分な強度でカプラ１１と螺合して鉄筋の連結を行えることになる。   In this case, the cross-sectional area ratio (thread cross-sectional area / cross-sectional area) of the thread cross-sectional area to the rebar cross-sectional area when the number of threads of the M3 thread portion 3 is 6 with the D22 rebar is 2.6. When the number is 9, it is 3.9. Similarly, the cross-sectional area ratio in the case of the D25 rebar and the M33 screw part 3 is 2.1 when the thread number is 6, and 3.3 when it is 9. The cross-sectional area ratio of the D39 rebar and the M39 screw part 3 is 2.3 when the number of screw threads is 6, and 3.6 when 9. The cross-sectional area ratio in the case of the D32 rebar and the M42 screw part 3 is 2.2 when the number of threads is 6, and 3.5 when it is 9. The cross-sectional area ratio in the case of the D35 rebar and the M45 thread portion 3 is 2.0 when the number of threads is 6, and 3.1 when it is 9. The cross-sectional area ratio in the case of the D38 rebar and the M48 screw portion 3 is 2.0 when the number of threads is 6, and 3.1 when it is 9. The cross-sectional area ratio in the case of the D41 rebar and the M52 screw portion 3 is 1.8 when the number of threads is 6, and 2.8 when it is 9. From these, the cross-sectional area ratio is 1.8 or more, that is, the strength of the reinforcing bar body 2 is 1.8 times or more, so that the screw part 3 is screwed with the coupler 11 with sufficient strength than the reinforcing bar body 2 and You can connect.

また、鉄筋本体２とネジ部３との境目の角部５は、鉄筋１に引張応力が作用したときに、鉄筋本体２とネジ部３との境目の角部５に応力が集中すること防止すべく、Ｒに形成することが好ましい。Ｒの形成は、鉄筋本体２の端部を鉄筋本体２より拡径してネジ部３を形成するために行う型鍛造で形成することが好ましい。Ｒは、ネジ部３の雄ネジ４のピッチの１〜３倍の寸法の径で形成することが好ましく、特に雄ネジ４のピッチの１．５倍の寸法の径で形成することが好ましい。このＲが、雄ネジ４のピッチの１倍未満であると、連結した鉄筋１に引張応力が作用したときに、鉄筋本体２とネジ部３との境目の角部５に応力が集中することがあり、その結果、その角部５から破断する可能性があるからである。一方、このＲが、雄ネジ４のピッチの３倍を超えると、Ｒを形成し難くなるからである。   Further, the corner portion 5 at the boundary between the reinforcing bar body 2 and the screw portion 3 prevents stress from concentrating on the corner portion 5 at the boundary between the reinforcing bar body 2 and the screw portion 3 when tensile stress acts on the reinforcing bar 1. Therefore, it is preferable to form R. R is preferably formed by die forging, which is performed in order to form the screw part 3 by expanding the end of the reinforcing bar body 2 from the reinforcing bar body 2 in diameter. R is preferably formed with a diameter of 1 to 3 times the pitch of the male screw 4 of the screw portion 3, and particularly preferably with a diameter of 1.5 times the pitch of the male screw 4. If this R is less than 1 times the pitch of the male screw 4, stress will concentrate on the corner 5 of the boundary between the reinforcing bar body 2 and the screw part 3 when tensile stress acts on the connected reinforcing bars 1. This is because there is a possibility of breaking from the corner 5 as a result. On the other hand, if this R exceeds 3 times the pitch of the male screw 4, it becomes difficult to form R.

次に本実施形態の鉄筋継手を説明する。図３に示すように、本実施形態の鉄筋継手１０は、このような鉄筋コンクリートの梁や柱となる鉄筋１を２本互いに端部であるネジ部３を突き合わせた状態でカプラ１１を用いて連結するものである。このように鉄筋１を付き合わせた場合、２本の鉄筋１のネジ部３の雄ネジ４の螺旋方向が互いに同じ方向となる。   Next, the reinforcing bar joint of this embodiment will be described. As shown in FIG. 3, the rebar joint 10 of this embodiment is connected using a coupler 11 in a state where two rebars 1 serving as beams and columns of such reinforced concrete are abutted against each other with screw portions 3 at the ends. To do. When the reinforcing bars 1 are attached together in this way, the spiral directions of the male threads 4 of the screw portions 3 of the two reinforcing bars 1 are the same as each other.

カプラ１１は、内周面が円形の筒体状に形成されている。カプラ１１の外周面の形状は、円形でもよいが、多角形であることが好ましく、特に反対側の面が平行な多角形（四角形、六角形、八角形など）であることが好ましく、最も好ましいのは、工具等を用いてカプラ１１を鉄筋１に対して回転し易いなどの観点から正六角形、正八角形である。カプラ１１の外形は、軸方向の全長にわたって同形に形成されている。カプラ１１としては、鉄筋コンクリートに用いられるものであれば特に限定されず、例えば、鋼管が用いられ、具体的には、厚肉の鋼管をねじ筒長さ毎に寸断したものであってもよいし、また一般的な肉厚の鋼管を圧縮力を付与しながら誘導加熱する増肉加工で増肉し、その増肉鋼管を寸断したものであってもよい。   The coupler 11 is formed in a cylindrical shape whose inner peripheral surface is circular. The shape of the outer peripheral surface of the coupler 11 may be circular, but is preferably a polygon, particularly preferably a polygon having a parallel opposite surface (such as a quadrangle, hexagon, or octagon). These are regular hexagons and regular octagons from the viewpoint of easy rotation of the coupler 11 with respect to the reinforcing bar 1 using a tool or the like. The outer shape of the coupler 11 is formed in the same shape over the entire axial length. The coupler 11 is not particularly limited as long as it is used for reinforced concrete. For example, a steel pipe is used, and specifically, a thick steel pipe may be cut for each screw cylinder length. Further, a steel pipe having a general thickness may be increased by a thickening process in which induction heating is performed while applying a compressive force, and the thickened steel pipe may be cut off.

カプラ１１の内周面には、鉄筋のネジ部３の雄ネジ４に螺合する雌ネジ１２が全長にわたって一様に例えばネジ切り加工で形成されている。カプラ１１の軸方向の長さは、カプラ１１を用いて連結する２本の鉄筋１のネジ部３の長手方向の長さを加算した合計長さ以上で、かつ、合計長さより１５ｍｍ長い長さ以下で形成することが好ましい。これにより、十分な強度で鉄筋の連結を行えかつカプラ１１の軸方向の長さを短くすることができる。カプラ１１の軸方向の長さが合計長さ未満であると、２本の鉄筋を十分な強度で連結することができないことがあるからであり、カプラ１１の軸方向の長さが合計長さより１５ｍｍを超えると、カプラ１１が鉄筋の周辺の補強筋の配筋に影響を及ぼすことがあるからである。なお、図３及び図４に示す例では、カプラの軸方向の長さは、合計長さに形成され、図５に示す例では、カプラの軸方向の長さは、合計長さより長い長さに形成されている。なお、図５では、一方の鉄筋１と他方の鉄筋１との隙間１３が分かりやすいようにカプラ１１の雌ネジを示す線を省略してある。   On the inner peripheral surface of the coupler 11, a female screw 12 that is screwed into the male screw 4 of the threaded portion 3 of the reinforcing bar is uniformly formed over the entire length by, for example, threading. The length in the axial direction of the coupler 11 is equal to or longer than the total length obtained by adding the lengths in the longitudinal direction of the screw portions 3 of the two reinforcing bars 1 connected by using the coupler 11 and is 15 mm longer than the total length. It is preferable to form the following. As a result, the reinforcing bars can be coupled with sufficient strength and the length of the coupler 11 in the axial direction can be shortened. This is because if the length of the coupler 11 in the axial direction is less than the total length, the two reinforcing bars may not be connected with sufficient strength, and the length of the coupler 11 in the axial direction is larger than the total length. This is because if the length exceeds 15 mm, the coupler 11 may affect the reinforcing bar arrangement around the reinforcing bars. In the example shown in FIGS. 3 and 4, the axial length of the coupler is formed as a total length, and in the example shown in FIG. 5, the axial length of the coupler is longer than the total length. Is formed. In FIG. 5, a line indicating the female screw of the coupler 11 is omitted so that the gap 13 between the one reinforcing bar 1 and the other reinforcing bar 1 can be easily understood.

また、２本の鉄筋１をカプラ１１で互いに連結したとき、これら２本の鉄筋１間のすべり量を０．３以下にすることが好ましい。これにより、鉄筋コンクリートにおける引張応力を鉄筋に負担させることができる。このすべり量が０．３を超えると、鉄筋コンクリートにおける引張応力を鉄筋に負担させているが、鉄筋のすべりが大きく、引張応力を鉄筋で吸収することができないことがあり得る可能性があるからである。２本の鉄筋１間のすべり量は、例えば、ネジ部３の雄ネジ４及びカプラ１１の雌ネジ１２をネジ切り加工する際に精度よく行うことで０．３以下にすることが可能である。   Further, when the two reinforcing bars 1 are connected to each other by the coupler 11, it is preferable that the slip amount between the two reinforcing bars 1 is 0.3 or less. Thereby, the tensile stress in a reinforced concrete can be borne by a reinforcing bar. If the amount of slip exceeds 0.3, the tensile stress in the reinforced concrete is borne by the rebar, but there is a possibility that the rebar is so large that the tensile stress cannot be absorbed by the rebar. is there. The amount of slip between the two reinforcing bars 1 can be reduced to 0.3 or less by accurately performing, for example, threading of the male screw 4 of the screw portion 3 and the female screw 12 of the coupler 11. .

次に本実施形態の鉄筋継手１０を用いて２本の鉄筋１を連結する場合について説明する。
一方の鉄筋のネジ部３にネジ部３の外周を覆うように図４（ａ）に示すようにカプラ１１を螺合させる。この場合、予め一方の鉄筋１のネジ部３にカプラ１１を螺合させておくことが好ましい。この場合、カプラ１１は、ネジ部３の先端面とカプラ１１の端部面が同じ位置又は近接した位置になるようにする。これにより、一方の鉄筋１のネジ部３がカプラ１１で覆われているので、工場から施工現場の運搬や保管を行うときに、鉄筋１のネジ部３を保護することができ、かつ、ネジ部３の保護部材例えばキャップをその分不要にすることができ、ごみの低減を図れる。 Next, the case where the two reinforcing bars 1 are connected using the reinforcing bar joint 10 of the present embodiment will be described.
As shown in FIG. 4A, the coupler 11 is screwed onto the threaded portion 3 of one reinforcing bar so as to cover the outer periphery of the threaded portion 3. In this case, it is preferable that the coupler 11 is screwed into the screw portion 3 of one of the reinforcing bars 1 in advance. In this case, the coupler 11 is set so that the end surface of the screw portion 3 and the end surface of the coupler 11 are at the same position or close to each other. Thereby, since the screw part 3 of one rebar 1 is covered with the coupler 11, the screw part 3 of the rebar 1 can be protected when transporting and storing the construction site from the factory, and the screw. The protective member such as a cap for the portion 3 can be eliminated correspondingly, and dust can be reduced.

このようにカプラ１１を螺合させた一方の鉄筋１の端部に対してこの一方の鉄筋１に接続する他方の鉄筋１の端部であるネジ部３を図４（ａ）に示すように例えば互いに当接させた状態で付き合わせる。この状態のまま、カプラ１１を一方の鉄筋１に対して回転させて他方の鉄筋１側に移動させつつ他方の鉄筋１のネジ部３に螺合させる。これにより、カプラ１１を介して２本の鉄筋を連結することができる。このとき、カプラ１１の軸方向の長さが合計長さ以上、合計長さより１５ｍｍ長い長さ以下に形成されていることで、２本の鉄筋１のネジ部３を覆う長さにカプラ１１が形成されるから、図３及び図５に示すように２本の鉄筋１のネジ部３が目視によりカプラ１１で隠れれば、２本の鉄筋１の連結を十分な強度で行われるので、カプラ１１による２本の鉄筋１の連結を特殊な工具やスキルを必要とせずに簡単に行える。よって、連結作業の簡素化が図れ、工期の短縮及びコスト低減を図れ、かつ、施工管理が容易となる。   As shown in FIG. 4A, the threaded portion 3 which is the end of the other reinforcing bar 1 connected to the reinforcing bar 1 is connected to the end of the reinforcing bar 1 screwed with the coupler 11 in this manner. For example, they are brought into contact with each other. In this state, the coupler 11 is rotated with respect to one reinforcing bar 1 and moved to the other reinforcing bar 1 side, and is screwed into the screw portion 3 of the other reinforcing bar 1. Thereby, two reinforcing bars can be connected via the coupler 11. At this time, since the length of the coupler 11 in the axial direction is not less than the total length and not more than 15 mm longer than the total length, the coupler 11 has a length that covers the screw portions 3 of the two reinforcing bars 1. 3 and FIG. 5, if the screw portion 3 of the two reinforcing bars 1 is hidden by the coupler 11 by visual observation, the two reinforcing bars 1 can be connected with sufficient strength. 11 can easily connect the two reinforcing bars 1 without requiring any special tools or skills. Therefore, the connection work can be simplified, the construction period can be shortened and the cost can be reduced, and the construction management can be facilitated.

また、図５に示すようにカプラ１１を合計長さより長い長さ、例えば、合計長さより１５ｍｍ長い長さで形成することで、一方の鉄筋１と他方の鉄筋１との隙間１３を０〜１５ｍｍの範囲内であれば任意に選択することができる。その結果、鉄筋１の軸方向の位置を調整することが可能となり、鉄筋１の連結作業がし易い。また、２本の鉄筋１を互いに付き合わせた状態でカプラ１１を鉄筋１に対して回転させて２本の鉄筋１を連結する際、カプラ１１が２本の鉄筋１に螺合している状態で回転しても、ターンバックル式のように鉄筋１が軸方向に移動することがないので、一層連結作業がし易い。   Further, as shown in FIG. 5, the coupler 11 is formed with a length longer than the total length, for example, 15 mm longer than the total length, so that the gap 13 between one reinforcing bar 1 and the other reinforcing bar 1 is 0 to 15 mm. As long as it is within the range, it can be arbitrarily selected. As a result, it is possible to adjust the position of the reinforcing bar 1 in the axial direction, and the connecting work of the reinforcing bar 1 is easy. Further, when the two rebars 1 are connected to each other by rotating the coupler 11 with respect to the rebar 1 while the two rebars 1 are attached to each other, the coupler 11 is screwed into the two rebars 1. Even if it rotates, the rebar 1 does not move in the axial direction unlike the turnbuckle type, so that the connection work is easier.

このように、カプラ１１を用いて２本の鉄筋１を連結することで、梁や柱となる主筋である鉄筋１の配設を簡単に行える。主筋となる鉄筋１の配設後に、この鉄筋１の周辺にスターラップやフープ筋等といった主筋とは別の鉄筋である補強筋を配設するとき、鉄筋本体２から突出するネジ部３が小さいので、主筋となる鉄筋１のネジ部３や特にカプラ１１が補強筋と干渉することが抑制される。すなわち、主筋である鉄筋１の端部のネジ部３の雄ネジ４のネジ山数が６〜９であると、ネジ部３の軸方向の長さを短く、すなわち、範囲を狭くすることができる。また、ｄ３／ｄ１が１．０５〜１．５０であると、ネジ部３の径方向の長さを短く、すなわち高さを低くすることができる。したがって、ネジ部３において十分な強度でカプラ１１を用いて鉄筋１の連結を行えつつ、鉄筋本体２から突出するネジ部３の範囲が狭くかつ高さが低いので、この鉄筋１の周辺に補強筋を配設するときには、ネジ部３や特にカプラ１１が邪魔になることが少なくなる。その結果、ネジ部３や特にカプラ１１の補強筋との干渉を抑制することができる。また、カプラ１１の軸方向の長さを最大で合計長さより１５ｍｍ長い長さで形成することで、カプラ１１の長さを短くできるので、一層補強筋との干渉を抑制することができる。   In this way, by connecting the two reinforcing bars 1 using the coupler 11, the reinforcing bars 1 as the main reinforcing bars to be beams and columns can be easily arranged. When a reinforcing bar which is a reinforcing bar different from the main bar, such as a stirrup or a hoop bar, is disposed around the reinforcing bar 1 after the reinforcing bar 1 serving as the main bar is provided, the screw portion 3 protruding from the reinforcing bar body 2 is small. Therefore, it is possible to prevent the threaded portion 3 of the reinforcing bar 1 serving as the main reinforcing bar and particularly the coupler 11 from interfering with the reinforcing bar. That is, when the number of threads of the male thread 4 of the threaded portion 3 at the end of the reinforcing bar 1 as the main reinforcement is 6 to 9, the axial length of the threaded portion 3 can be shortened, that is, the range can be narrowed. it can. Moreover, when d3 / d1 is 1.05-1.50, the length of the radial direction of the screw part 3 can be shortened, that is, the height can be lowered. Accordingly, the rebar 1 can be connected using the coupler 11 with sufficient strength in the screw portion 3, and the range of the screw portion 3 protruding from the rebar main body 2 is narrow and the height is low. When the streak is disposed, the screw portion 3 and particularly the coupler 11 are less likely to get in the way. As a result, interference with the threaded portion 3 and particularly the reinforcing bar of the coupler 11 can be suppressed. Moreover, since the length of the coupler 11 can be shortened by forming the length of the coupler 11 in the axial direction to be 15 mm longer than the total length, interference with the reinforcing bar can be further suppressed.

また、本実施形態の鉄筋継手１０によって本実施形態の鉄筋１を連結して梁や柱となる主筋である鉄筋１の配設及び補強筋の配設を行ってからコンクリートを打設することで、鉄筋コンクリートが施工される。この鉄筋コンクリートでは、引張応力を鉄筋１に負担させているから、鉄筋１に引張応力が作用したときに、鉄筋本体２とネジ部３との境目の角部５に応力が集中することが防止でき、その角部５で応力が集中することによる破断が生じる可能性がない。また、角部５のＲの形成を型鍛造で行うことにより、一層角部５に応力が集中することを防止できる。すなわち、Ｒを切削により形成すると、金属の繊維が切断されるので、その切断された部分で応力が集中することがあるからである。また、Ｒを雄ネジ４のピッチの１〜３倍の寸法の径で形成することで、より一層角部５に応力が集中することを防止でき、特に１．５倍の寸法の径で形成することで、より一層確実に角部５に応力が集中することを防止できる。   Further, by connecting the reinforcing bar 1 of the present embodiment by the reinforcing bar joint 10 of the present embodiment and arranging the reinforcing bars 1 and the reinforcing bars as the main reinforcing bars to be beams and columns, the concrete is placed. Reinforced concrete will be constructed. In this reinforced concrete, since the tensile stress is borne on the reinforcing bar 1, when the tensile stress acts on the reinforcing bar 1, it is possible to prevent the stress from being concentrated on the corner 5 of the boundary between the reinforcing bar body 2 and the screw part 3. There is no possibility of breakage due to stress concentration at the corner 5. Further, by forming R of the corner portion 5 by die forging, it is possible to prevent stress from being concentrated on the corner portion 5 further. That is, when R is formed by cutting, metal fibers are cut, and stress may concentrate at the cut portions. Further, by forming R with a diameter of 1 to 3 times the pitch of the external thread 4, it is possible to prevent stress from further concentrating on the corner 5 and particularly with a diameter of 1.5 times. By doing so, it is possible to more reliably prevent stress from concentrating on the corner 5.

また、２本の鉄筋１をカプラ１１で互いに連結したとき、これら２本の鉄筋１間のすべり量が０．３以下であると、鉄筋コンクリートにおける引張応力を鉄筋１に負担させることができるので、鉄筋コンクリートの引張応力を鉄筋１で吸収することができる。   Further, when the two reinforcing bars 1 are connected to each other by the coupler 11, if the slip amount between the two reinforcing bars 1 is 0.3 or less, the tensile stress in the reinforced concrete can be borne by the reinforcing bar 1. The tensile stress of the reinforced concrete can be absorbed by the reinforcing bar 1.

１ 鉄筋
２ 鉄筋本体
３ ネジ部
４ 雄ネジ
５ 角部
１０ 鉄筋継手
１１ カプラ
１２ 雌ネジ
１３ 隙間 DESCRIPTION OF SYMBOLS 1 Reinforcing bar 2 Reinforcing bar main body 3 Screw part 4 Male screw 5 Corner part 10 Reinforcement joint 11 Coupler 12 Female screw 13 Crevice

Claims (7)

鉄筋コンクリートの主筋として用いられ、端部に鉄筋本体より拡径されかつ外周に雄ネジが形成されたネジ部を有する鉄筋であって、
前記雄ネジのネジ山数が、６〜９であり、
前記鉄筋本体の直径に対する前記雄ネジの谷径の比が、１．０５〜１．５０であることを特徴とする鉄筋。 Reinforcing bar that has a threaded part that is used as the main reinforcing bar of reinforced concrete, has a diameter that is larger than the reinforcing bar body at the end, and a male thread is formed on the outer periphery,
The number of threads of the male screw is 6-9,
A ratio of a root diameter of the male screw to a diameter of the reinforcing bar main body is 1.05 to 1.50. 前記ネジ部と前記鉄筋本体との境目の角部がＲに形成されている請求項１に記載の鉄筋。   The reinforcing bar according to claim 1, wherein a corner portion of a boundary between the screw portion and the reinforcing bar main body is formed in an R shape. 前記Ｒは、前記鉄筋本体の端部を前記鉄筋本体より拡径して前記ネジ部を形成するために行う型鍛造で形成されている請求項２に記載の鉄筋。   3. The reinforcing bar according to claim 2, wherein the R is formed by die forging performed to expand an end of the reinforcing bar body from the reinforcing bar body to form the screw part. 前記Ｒは、前記雄ネジのピッチの１〜３倍の寸法の直径で形成されている請求項２又は３に記載の鉄筋。   The reinforcing bar according to claim 2 or 3, wherein the R is formed with a diameter of 1 to 3 times the pitch of the male screw. 前記請求項１〜４のいずれか１項に記載の鉄筋を２本互いに端部を突き合わせた状態でカプラを用いて連結する鉄筋継手であって、
前記２本の鉄筋の雄ネジの螺旋方向が同じ方向であり、
前記カプラは、内周面が円形の筒体状に形成され、
前記カプラの内周面に、前記雄ネジと螺合する雌ネジが形成されていることを特徴とする鉄筋継手。 A rebar joint for connecting two reinforcing bars according to any one of claims 1 to 4 using a coupler in a state in which ends thereof are butted against each other.
The spiral direction of the male thread of the two rebars is the same direction,
The coupler is formed in a cylindrical shape with a circular inner peripheral surface,
A rebar joint, wherein an internal thread that engages with the male thread is formed on an inner peripheral surface of the coupler. 前記カプラの軸方向の長さが、前記２本の鉄筋のネジ部の軸方向の長さを加算した合計長さ以上で、かつ、前記合計長さより１５ｍｍ長い長さ以下で形成されている請求項５に記載の鉄筋継手。   The length in the axial direction of the coupler is not less than a total length obtained by adding the axial lengths of the thread portions of the two reinforcing bars and not more than 15 mm longer than the total length. Item 6. A reinforcing bar joint according to item 5. 前記２本の鉄筋を前記カプラで連結したとき、これら２本の鉄筋間のすべり量が、０．３以下である請求項５又は６に記載の鉄筋継手。
The reinforcing bar joint according to claim 5 or 6, wherein when the two reinforcing bars are connected by the coupler, a slip amount between the two reinforcing bars is 0.3 or less.
JP2010002226U 2010-04-02 2010-04-02 Rebar and rebar joint Expired - Lifetime JP3160121U (en)

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CN107676361A (en) * 2017-11-13 2018-02-09 姚圣法 Reinforced bar jointing sleeve
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