JP2023097528A

JP2023097528A - Steel pipe joint structure of steel slit dam, and steel slit dam

Info

Publication number: JP2023097528A
Application number: JP2021213693A
Authority: JP
Inventors: ひろし國領; Hiroshi Kokuryo; 誠永田; Makoto Nagata; 貴大黒川; Takahiro Kurokawa; 陽介谷; Yosuke Tani
Original assignee: Nippon Steel Metal Products Co Ltd; Hinode Ltd
Current assignee: Nippon Steel Metal Products Co Ltd; Hinode Ltd
Priority date: 2021-12-28
Filing date: 2021-12-28
Publication date: 2023-07-10

Abstract

To provide a steel pipe joint structure of a steel slit dam with high workability, strength, rigidity, economical efficiency, and maintainability, in which a new steel pipe joint structure replacing a flange joint (a flange plate and a high-strength bolt) is developed to realize a joint structure with higher strength and rigidity than those of the flange joint without using high-strength bolts, thereby eliminating the need for bolt tightening management and minimizing damage and destruction of members due to direct hits of gravel, and to provide a steel slit dam comprising the steel pipe joint structure.SOLUTION: A first joint member 1 comprising an uneven portion 11 forming uneven steps in an axial direction of a steel pipe 10 is provided at an end of the steel pipe 10. A second joint member 2 comprising an uneven portion 22 engaging with the uneven portion 11 of the first joint member 1 is provided at an end of the other steel pipe 20. A slip-off prevention member 3 is joined at an engaging portion R between the uneven portion 22 of the first joint member 1 and the uneven portion 22 of the second joint member 2.SELECTED DRAWING: Figure 1

Description

この発明は、鋼製スリットダムの鋼管継手構造の技術分野に属し、さらにいえば、主として河川の横断方向両岸のコンクリート堤体間に設けられる鋼製スリットダムを構成する鋼管同士の接合部の継手構造の技術分野に関する。 The present invention belongs to the technical field of steel pipe joint structures of steel slit dams, and more specifically, the joints of steel pipes that constitute steel slit dams that are mainly provided between concrete bank bodies on both sides of a river in the transverse direction. It relates to the technical field of joint structures.

河川の横断方向両岸のコンクリート堤体間に立設され、土石流捕捉工対策、或いは流木捕捉工対策として巨礫、或いは流木などの流下物を効果的に捕捉する鋼製スリットダムがよく知られている。 Steel slit dams are well known, which are erected between concrete embankments on both sides of a river in the transverse direction and effectively trap large boulders or driftwood as a countermeasure against debris flows or driftwood. there is

この鋼製スリットダムは、鋼製透過型砂防堰堤とも呼ばれ、今日まで、様々な形状、構造の技術が開示され、実施に供されているが、前記鋼製スリットダムを構成する鋼管同士の接合部の継手構造は、例えば、特許文献１～３に示したように、鋼板（以下、フランジプレートという。）と接合ボルト（以下、高力ボルトという。）による連結手段（以下、フランジ継手という。）が主流である。 This steel slit dam is also called a steel permeable erosion control dam. Until today, various shapes and construction techniques have been disclosed and put into practice. The joint structure of the joint is, for example, as shown in Patent Documents 1 to 3, a connecting means (hereinafter referred to as a flange joint) by a steel plate (hereinafter referred to as a flange plate) and a joining bolt (hereinafter referred to as a high-strength bolt). ) is the mainstream.

特開２０１７－４００７３号公報JP 2017-40073 A 特開２０１７－４００７４号公報JP 2017-40074 A 特開２０１７－４００８１号公報JP 2017-40081 A

前記鋼製スリットダムに作用する外力が大きくなる場合、前記フランジプレートの板厚が厚くなると共に、多くの高力ボルトが必要になるので、フランジ継手の製作が現実的に困難となり、場合によっては構造設計上、フランジ継手では対応できない問題があった。
また、現状のフランジ継手では、高力ボルト（ボルト頭部およびナット）が露出しているため、例えば継手部（接合部）に礫が直撃した場合、高力ボルトが破断し、高力ボルトの破断による継手部の破壊が助長され、ついには鋼製スリットダムの構造全体の損傷、破壊に繋がる恐れがあった。
さらに、フランジ継手に用いる高力ボルトの締め付け作業に当たっては、現場でのボルト締め付け管理（トルク管理、気温管理）が必須となる等、組み立て作業が煩雑という問題もあった。 When the external force acting on the steel slit dam increases, the thickness of the flange plate increases and a large number of high-strength bolts are required. Due to structural design, there was a problem that could not be solved with a flange joint.
In addition, in the current flange joint, the high-strength bolt (bolt head and nut) is exposed. There is a risk that the breakage will promote the destruction of the joint, and eventually lead to the damage and destruction of the entire structure of the steel slit dam.
Furthermore, when tightening the high-strength bolts used in the flange joints, on-site bolt tightening management (torque management and temperature control) is essential, and there is also the problem of complicating the assembly work.

本発明は、上述した背景技術の課題に鑑みて案出されたものであり、その目的とするところは、前記フランジ継手（フランジプレートと高力ボルト）に代わる新たな鋼管継手構造を開発することで、高力ボルトを用いることなく前記フランジ継手よりも強度・剛性の高い継手構造を実現することにより、前記ボルト締め付け管理も無用とし、また、前記礫の直撃による部材の損傷、破壊を極力最小限に止める等、施工性、強度・剛性、経済性、およびメンテナンス性に優れた鋼製スリットダムの鋼管継手構造および前記鋼管継手構造を備えた鋼製スリットダムを提供することにある。 The present invention has been devised in view of the above-mentioned problems of the background art, and the purpose thereof is to develop a new steel pipe joint structure to replace the flange joint (flange plate and high-strength bolt). By realizing a joint structure with higher strength and rigidity than the flange joint without using high-strength bolts, the bolt tightening management is unnecessary, and the damage and destruction of members due to the direct hit of the gravel is minimized as much as possible. To provide a steel pipe joint structure of a steel slit dam excellent in workability, strength/rigidity, economy, and maintainability, and a steel slit dam provided with the steel pipe joint structure.

上記課題を解決するための手段として、請求項１に記載した発明に係る鋼製スリットダムの鋼管継手構造は、鋼製スリットダムを構成する鋼管同士の接合部の継手構造において、一方の鋼管端部に、前記鋼管の軸方向へ凹凸の段差をなす凹凸部を備えた第１継手部材が設けられ、他方の鋼管端部に、前記第１継手部材の凹凸部に噛み合う凸凹部を備えた第２継手部材が設けられ、
前記第１継手部材の凹凸部と前記第２継手部材の凸凹部との噛み合わせ部に抜け止め部材が接合されることを特徴とする。 As a means for solving the above problems, the steel pipe joint structure of a steel slit dam according to the invention described in claim 1 is a joint structure of a joint portion between steel pipes constituting a steel slit dam. A first joint member provided with an uneven portion forming uneven steps in the axial direction of the steel pipe is provided at the end of the steel pipe, and the other steel pipe end portion is provided with an uneven portion that engages with the uneven portion of the first joint member. 2 joint members are provided,
It is characterized in that a retaining member is joined to an engaging portion between the uneven portion of the first joint member and the uneven portion of the second joint member.

請求項２に記載した発明は、請求項１に記載した鋼製スリットダムの鋼管継手構造において、前記抜け止め部材は、前記第１継手部材の凹凸部と前記第２継手部材の凸凹部との噛み合わせ部に串刺し状に貫通されて接合されることを特徴とする。 The invention described in claim 2 is the steel pipe joint structure of the steel slit dam described in claim 1, wherein the retaining member is provided between the uneven portion of the first joint member and the uneven portion of the second joint member. It is characterized by being pierced and joined to the meshing part in a skewered manner.

請求項３に記載した発明は、請求項１又は２に記載した鋼製スリットダムの鋼管継手構造において、前記第１継手部材の凹凸部と前記第２継手部材の凸凹部はそれぞれ、前記鋼管の軸方向と直交する方向に延びる複数の平行な凹溝がほぼ等間隔に形成されており、前記凹溝の溝壁部に前記抜け止め部材挿入用の貫通孔が形成されていることを特徴とする。 The invention described in claim 3 is the steel pipe joint structure of the steel slit dam described in claim 1 or 2, wherein the concave and convex portions of the first joint member and the concave and convex portions of the second joint member respectively correspond to the steel pipe. A plurality of parallel grooves extending in a direction orthogonal to the axial direction are formed at substantially equal intervals, and a through hole for inserting the retaining member is formed in a groove wall portion of the groove. do.

請求項４に記載した発明は、請求項１～３のいずれか１項に記載した鋼製スリットダムの鋼管継手構造において、前記第１継手部材と前記第２継手部材はそれぞれ、対応する鋼管の端部に設けられ前記鋼管の外方に突き出る大きさの円盤状又は矩形状の基端プレート部と、前記基端プレート部から立ち上がる立ち上がり壁部とからなることを特徴とする。 The invention described in claim 4 is the steel pipe joint structure of the steel slit dam according to any one of claims 1 to 3, wherein the first joint member and the second joint member are respectively connected to the corresponding steel pipe. It is characterized by comprising a disc-shaped or rectangular proximal end plate portion provided at the end portion and protruding outward of the steel pipe, and a rising wall portion rising from the proximal end plate portion.

請求項５に記載した発明は、請求項４に記載した鋼製スリットダムの鋼管継手構造において、前記立ち上がり壁部は、立ち上がり方向に向かって幅狭のテーパー状に形成されていることを特徴とする。 The invention described in claim 5 is the steel pipe joint structure of the steel slit dam described in claim 4, wherein the rising wall portion is formed in a tapered shape narrower in the rising direction. do.

請求項６に記載した発明は、請求項４又は５に記載した鋼製スリットダムの鋼管継手構造において、前記第１継手部材の基端プレート部と前記第２継手部材の基端プレート部はそれぞれ、前記抜け止め部材を、鋼管軸方向から見て覆う大きさに設定されていることを特徴とする。 The invention recited in claim 6 is the steel pipe joint structure for a steel slit dam recited in claim 4 or 5, wherein the proximal end plate portion of the first joint member and the proximal end plate portion of the second joint member are respectively , wherein the size is set so as to cover the retaining member when viewed from the axial direction of the steel pipe.

請求項７に記載した発明に係る鋼製スリットダムは、請求項１～６のいずれか１項に記載した鋼管継手構造を備えていることを特徴とする。 A steel slit dam according to the invention recited in claim 7 is characterized by comprising the steel pipe joint structure recited in any one of claims 1 to 6.

本発明にかかる鋼製スリットダムの鋼管継手構造および前記鋼管継手構造を備えた鋼製スリットダムによれば、以下の作用効果を奏する。
（１）第１継手部材の凹凸部と第２継手部材の凸凹部との噛み合わせ効果（噛み合わせ継手）により、従来のフランジ継手よりも強度・剛性が高い鋼管継手構造を簡易かつ確実に実現することができる。
これに伴い、前記鋼製スリットダムに作用する外力が大きくなる場合、従来のフランジ継手であれば、前記フランジプレートの板厚が厚くなると共に、多くの高力ボルトが必要になるのでフランジ継手の製作が現実的に困難となり、場合によっては構造設計上、フランジ継手では対応できない問題があったが、本発明に係る鋼管継手構造によれば、フランジプレート及び高力ボルトを用いないので、前記鋼製スリットダムに作用する外力が大きくなる場合であっても十分に対応できる。
また、従来のフランジ継手に用いる高力ボルトの締め付け作業については、現場でのボルト締め付け管理（トルク管理、気温管理）が必須となる等、煩雑で面倒という問題があったが、本発明に係る鋼管継手構造によれば、そもそも高力ボルトを用いないので、前記ボルト締め付け管理も無用となる等、施工性、経済性、メンテナンス性に非常に優れている。
更には、従来のフランジ継手と比し、第１継手部材の凹凸部と第２継手部材の凸凹部とによる重厚で強度・剛性が高い構造の噛み合わせ効果により、鋼管接合部のせん断抵抗力及び曲げ抵抗力を飛躍的に高めることができるので、巨礫の衝撃等による開き、又は芯ずれを極力防止することもできる。
（２）従来のフランジ継手では、高力ボルト（ボルト頭部およびナット）が露出しているため、例えば継手部（接合部）に礫が直撃した場合、高力ボルトが破断し、高力ボルトの破断による継手部の破壊が助長され、ついには鋼製スリットダムの構造全体の損傷、破壊に繋がる恐れがあったが、本発明に係る鋼管継手構造によれば、そもそも高力ボルトを用いないので、前記したような高力ボルトの使用に伴う問題が生じない。
また、高力ボルトを用いないので、現地作業の省力化、工期短縮に寄与する。
（３）加えて、請求項６に係る発明（実施例２、３参照）によれば、第１継手部材と第２継手部材との噛み合わせ状態を保持する抜け止め部材を礫から保護する構造で実施できるので、抜け止め部材（鋼管接合部）の損傷、破壊を防止することができる。ひいては所定の耐用年数まで所要の強度・剛性を保持した安定性、安全性に優れた鋼製スリットダムを実現し、近年の増大する土石流規模や想定外規模の土石流・巨礫の衝突にも対応できる。
（４）纏めると、従来のフランジ継手（フランジプレートと高力ボルト）に代わる新たな鋼管継手構造を開発したことで、高力ボルトを用いることなく前記フランジ継手よりも強度・剛性の高い継手構造を実現することにより、前記ボルト締め付け管理も無用とし、また、前記礫の直撃による部材の損傷、破壊を極力最小限に止める等、施工性、強度・剛性、経済性、およびメンテナンス性に優れた鋼製スリットダムの鋼管継手構造および前記鋼管継手構造を備えた鋼製スリットダムを実現することができる。 ADVANTAGE OF THE INVENTION According to the steel pipe joint structure of the steel slit dam and the steel slit dam provided with the said steel pipe joint structure concerning this invention, there exist the following effects.
(1) Simple and reliable realization of a steel pipe joint structure with higher strength and rigidity than conventional flange joints due to the meshing effect (intermeshed joint) of the concave and convex portions of the first joint member and the concave and convex portions of the second joint member. can do.
As a result, when the external force acting on the steel slit dam increases, the thickness of the flange plate increases and a large number of high-strength bolts are required in the case of a conventional flange joint. However, according to the steel pipe joint structure according to the present invention, flange plates and high-strength bolts are not used. Even if the external force acting on the slit dam becomes large, it can be sufficiently handled.
In addition, the tightening work of high-strength bolts used in conventional flange joints had a complicated and troublesome problem, such as the necessity of on-site bolt tightening management (torque management, temperature management). According to the steel pipe joint structure, since high-strength bolts are not used in the first place, there is no need to manage the bolt tightening.
Furthermore, compared to conventional flange joints, the meshing effect of the heavy, high-strength, and high-rigidity structure due to the unevenness of the first joint member and the unevenness of the second joint member increases the shear resistance and rigidity of the steel pipe joint. Since the bending resistance can be dramatically increased, it is possible to prevent opening or misalignment due to the impact of boulders or the like as much as possible.
(2) In conventional flange joints, high-strength bolts (bolt head and nut) are exposed, so if, for example, the joint (joint) is hit directly by gravel, the high-strength bolt breaks and the high-strength bolt breaks. However, according to the steel pipe joint structure according to the present invention, high-strength bolts are not used in the first place. Therefore, the problems associated with the use of high-strength bolts as described above do not occur.
In addition, since high-strength bolts are not used, it contributes to labor saving in on-site work and shortening of the construction period.
(3) In addition, according to the sixth aspect of the invention (see Examples 2 and 3), the structure protects the retainer member that maintains the meshing state between the first joint member and the second joint member from gravel. Therefore, it is possible to prevent damage and breakage of the retaining member (steel pipe joint). In addition, we will realize a steel slit dam with excellent stability and safety that maintains the required strength and rigidity for a specified service life, and can respond to the increasing scale of debris flows in recent years and unexpected scale collisions of debris flows and boulders. .
(4) In summary, by developing a new steel pipe joint structure that replaces the conventional flange joint (flange plate and high-strength bolt), the joint structure has higher strength and rigidity than the flange joint without using high-strength bolts. By realizing this, the bolt tightening management is unnecessary, and the damage and destruction of members due to the direct hit of the gravel is minimized as much as possible. A steel pipe joint structure of a steel slit dam and a steel slit dam provided with the steel pipe joint structure can be realized.

実施例１にかかる鋼製スリットダムの鋼管継手構造の鋼管接合部を示した斜視図である。1 is a perspective view showing a steel pipe joint of a steel pipe joint structure of a steel slit dam according to Example 1. FIG. 前記鋼管接合部における一方の鋼管端部の第１継手部材と他方の鋼管端部の第２継手部材とを示した斜視図である。Fig. 3 is a perspective view showing a first joint member at one end of the steel pipe and a second joint member at the other end of the steel pipe in the steel pipe joint; 実施例１にかかる鋼製スリットダムの鋼管継手構造の鋼管接合部を示した縦断面図である。1 is a longitudinal sectional view showing a steel pipe joint of a steel pipe joint structure of a steel slit dam according to Example 1. FIG. 実施例１にかかる鋼製スリットダムの鋼管継手構造の鋼管接合部を示した正面図である。1 is a front view showing a steel pipe joint of a steel pipe joint structure of a steel slit dam according to Example 1. FIG. 前記鋼管接合部における第１継手部材を示した斜視図である。It is the perspective view which showed the 1st joint member in the said steel-pipe joining part. 前記鋼管接合部における第２継手部材を示した斜視図である。It is the perspective view which showed the 2nd joint member in the said steel-pipe joining part. 実施例２にかかる鋼製スリットダムの鋼管継手構造の鋼管接合部を示した斜視図である。FIG. 8 is a perspective view showing a steel pipe joint of the steel pipe joint structure of the steel slit dam according to the second embodiment; 前記鋼管接合部における一方の鋼管端部の第１継手部材と他方の鋼管端部の第２継手部材とを示した斜視図である。Fig. 3 is a perspective view showing a first joint member at one end of the steel pipe and a second joint member at the other end of the steel pipe in the steel pipe joint; 実施例２にかかる鋼製スリットダムの鋼管継手構造の鋼管接合部を示した縦断面図である。FIG. 8 is a vertical cross-sectional view showing a steel pipe joint portion of the steel pipe joint structure of the steel slit dam according to Example 2; 実施例２にかかる鋼製スリットダムの鋼管継手構造の鋼管接合部を示した正面図である。FIG. 8 is a front view showing a steel pipe joint of the steel pipe joint structure of the steel slit dam according to Example 2; 前記鋼管接合部における第１継手部材を示した斜視図である。It is the perspective view which showed the 1st joint member in the said steel-pipe joining part. 前記鋼管接合部における第２継手部材を示した斜視図である。It is the perspective view which showed the 2nd joint member in the said steel-pipe joining part. 実施例３にかかる鋼製スリットダムの鋼管継手構造の鋼管接合部を示した斜視図である。FIG. 11 is a perspective view showing a steel pipe joint of a steel pipe joint structure of a steel slit dam according to Example 3; 前記鋼管接合部における一方の鋼管端部の第１継手部材と他方の鋼管端部の第２継手部材とを示した斜視図である。Fig. 3 is a perspective view showing a first joint member at one end of the steel pipe and a second joint member at the other end of the steel pipe in the steel pipe joint; 実施例３にかかる鋼製スリットダムの鋼管継手構造の鋼管接合部を示した縦断面図である。FIG. 11 is a vertical cross-sectional view showing a steel pipe joint of a steel pipe joint structure of a steel slit dam according to Example 3; 実施例３にかかる鋼製スリットダムの鋼管継手構造の鋼管接合部を示した正面図である。FIG. 11 is a front view showing a steel pipe joint of a steel pipe joint structure of a steel slit dam according to Example 3; 前記鋼管接合部における第１継手部材を示した斜視図である。It is the perspective view which showed the 1st joint member in the said steel-pipe joining part. 前記鋼管接合部における第２継手部材を示した斜視図である。It is the perspective view which showed the 2nd joint member in the said steel-pipe joining part.

この発明は、鋼製スリットダムの鋼管継手構造、具体的には、主として河川の横断方向両岸のコンクリート堤体間に設けられる鋼製スリットダムを構成する鋼管同士の接合部の継手構造において、従来のフランジ継手よりも強度・剛性の高い鋼管継手構造を、従来のフラット継手よりも簡易かつ確実に実現することができる技術的思想に立脚している。
なお、実施例を説明するために用いる図は、一例として鉛直方向に接合する場合の鋼管継手構造を記載しているが勿論これに限定されない。本発明に係る鋼管継手構造を適用する部位に方向性はなく、水平方向、鉛直方向、傾斜方向等、あらゆる方向に適宜継ぎ足して接合し、鋼製スリットダムを立体的に構築することができる。もっとも、本発明に係る鋼管継手構造は、すべての鋼管接合部に適用して鋼製スリットダムを構築しても良いし、一部の鋼管接合部（例えば、上流側に設置する鋼管接合部のみ）に適用して鋼製スリットダムを構築しても良い。実施のバリエーションは多様に考えられる。
以下、本発明に係る鋼製スリットダムの鋼管継手構造の実施例について図面に基づいて説明する。 The present invention relates to a steel pipe joint structure of a steel slit dam, more specifically, a joint structure of joints between steel pipes constituting a steel slit dam provided mainly between concrete bank bodies on both sides of a river in the transverse direction, It is based on the technical idea that a steel pipe joint structure with higher strength and rigidity than conventional flange joints can be realized more easily and reliably than conventional flat joints.
Although the drawings used to describe the embodiments describe a steel pipe joint structure in the case of joining in the vertical direction as an example, it is of course not limited to this. The parts to which the steel pipe joint structure according to the present invention is applied have no directionality, and a steel slit dam can be three-dimensionally constructed by splicing and joining in all directions such as horizontal, vertical, and inclined directions. However, the steel pipe joint structure according to the present invention may be applied to all steel pipe joints to construct a steel slit dam, or may be applied to some steel pipe joints (for example, only the steel pipe joints installed on the upstream side ) to construct a steel slit dam. Various implementation variations are conceivable.
Hereinafter, an embodiment of a steel pipe joint structure for a steel slit dam according to the present invention will be described with reference to the drawings.

実施例１にかかる鋼製スリットダムの鋼管継手構造は、図１～図６に示したように、鋼製スリットダムを構成する鋼管同士の接合部の継手構造であり、一方の鋼管１０の端部に、前記鋼管１０の軸方向へ凹凸の段差をなす凹凸部１１を備えた第１継手部材１が設けられ、他方の鋼管２０の端部に、前記第１継手部材１の凹凸部１１に噛み合う凸凹部２２を備えた第２継手部材２が設けられ、前記第１継手部材１の凹凸部１１と前記第２継手部材２の凸凹部２２との噛み合わせ部Ｒ（図３参照）に抜け止め部材３が接合された構造で実施されている。 The steel pipe joint structure of the steel slit dam according to the first embodiment is, as shown in FIGS. A first joint member 1 having an uneven portion 11 forming an uneven step in the axial direction of the steel pipe 10 is provided at the end of the steel pipe 20, and the uneven portion 11 of the first joint member 1 is provided at the other end of the steel pipe 20. A second joint member 2 having projections and depressions 22 that mesh with each other is provided, and the projections and depressions 22 of the second joint member 2 are disengaged at a meshing portion R (see FIG. 3 ) between the projections and depressions 11 of the first joint member 1 and the projections and depressions 22 of the second joint member 2 . It is implemented in a structure in which the stop member 3 is joined.

前記抜け止め部材３は、本実施例１では、金属製の棒状のキー又はピンが好適に用いられ、接合部位に応じて長さの異なる複数本（図示例では６本）の抜け止め部材３を、前記噛み合わせ部Ｒに串刺し状に貫通させて接合する手法で実施されている。
前記第１継手部材１の凹凸部１１と前記第２継手部材２の凸凹部２２はそれぞれ、本実施例１では、前記鋼管１０、２０の軸方向と直交する方向に延びる複数の平行な凹溝１１ａ、２２ａがほぼ等間隔に形成されており、前記凹溝１１ａ、２２ａの溝壁部１１ｂ、２２ｂに前記抜け止め部材３挿入用の貫通孔１１ｃ、２２ｃが形成されている。本実施例１に係る前記貫通孔１１ｃ、２２ｃはともに、前記抜け止め部材３の断面と略同形同大（５０×５０ｍｍ程度の正方形）で、前記抜け止め部材３が滑らかに、又は若干の摩擦抵抗を受けつつ挿入可能な形態で実施されている。 In the first embodiment, a metal bar-like key or pin is preferably used as the retaining member 3, and a plurality of (six in the illustrated example) retaining members 3 having different lengths depending on the joint site. are passed through the meshing portion R in a skewered manner to be joined.
In the first embodiment, each of the uneven portion 11 of the first joint member 1 and the uneven portion 22 of the second joint member 2 is a plurality of parallel grooves extending in a direction perpendicular to the axial direction of the steel pipes 10 and 20. Through holes 11c and 22c for inserting the retaining member 3 are formed in groove wall portions 11b and 22b of the grooves 11a and 22a. Both the through-holes 11c and 22c according to the first embodiment have substantially the same shape and size (a square of about 50×50 mm) as the cross section of the retaining member 3, and the retaining member 3 is smooth or slightly It is embodied in a configuration that allows insertion while receiving frictional resistance.

前記第１継手部材１と前記第２継手部材２はそれぞれ、本実施例１では、対応する鋼管１０、２０の端部に設けられ前記鋼管１０、２０の外方に突き出る大きさの円盤状の基端プレート部１ａ、２ａと、前記基端プレート部１ａ、２ａから立ち上がる立ち上がり壁部１ｂ、２ｂとからなる。また、前記立ち上がり壁部１ｂ、２ｂは、本実施例１では、立ち上がり方向に向かって幅狭のテーパー状に形成されている。
ちなみに図中の符号１ａ’、２ａ’はそれぞれ、前記基端プレート部１ａ、２ａを、対応する前記鋼管１０、２０の端部へ同芯配置に突き合わせて良好な溶接接合作業を実現するためのリング状の突設部を示している。なお、前記基端プレート部１ａ、２ａを前記鋼管１０、２０の端部へ同芯配置に良好に接合する手段は、溶接手段に限定されず、ボルト接合手段、ネジ接合手段でも同様に実施できる。 In the first embodiment, the first joint member 1 and the second joint member 2 are each provided at the end of the corresponding steel pipes 10 and 20 and having a size protruding outward from the steel pipes 10 and 20. It consists of proximal end plate portions 1a and 2a and rising wall portions 1b and 2b rising from the proximal end plate portions 1a and 2a. In addition, the rising wall portions 1b and 2b are tapered in the rising direction in the first embodiment.
By the way, reference numerals 1a' and 2a' in the figure respectively refer to the base end plate portions 1a and 2a that are concentrically abutted against the corresponding end portions of the steel pipes 10 and 20 to realize good welding and joining work. A ring-shaped protrusion is shown. The means for joining the proximal plate portions 1a and 2a to the ends of the steel pipes 10 and 20 in a concentric arrangement is not limited to welding means, and bolt joining means and screw joining means can also be used. .

そして、前記一方（図示例では上方）の鋼管１０の接合端縁には予め、前記第１継手部材１が、その前記リング状の突設部１ａ’を介して同芯配置に前記溶接手段（全周溶接）で一体的に設けられている（溶接ビードは図示の便宜上省略）。前記他方（図示例では下方）の鋼管２０の接合端縁にも予め、前記第２継手部材２が、その前記リング状の突設部２ａ’を介して同芯配置に前記溶接手段（全周溶接）で一体的に設けられている（溶接ビードは図示の便宜上省略）。 Then, the first joint member 1 is preliminarily attached to the joint end edge of the steel pipe 10 on one side (the upper side in the illustrated example) in a concentric arrangement via the ring-shaped protruding portion 1a' of the welding means ( All-around welding) is integrally provided (weld beads are omitted for convenience of illustration). The welding means (perimeter welding) are integrally provided (weld beads are omitted for convenience of illustration).

ここで、本発明に係る鋼管継手構造の構成部材の形態について説明すると、先ず、前記鋼管１０、２０は、構造設計に応じて適宜設計変更されるが、外径（φ）４００～６００ｍｍ程度、板厚（ｔ）９～２２ｍｍ程度の大きさが一般的である。もっとも、接合する鋼管１０、２０同士の大きさ（断面サイズ）は一致させておくことが好ましい。具体的に、本実施例１に用いる前記鋼管１０、２０は、ともに外径４００ｍｍ程度、板厚１８ｍｍ程度の大きさで実施されている。以下の実施例２、３についても同様の技術的思想とする。 Here, the configuration of the constituent members of the steel pipe joint structure according to the present invention will be described. A plate thickness (t) of about 9 to 22 mm is common. However, it is preferable to match the sizes (cross-sectional sizes) of the steel pipes 10 and 20 to be joined. Specifically, the steel pipes 10 and 20 used in the present embodiment 1 have an outer diameter of about 400 mm and a plate thickness of about 18 mm. The same technical concept applies to the second and third embodiments below.

次に、前記第１継手部材１を構成する円盤状の前記基端プレート部１ａは、本実施例１では、外径が５５０ｍｍ程度、板厚（符号Ｔ１参照）が３２ｍｍ程度、リング状の突設部１ａ’の高さが３０ｍｍ程度で形成されている。前記立ち上がり壁部１ｂは、図３が分かり易いように、略等間隔に６つ形成され、断面がそれぞれ上辺４７ｍｍ程度、下辺５５ｍｍ程度、高さ（符号Ｒ参照）１２５ｍｍ程度の逆台形状に形成されている。前記６つの立ち上がり壁部１ｂの奥行き方向長さはそれぞれ、円盤状の基端プレート部１ａの外周縁からはみ出さない長さとされるので、図３の中心から左右の外方に向かって短い長さに設定されている。その他、前記第１継手部材１は、前記基端プレート部１ａと前記立ち上がり壁部１ｂとを合わせた総重量が２４６ｋｇ程度で、溶接構造用鋳鋼品の種類は一例としてＳＣＷ５５０が採用されている。 Next, in the first embodiment, the disk-shaped base end plate portion 1a constituting the first joint member 1 has an outer diameter of about 550 mm, a plate thickness (see symbol T1) of about 32 mm, and a ring-shaped projection. The height of the setting portion 1a' is formed to be about 30 mm. As shown in FIG. 3, six rising walls 1b are formed at approximately equal intervals, and the cross section is formed in an inverted trapezoidal shape with an upper side of about 47 mm, a lower side of about 55 mm, and a height (see symbol R) of about 125 mm. It is Each of the six rising wall portions 1b has a length in the depth direction that does not protrude from the outer peripheral edge of the disk-shaped base end plate portion 1a. is set to In addition, the first joint member 1 has a total weight of about 246 kg including the base end plate portion 1a and the rising wall portion 1b, and SCW550 is used as an example of the type of cast steel for welded structure.

次に、前記第２継手部材２を構成する円盤状の前記基端プレート部２ａは、本実施例１では、外径が５５０ｍｍ程度、板厚（符号Ｔ２参照）が３２ｍｍ程度、リング状の突設部２ａ’の高さが３０ｍｍ程度で形成されている。前記立ち上がり壁部２ｂは、図３が分かり易いように、略等間隔に５つ形成され、断面がそれぞれ上辺４７ｍｍ程度、下辺５５ｍｍ程度、高さ（符号Ｒ参照）１２５ｍｍ程度の台形状に形成されている。前記５つの立ち上がり壁部２ｂの奥行き方向長さはそれぞれ、円盤状の基端プレート部２ａの外周縁からはみ出さない長さとされるので、図３の中心から左右の外方に向かって短い長さに設定されている。その他、前記第２継手部材２は、前記基端プレート部２ａと前記立ち上がり壁部２ｂとを合わせた総重量が２４３ｋｇ程度で、溶接構造用鋳鋼品の種類は一例としてＳＣＷ５５０が採用されている。 Next, in the first embodiment, the disk-shaped base end plate portion 2a constituting the second joint member 2 has an outer diameter of about 550 mm, a plate thickness (see symbol T2) of about 32 mm, and a ring-shaped projection. The height of the installation portion 2a' is formed to be approximately 30 mm. As shown in FIG. 3, five rising walls 2b are formed at approximately equal intervals, and each has a trapezoidal cross section with an upper side of about 47 mm, a lower side of about 55 mm, and a height (see symbol R) of about 125 mm. ing. Each of the five rising wall portions 2b has a length in the depth direction that does not protrude from the outer peripheral edge of the disk-shaped base end plate portion 2a. is set to In addition, the second joint member 2 has a total weight of about 243 kg including the base end plate portion 2a and the rising wall portion 2b, and SCW550 is adopted as an example of the type of cast steel for welded structure.

次に、前記抜け止め部材３は、本実施例１では、断面が前記貫通孔１１ｃ、２２ｃの断面と略同形同大（５０×５０ｍｍ程度の正方形）の角形の均等断面形状で、前記貫通孔１１ｃ、２２ｃへ串刺し状に貫通させる部位に応じて長さが異なる複数本（図示例では６本）の金属製棒材で実施されている。ちなみに、本実施例１に係る６本の抜け止め部材３は、最長５７０ｍｍ程度、最短３００ｍｍ程度で、６本の総重量は６８ｋｇ程度で実施されている。 Next, in the first embodiment, the retainer member 3 has a rectangular uniform cross-sectional shape that is substantially the same shape and size (a square of about 50×50 mm) as the cross section of the through holes 11c and 22c. A plurality of (six in the illustrated example) metal rods having different lengths depending on the portions to be skewered through the holes 11c and 22c are used. Incidentally, the six retaining members 3 according to the first embodiment have a maximum length of approximately 570 mm and a minimum length of approximately 300 mm, and the total weight of the six members is approximately 68 kg.

なお、前記段落［００２１］～［００２４］に記載した実施例１に係る鋼管継手構造の構成部材の大きさ等の数値は、あくまでも一例を示したものにすぎず、構造設計に応じて適宜増減可能である。 It should be noted that the numerical values such as the size of the constituent members of the steel pipe joint structure according to Example 1 described in paragraphs [0021] to [0024] are only examples, and may be increased or decreased according to the structural design. It is possible.

よって、実施例１にかかる鋼製スリットダムの鋼管継手構造は、鋼管同士を水平方向、鉛直方向、又は傾斜方向に適宜継ぎ足して鋼製スリットダムを立体的に構築するにあたり、前記第１継手部材１を備えた鋼管１０と前記第２継手部材２を備えた鋼管２０とを相対峙させ、前記第１継手部材１の凹凸部１１と前記第２継手部材２の凸凹部２２とを突き合わせたり、スライドさせたりする位置合わせ作業を適宜行いつつ、前記凹凸部１１と前記凸凹部２２とを噛み合わせる（図示例では隙間なく重ね合わせる）と共に、交互に配置される前記凹凸部１１の貫通孔１１ｃと前記凸凹部２２の貫通孔２２ｃとの芯を略一致させて連通状態となるような微調整作業を行う。そうすると、本実施例１では、前記貫通孔１１ｃ、２２ｃからなる角筒状の長短の貫通孔が計６箇所形成される。
しかる後、前記６箇所の長短の貫通孔に、長さが異なる前記６本の抜け止め部材３をそれぞれ貫通させ、必要に応じて割ピン等の脱落防止部材を用いて位置決めすることにより、前記第１継手部材１の凹凸部１１と前記第２継手部材２の凸凹部２２との噛み合わせ状態を強固に保持させ、もって、強度・剛性が高い前記第１継手部材１と第２継手部材２とによる鋼製スリットダムの鋼管継手構造を実現することができる。 Therefore, the steel pipe joint structure of the steel slit dam according to the first embodiment is suitable for constructing the steel slit dam three-dimensionally by splicing the steel pipes in the horizontal direction, the vertical direction, or the inclined direction as appropriate, and the first joint member 1 and the steel pipe 20 provided with the second joint member 2 are opposed to each other, and the uneven portion 11 of the first joint member 1 and the uneven portion 22 of the second joint member 2 are butted against each other, While appropriately performing positioning work such as sliding, the uneven portions 11 and the uneven portions 22 are engaged (in the illustrated example, they are overlapped without gaps), and the through holes 11c of the uneven portions 11 that are alternately arranged. A fine adjustment work is performed so that the cores of the protrusions and recesses 22 and the through-holes 22c are substantially matched to establish a communicating state. As a result, in the present embodiment 1, a total of six long and short rectangular tube-shaped through-holes including the through-holes 11c and 22c are formed.
After that, the six retaining members 3 having different lengths are passed through the six long and short through-holes, respectively, and if necessary, positioning is performed using a detachment preventing member such as a cotter pin. The meshing state between the concave and convex portions 11 of the first joint member 1 and the concave and convex portions 22 of the second joint member 2 is firmly maintained, and thus the first joint member 1 and the second joint member 2 having high strength and rigidity are provided. It is possible to realize a steel pipe joint structure of a steel slit dam.

なお、本実施例１に係る前記凹凸部１１と前記凸凹部２２は、良好な噛み合わせ作業を実現するべく、溝壁部１１ｂ、２２ｂをテーパー状に形成して実施しているがこれに限定されず、互いに鋼管軸方向に平行な直線状に形成して実施することもできる。その他、前記抜け止め部材３のコーナー部を全長にわたってＲ加工を施すことにより前記貫通孔１１ｃ、２２ｃへの貫通作業をより滑らかにする工夫等は適宜行われるところである。 In addition, the groove wall portions 11b and 22b of the concave and convex portions 11 and the concave and convex portions 22 according to the first embodiment are formed in a tapered shape in order to achieve a good meshing operation, but this is not the only option. Instead, they may be formed in straight lines parallel to the axial direction of the steel pipe. In addition, it is appropriate to make the work of penetrating the through holes 11c and 22c smoother by applying R processing to the corner portions of the retainer member 3 over its entire length.

したがって、この実施例１に係る鋼製スリットダムの鋼管継手構造によれば、第１継手部材１の凹凸部１１と第２継手部材２の凸凹部２２との噛み合わせ効果により、従来のフランジ継手よりも強度・剛性が高い鋼管継手構造を簡易かつ確実に実現することができる等、種々の作用効果を発揮することができる（詳しくは、明細書の段落［００１４］の［発明の効果]を参照）。 Therefore, according to the steel pipe joint structure of the steel slit dam according to the first embodiment, due to the meshing effect of the uneven portion 11 of the first joint member 1 and the uneven portion 22 of the second joint member 2, the conventional flange joint Various actions and effects can be exhibited, such as being able to easily and reliably realize a steel pipe joint structure with higher strength and rigidity than reference).

実施例２に係る鋼製スリットダムの鋼管継手構造は、上記実施例１と比し、前記第１継手部材１と第２継手部材２の形態（大きさ、形状）が相違する。これに伴い、抜け止め部材３それぞれの形態が相違する。その他の構成要素は上記実施例１と同一なので同一の符号を付してその説明を適宜省略する。 The steel pipe joint structure of the steel slit dam according to Example 2 differs from that of Example 1 in the form (size, shape) of the first joint member 1 and the second joint member 2 . Along with this, the form of each retaining member 3 is different. Since the other constituent elements are the same as those of the first embodiment, the same reference numerals are given and the description thereof is omitted as appropriate.

すなわち、実施例２にかかる鋼製スリットダムの鋼管継手構造は、図７～図１２に示したように、鋼製スリットダムを構成する鋼管同士の接合部の継手構造であり、一方の鋼管１０の端部に、前記鋼管１０の軸方向へ凹凸の段差をなす凹凸部４４を備えた第１継手部材４が設けられ、他方の鋼管２０の端部に、前記第１継手部材４の凹凸部４４に噛み合う凸凹部５５を備えた第２継手部材５が設けられ、前記第１継手部材４の凹凸部４４と前記第２継手部材５の凸凹部５５との噛み合わせ部Ｒ（図９参照）に抜け止め部材６が接合された構造で実施されている。 That is, the steel pipe joint structure of the steel slit dam according to the second embodiment is, as shown in FIGS. A first joint member 4 having an uneven portion 44 forming an uneven step in the axial direction of the steel pipe 10 is provided at the end of the steel pipe 10, and the uneven portion of the first joint member 4 is provided at the end of the other steel pipe 20. A second joint member 5 having projections and recesses 55 that mesh with the joint member 4 is provided, and a meshing portion R between the projections and recesses 44 of the first joint member 4 and the projections and recesses 55 of the second joint member 5 (see FIG. 9). The retaining member 6 is joined to the structure.

前記抜け止め部材６は、本実施例２では、金属製の棒状のキー又はピンが好適に用いられ、接合部位に応じて長さの等しい複数本（図示例では６本）の抜け止め部材６を、前記噛み合わせ部Ｒに串刺し状に貫通させて接合する手法で実施されている。
前記第１継手部材４の凹凸部４４と前記第２継手部材５の凸凹部５５はそれぞれ、本実施例２では、前記鋼管１０、２０の軸方向と直交する方向に延びる複数の平行な凹溝４４ａ、５５ａがほぼ等間隔に形成されており、前記凹溝４４ａ、５５ａの溝壁部４４ｂ、５５ｂに前記抜け止め部材６挿入用の貫通孔４４ｃ、５５ｃが形成されている。本実施例２に係る前記貫通孔４４ｃ、５５ｃはともに、前記抜け止め部材６の断面と略同形同大（４２×４２ｍｍ程度の正方形）で、前記抜け止め部材６が滑らかに、又は若干の摩擦抵抗を受けつつ挿入可能な形態で実施されている。 In the second embodiment, the retainer member 6 is preferably a metal rod-shaped key or pin, and a plurality of retainer members 6 (six in the illustrated example) having the same length according to the joint site. are passed through the meshing portion R in a skewered manner to be joined.
In the second embodiment, each of the uneven portion 44 of the first joint member 4 and the uneven portion 55 of the second joint member 5 is a plurality of parallel grooves extending in a direction perpendicular to the axial direction of the steel pipes 10 and 20. Through holes 44c and 55c for inserting the retaining member 6 are formed in groove wall portions 44b and 55b of the grooves 44a and 55a. Both the through-holes 44c and 55c according to the second embodiment have substantially the same shape and size (a square of about 42×42 mm) as the cross section of the retaining member 6, and the retaining member 6 is smooth or slightly It is embodied in a configuration that allows insertion while receiving frictional resistance.

前記第１継手部材４と前記第２継手部材５はそれぞれ、本実施例２では、対応する鋼管１０、２０の端部に設けられ前記鋼管１０、２０の外方に突き出る大きさの矩形状（正方形状）の基端プレート部４ａ、５ａと、前記基端プレート部４ａ、５ａから立ち上がる立ち上がり壁部４ｂ、５ｂとからなる。また、前記立ち上がり壁部４ｂ、５ｂは、本実施例２では、立ち上がり方向に向かって幅狭のテーパー状に形成されている。
ちなみに図中の符号４ａ’、５ａ’はそれぞれ、前記基端プレート部４ａ、５ａを、対応する前記鋼管１０、２０の端部へ同芯配置に突き合わせて良好な溶接接合作業を実現するためのリング状の突設部を示している。なお、前記基端プレート部４ａ、５ａを前記鋼管１０、２０の端部へ同芯配置に良好に接合する手段は、溶接手段に限定されず、ボルト接合手段、ネジ接合手段でも同様に実施できる。 In the second embodiment, the first joint member 4 and the second joint member 5 are provided at the ends of the corresponding steel pipes 10 and 20, respectively, and have a rectangular shape ( It consists of base end plate portions 4a and 5a each having a square shape, and rising wall portions 4b and 5b rising from the base end plate portions 4a and 5a. In the second embodiment, the rising walls 4b and 5b are formed in a tapered shape that narrows in the rising direction.
By the way, reference numerals 4a' and 5a' in the figure respectively refer to the base end plate portions 4a and 5a, which are concentrically abutted against the corresponding ends of the steel pipes 10 and 20 to achieve good welding and joining work. A ring-shaped protrusion is shown. The means for joining the proximal end plate portions 4a and 5a to the ends of the steel pipes 10 and 20 in a concentric arrangement is not limited to welding means, and bolt joining means and screw joining means can also be used. .

そして、前記一方（図示例では上方）の鋼管１０の接合端縁には予め、前記第１継手部材４が、その前記リング状の突設部４ａ’を介して同芯配置に前記溶接手段（全周溶接）で一体的に設けられている（溶接ビードは図示の便宜上省略）。前記他方（図示例では下方）の鋼管２０の接合端縁にも予め、前記第２継手部材５が、その前記リング状の突設部５ａ’を介して同芯配置に前記溶接手段（全周溶接）で一体的に設けられている（溶接ビードは図示の便宜上省略）。 Then, the first joint member 4 is preliminarily attached to the joint end edge of the steel pipe 10 on one side (upper in the illustrated example) in a concentric arrangement via the ring-shaped projecting portion 4a'. All-around welding) is integrally provided (weld beads are omitted for convenience of illustration). The second joint member 5 is also preliminarily attached to the joint edge of the other (lower in the illustrated example) steel pipe 20 in a concentric arrangement via the ring-shaped projecting portion 5a'. welding) are integrally provided (weld beads are omitted for convenience of illustration).

ここで、本発明に係る鋼管継手構造の構成部材の形態について説明すると、先ず、前記鋼管１０、２０は、上記実施例１で説明した通りである（前記段落［００２１］参照）。 Here, the configuration of the constituent members of the steel pipe joint structure according to the present invention will be described. First, the steel pipes 10 and 20 are as described in Example 1 above (see paragraph [0021] above).

次に、前記第１継手部材４を構成する矩形状の前記基端プレート部４ａは、本実施例２では、外径が５５０×５５０ｍｍ程度（但し四隅部切欠き）、板厚（符号Ｔ４参照）が３６ｍｍ程度、リング状の突設部４ａ’の高さが３０ｍｍ程度で形成されている。前記立ち上がり壁部４ｂは、図９が分かり易いように、略等間隔に４つ形成され、断面がそれぞれ上辺６４ｍｍ程度、下辺７２ｍｍ程度、高さ（符号Ｒ参照）８３ｍｍ程度の逆台形状に形成されている。前記４つの立ち上がり壁部４ｂの奥行き方向長さはともに、前記基端プレート部４ａの一辺の長さに合わせた５５０ｍｍ程度に設定されている。その他、前記第１継手部材４は、前記基端プレート部４ａと前記立ち上がり壁部４ｂとを合わせた総重量が２００ｋｇ程度で、溶接構造用鋳鋼品の種類は一例としてＳＣＷ５５０が採用されている。 Next, the rectangular base end plate portion 4a that constitutes the first joint member 4 has an outer diameter of about 550×550 mm (with four corner cutouts) and a plate thickness (see symbol T4). ) is about 36 mm, and the height of the ring-shaped projecting portion 4a' is about 30 mm. As shown in FIG. 9, four rising walls 4b are formed at approximately equal intervals, and each of the raised walls 4b is formed in an inverted trapezoidal shape with an upper side of about 64 mm, a lower side of about 72 mm, and a height (see symbol R) of about 83 mm. It is The length in the depth direction of the four rising wall portions 4b is set to about 550 mm, which matches the length of one side of the base end plate portion 4a. In addition, the first joint member 4 has a total weight of about 200 kg including the base end plate portion 4a and the rising wall portion 4b, and SCW550 is used as an example of the type of cast steel for welded structure.

次に、前記第２継手部材５を構成する矩形状の前記基端プレート部５ａは、本実施例２では、外径が５５０×５５０ｍｍ程度（但し四隅部切欠き）、板厚（符号Ｔ５参照）が３６ｍｍ程度、リング状の突設部５ａ’の高さが３０ｍｍ程度で形成されている。前記立ち上がり壁部５ｂは、図９が分かり易いように、略等間隔に３つ形成され、断面がそれぞれ上辺６４ｍｍ程度、下辺７２ｍｍ程度、高さ（符号Ｒ参照）８３ｍｍ程度の台形状に形成されている。前記３つの立ち上がり壁部５ｂの奥行き方向長さはともに、前記基端プレート部５ａの一辺の長さに合わせた５５０ｍｍ程度に設定されている。その他、前記第２継手部材５は、前記基端プレート部５ａと前記立ち上がり壁部５ｂとを合わせた総重量が１７７ｋｇ程度で、溶接構造用鋳鋼品の種類は一例としてＳＣＷ５５０が採用されている。 Next, in the second embodiment, the rectangular base end plate portion 5a constituting the second joint member 5 has an outer diameter of about 550×550 mm (with four corner cutouts) and a plate thickness (refer to symbol T5). ) is about 36 mm, and the height of the ring-shaped projecting portion 5a' is about 30 mm. As shown in FIG. 9, three rising walls 5b are formed at approximately equal intervals, and each has a trapezoidal cross section with an upper side of about 64 mm, a lower side of about 72 mm, and a height (see symbol R) of about 83 mm. ing. The lengths in the depth direction of the three rising wall portions 5b are all set to about 550 mm, matching the length of one side of the base end plate portion 5a. In addition, the second joint member 5 has a total weight of about 177 kg including the base end plate portion 5a and the rising wall portion 5b, and SCW550 is adopted as an example of the type of cast steel for welded structure.

次に、前記抜け止め部材６は、本実施例２では、断面が前記貫通孔４４ｃ、５５ｃの断面と略同形同大（４２×４２ｍｍ程度の正方形）の角形の均等断面形状で、前記貫通孔４４ｃ、５５ｃへ串刺し状に貫通させる長さ（５５０ｍｍ程度）が等しい複数本（図示例では６本）の金属製棒材で実施されている。
すなわち、本実施例２では、前記抜け止め部材６の長さを、前記第１継手部材４の基端プレート部４ａおよび前記第２継手部材５の基端プレート部５ａの長さと略同じ長さか若干短い長さ（例えば、５５０ｍｍ程度）とすることで、前記抜け止め部材６に大きな礫が衝突（直撃）しない構造で実施されている。言い換えると、前記第１継手部材４の基端プレート部４ａと前記第２継手部材５の基端プレート部５ａはそれぞれ、前記抜け止め部材６を、鋼管１０、２０の軸方向から見て覆う大きさに設定することで、前記抜け止め部材６を礫から保護する保護プレートの役割を果たしている。
ちなみに、本実施例１に係る６本の前記抜け止め部材６の総重量は５０ｋｇ程度で実施されている。 Next, in the present embodiment 2, the retainer member 6 has a rectangular uniform cross-sectional shape whose cross section is substantially the same shape and size (a square of about 42 x 42 mm) as the cross section of the through holes 44c and 55c. A plurality of metal rods (six in the illustrated example) having the same length (about 550 mm) are used to penetrate the holes 44c and 55c in a skewered manner.
That is, in the second embodiment, the length of the retainer member 6 is set to be substantially the same as the length of the base end plate portion 4a of the first joint member 4 and the length of the base end plate portion 5a of the second joint member 5. By setting the length to be slightly short (for example, about 550 mm), a structure is implemented in which large pebbles do not collide (directly hit) the retaining member 6 . In other words, the base end plate portion 4a of the first joint member 4 and the base end plate portion 5a of the second joint member 5 are large enough to cover the retainer member 6 when viewed from the axial direction of the steel pipes 10 and 20. By setting the height of the retaining member 6 to 100 mm, it plays a role of a protective plate that protects the retaining member 6 from pebbles.
Incidentally, the total weight of the six retainer members 6 according to the first embodiment is about 50 kg.

なお、前記段落［００３５］～［００３７］に記載した実施例２に係る鋼管継手構造の構成部材の大きさ等の数値は、あくまでも一例を示したものにすぎず、構造設計に応じて適宜増減可能である。 Note that the numerical values such as the sizes of the constituent members of the steel pipe joint structure according to Example 2 described in paragraphs [0035] to [0037] are merely examples, and may be increased or decreased according to the structural design. It is possible.

よって、実施例２にかかる鋼製スリットダムの鋼管継手構造は、鋼管同士を水平方向、鉛直方向、又は傾斜方向に適宜継ぎ足して鋼製スリットダムを立体的に構築するにあたり、前記第１継手部材４を備えた鋼管１０と前記第２継手部材５を備えた鋼管２０とを相対峙させ、前記第１継手部材４の凹凸部４４と前記第２継手部材５の凸凹部５５とを突き合わせたり、スライドさせたりする位置合わせ作業を適宜行いつつ、前記凹凸部４４と前記凸凹部５５とを噛み合わせる（図示例では隙間なく重ね合わせる）と共に、交互に配置される前記凹凸部４４の貫通孔４４ｃと前記凸凹部５５の貫通孔５５ｃとの芯を略一致させて連通状態となるような微調整作業を行う。そうすると、本実施例２では、前記貫通孔４４ｃ、５５ｃからなる角筒状の長さ（５５０ｍｍ程度）が等しい貫通孔が計６箇所形成される。
しかる後、前記６箇所の貫通孔に、前記６本の抜け止め部材６をそれぞれ貫通させ、必要に応じて割ピン等の脱落防止部材を用いて位置決めすることにより、前記第１継手部材４の凹凸部４４と前記第２継手部材５の凸凹部５５との噛み合わせ状態を強固に保持させ、もって、強度・剛性が高い前記第１継手部材４と第２継手部材５とによる鋼製スリットダムの鋼管継手構造を実現することができる。 Therefore, the steel pipe joint structure of the steel slit dam according to the second embodiment is suitable for constructing the steel slit dam three-dimensionally by splicing the steel pipes in the horizontal direction, the vertical direction, or the inclined direction as appropriate, and the first joint member 4 and the steel pipe 20 provided with the second joint member 5 are opposed to each other, and the uneven portion 44 of the first joint member 4 and the uneven portion 55 of the second joint member 5 are butted against each other, While appropriately performing positioning work such as sliding, the uneven portions 44 and the uneven portions 55 are engaged (in the illustrated example, they are overlapped without gaps), and the through holes 44c of the uneven portions 44 that are alternately arranged. A fine adjustment work is performed so that the cores of the protrusions and recesses 55 and the through holes 55c are substantially matched to establish a communicating state. Thus, in the second embodiment, a total of six through-holes having the same length (approximately 550 mm) in the shape of a rectangular tube are formed by the through-holes 44c and 55c.
After that, the six retaining members 6 are passed through the six through-holes, and the first joint member 4 is positioned by using detachment-preventing members such as cotter pins as necessary. A steel slit dam formed by the first joint member 4 and the second joint member 5 having high strength and rigidity by firmly holding the engagement state between the uneven portion 44 and the uneven portion 55 of the second joint member 5. of steel pipe joint structure can be realized.

なお、本実施例２に係る前記凹凸部４４と前記凸凹部５５は、上記実施例１と同様に、良好な噛み合わせ作業を実現するべく、溝壁部４４ｂ、５５ｂをテーパー状に形成して実施しているがこれに限定されず、互いに鋼管軸方向に平行な直線状に形成して実施することもできる。その他、前記抜け止め部材６のコーナー部を全長にわたってＲ加工を施すことにより前記貫通孔４４ｃ、５５ｃへの貫通作業をより滑らかにする工夫等は適宜行われるところである。 It should be noted that the uneven portion 44 and the uneven portion 55 according to the second embodiment are formed by forming the groove wall portions 44b and 55b in a tapered shape in order to achieve a good meshing operation, as in the first embodiment. Although it is implemented, it is not limited to this, and it is also possible to form them in a straight line parallel to the axial direction of the steel pipe. In addition, the corners of the retainer member 6 may be rounded over the entire length to smoothen the work of penetrating the through holes 44c and 55c.

したがって、この実施例２に係る鋼製スリットダムの鋼管継手構造によれば、上記実施例１と同様の効果があることに加え、第１継手部材４と第２継手部材５との噛み合わせ状態を保持する抜け止め部材６を礫から保護する構造で実施できるので、抜け止め部材６（鋼管接合部）の損傷、破壊を防止することができる等、種々の作用効果を発揮することができる（詳しくは、明細書の段落［００１４］の［発明の効果]を参照）。 Therefore, according to the steel pipe joint structure of the steel slit dam according to the second embodiment, in addition to having the same effect as the first embodiment, the meshing state of the first joint member 4 and the second joint member 5 is improved. Since it can be implemented with a structure that protects the retaining member 6 that holds the from gravel, various effects can be exhibited, such as being able to prevent damage and destruction of the retaining member 6 (steel pipe joint) ( For details, see [Effect of the invention] in paragraph [0014] of the specification).

実施例３に係る鋼製スリットダムの鋼管継手構造は、上記実施例１と比し、前記第１継手部材１と第２継手部材２の形態（大きさ、形状）が相違する。これに伴い、抜け止め部材３それぞれの形態が相違する。その他の構成要素は上記実施例１と同一なので同一の符号を付してその説明を適宜省略する。 The steel pipe joint structure of the steel slit dam according to Example 3 differs from that of Example 1 in the form (size, shape) of the first joint member 1 and the second joint member 2 . Along with this, the form of each retaining member 3 is different. Since the other constituent elements are the same as those of the first embodiment, the same reference numerals are given and the description thereof is omitted as appropriate.

すなわち、実施例３にかかる鋼製スリットダムの鋼管継手構造は、図１３～図１８に示したように、鋼製スリットダムを構成する鋼管同士の接合部の継手構造であり、一方の鋼管１０の端部に、前記鋼管１０の軸方向へ凹凸の段差をなす凹凸部７７を備えた第１継手部材７が設けられ、他方の鋼管２０の端部に、前記第１継手部材７の凹凸部７７に噛み合う凸凹部８８を備えた第２継手部材８が設けられ、前記第１継手部材７の凹凸部７７と前記第２継手部材８の凸凹部８８との噛み合わせ部Ｒ（図１５参照）に抜け止め部材９が接合された構造で実施されている。 That is, the steel pipe joint structure of the steel slit dam according to Example 3 is, as shown in FIGS. A first joint member 7 having an uneven portion 77 forming an uneven step in the axial direction of the steel pipe 10 is provided at the end of the steel pipe 10, and the uneven portion of the first joint member 7 is provided at the end of the other steel pipe 20. A second joint member 8 having projections and recesses 88 that mesh with the projections 77 is provided, and a meshing portion R between the projections and recesses 77 of the first joint member 7 and the projections and recesses 88 of the second joint member 8 (see FIG. 15). The retaining member 9 is joined to the structure.

前記抜け止め部材９は、本実施例３では、金属製の棒状のキー又はピンが好適に用いられ、接合部位に応じて長さの等しい複数本（図示例では６本）の抜け止め部材９を、前記噛み合わせ部Ｒに串刺し状に貫通させて接合する手法で実施されている。
前記第１継手部材７の凹凸部７７と前記第２継手部材８の凸凹部８８はそれぞれ、本実施例３では、前記鋼管１０、２０の軸方向と直交する方向に延びる複数の平行な凹溝７７ａ、８８ａがほぼ等間隔に形成されており、前記凹溝７７ａ、８８ａの溝壁部７７ｂ、８８ｂに前記抜け止め部材９挿入用の貫通孔７７ｃ、８８ｃが形成されている。本実施例３に係る前記貫通孔７７ｃ、８８ｃはともに、前記抜け止め部材９の断面と略同形同大（４５×４５ｍｍ程度の正方形）で、前記抜け止め部材９が滑らかに、又は若干の摩擦抵抗を受けつつ挿入可能な形態で実施されている。 In the third embodiment, the retainer member 9 is preferably a metal rod-shaped key or pin, and a plurality of retainer members 9 (six in the illustrated example) having the same length according to the joint site. are passed through the meshing portion R in a skewered manner to be joined.
In the third embodiment, each of the uneven portion 77 of the first joint member 7 and the uneven portion 88 of the second joint member 8 is a plurality of parallel grooves extending in a direction orthogonal to the axial direction of the steel pipes 10 and 20. 77a and 88a are formed at approximately equal intervals, and through holes 77c and 88c for inserting the retaining member 9 are formed in groove wall portions 77b and 88b of the grooves 77a and 88a. Both the through-holes 77c and 88c according to the third embodiment have substantially the same shape and size (a square of about 45×45 mm) as the cross section of the retaining member 9, and the retaining member 9 is smooth or slightly It is embodied in a configuration that allows insertion while receiving frictional resistance.

前記第１継手部材７と前記第２継手部材８はそれぞれ、本実施例３では、対応する鋼管１０、２０の端部に設けられ前記鋼管１０、２０の外方に突き出る大きさの矩形状（正方形状）の基端プレート部７ａ、８ａと、前記基端プレート部７ａ、８ａから立ち上がる立ち上がり壁部７ｂ、８ｂとからなる。また、前記立ち上がり壁部７ｂ、８ｂは、本実施例３では、立ち上がり方向に向かって幅狭のテーパー状に形成されている。
ちなみに図中の符号７ａ’、８ａ’はそれぞれ、前記基端プレート部７ａ、８ａを、対応する前記鋼管１０、２０の端部へ同芯配置に突き合わせて良好な溶接接合作業を実現するためのリング状の突設部を示している。ただし、前記リング状の突設部７ａ’、８ａ’の形状は、テーパー状に形成された上記実施例１、２のそれとは異なり、上面が平坦に形成されている。なお、前記基端プレート部７ａ、８ａを前記鋼管１０、２０の端部へ同芯配置に良好に接合する手段は、溶接手段に限定されず、ボルト接合手段、ネジ接合手段でも同様に実施できる。 In the third embodiment, the first joint member 7 and the second joint member 8 are provided at the ends of the corresponding steel pipes 10 and 20, respectively, and have a rectangular shape ( Square-shaped base end plate portions 7a and 8a and rising wall portions 7b and 8b rising from the base end plate portions 7a and 8a. In the third embodiment, the rising walls 7b and 8b are formed in a tapered shape that narrows in the rising direction.
By the way, reference numerals 7a' and 8a' in the figure respectively refer to the base end plate portions 7a and 8a that are concentrically abutted against the corresponding end portions of the steel pipes 10 and 20 to realize good welding and joining work. A ring-shaped protrusion is shown. However, the shape of the ring-shaped projections 7a' and 8a' is different from that of the first and second embodiments, which are tapered, and the upper surfaces thereof are flat. The means for joining the proximal end plate portions 7a and 8a to the ends of the steel pipes 10 and 20 in a concentric arrangement is not limited to welding means, and bolt joining means and screw joining means can also be used. .

そして、前記一方（図示例では上方）の鋼管１０の接合端縁には予め、前記第１継手部材７が、その前記リング状の突設部７ａ’を介して同芯配置に前記溶接手段（全周溶接）で一体的に設けられている（溶接ビードは図示の便宜上省略）。前記他方（図示例では下方）の鋼管２０の接合端縁にも予め、前記第２継手部材８が、その前記リング状の突設部８ａ’を介して同芯配置に前記溶接手段（全周溶接）で一体的に設けられている（溶接ビードは図示の便宜上省略）。 Then, the first joint member 7 is preliminarily attached to the joint end edge of the steel pipe 10 on one side (the upper side in the illustrated example) in a concentric arrangement via the ring-shaped projecting portion 7a'. All-around welding) is integrally provided (weld beads are omitted for convenience of illustration). The second joint member 8 is also preliminarily attached to the joint edge of the other (lower in the illustrated example) steel pipe 20 in a concentric arrangement via the ring-shaped projecting portion 8a'. welding) are integrally provided (weld beads are omitted for convenience of illustration).

次に、前記第１継手部材７を構成する矩形状の前記基端プレート部７ａは、本実施例３では、外径が５５０×５５０ｍｍ程度（但し四隅部切欠き）、板厚（符号Ｔ７参照）が４０ｍｍ程度、リング状の突設部７ａ’の高さが９ｍｍ程度で形成されている。前記立ち上がり壁部７ｂは、図１５が分かり易いように、略等間隔に４つ形成され、断面がそれぞれ上辺６０ｍｍ程度、下辺７２ｍｍ程度、高さ（符号Ｒ参照）１２０ｍｍ程度の逆台形状に形成されている。前記４つの立ち上がり壁部７ｂの奥行き方向長さはともに、前記基端プレート部７ａの一辺の長さに合わせた５５０ｍｍ程度に設定されている。その他、前記第１継手部材７は、前記基端プレート部７ａと前記立ち上がり壁部７ｂとを合わせた総重量が１８５．８ｋｇ程度で、溶接構造用鋳鋼品の種類は一例としてＳＣＷ５５０が採用されている。 Next, in the third embodiment, the rectangular base end plate portion 7a constituting the first joint member 7 has an outer diameter of about 550×550 mm (with four corner cutouts) and a plate thickness (see symbol T7). ) is about 40 mm, and the height of the ring-shaped projecting portion 7a' is about 9 mm. As shown in FIG. 15, four raised walls 7b are formed at approximately equal intervals, and each of the raised walls 7b is formed in an inverted trapezoidal shape with an upper side of about 60 mm, a lower side of about 72 mm, and a height (see symbol R) of about 120 mm. It is The lengths in the depth direction of the four rising wall portions 7b are all set to about 550 mm, matching the length of one side of the base end plate portion 7a. In addition, the first joint member 7 has a total weight of about 185.8 kg including the base end plate portion 7a and the rising wall portion 7b, and SCW550 is adopted as an example of the type of cast steel for welded structure. there is

次に、前記第２継手部材８を構成する矩形状の前記基端プレート部８ａは、本実施例３では、外径が５５０×５５０ｍｍ程度（但し四隅部切欠き）、板厚（符号Ｔ８参照）が４０ｍｍ程度、リング状の突設部８ａ’の高さが９ｍｍ程度で形成されている。前記立ち上がり壁部８ｂは、図１５が分かり易いように、略等間隔に３つ形成され、断面がそれぞれ上辺６０ｍｍ程度、下辺７２ｍｍ程度、高さ（符号Ｒ参照）１２０ｍｍ程度の台形状に形成されている。前記３つの立ち上がり壁部８ｂの奥行き方向長さはともに、前記基端プレート部８ａの一辺の長さに合わせた５５０ｍｍ程度に設定されている。その他、前記第２継手部材８は、前記基端プレート部８ａと前記立ち上がり壁部８ｂとを合わせた総重量が１６２．９ｋｇ程度で、溶接構造用鋳鋼品の種類は一例としてＳＣＷ５５０が採用されている。 Next, in the third embodiment, the rectangular base end plate portion 8a constituting the second joint member 8 has an outer diameter of about 550×550 mm (with four corner cutouts) and a plate thickness (see symbol T8). ) is about 40 mm, and the height of the ring-shaped projecting portion 8a' is about 9 mm. As shown in FIG. 15, three rising walls 8b are formed at approximately equal intervals, and each has a trapezoidal cross section with an upper side of about 60 mm, a lower side of about 72 mm, and a height (see symbol R) of about 120 mm. ing. The lengths in the depth direction of the three rising wall portions 8b are all set to about 550 mm, which matches the length of one side of the base end plate portion 8a. In addition, the second joint member 8 has a total weight of about 162.9 kg including the base end plate portion 8a and the rising wall portion 8b. there is

次に、前記抜け止め部材９は、本実施例３では、断面が前記貫通孔７７ｃ、８８ｃの断面と略同形同大（４５×４５ｍｍ程度の正方形）の角形の均等断面形状で、前記貫通孔７７ｃ、８８ｃへ串刺し状に貫通させる長さ（５５０ｍｍ程度）が等しい複数本（図示例では６本）の金属製棒材で実施されている。
すなわち、本実施例３では、前記抜け止め部材６の長さを、前記第１継手部材７の基端プレート部７ａおよび前記第２継手部材８の基端プレート部８ａの長さと略同じ長さか若干短い長さ（例えば、５５０ｍｍ程度）とすることで、前記抜け止め部材９に大きな礫が衝突（直撃）しない構造で実施されている。言い換えると、前記第１継手部材７の基端プレート部７ａと前記第２継手部材８の基端プレート部８ａはそれぞれ、前記抜け止め部材９を、鋼管１０、２０の軸方向から見て覆う大きさに設定することで、前記抜け止め部材９を礫から保護する保護プレートの役割を果たしている。
ちなみに、本実施例１に係る６本の前記抜け止め部材９の総重量は５２ｋｇ程度で実施されている。 Next, in the present embodiment 3, the retainer member 9 has a rectangular uniform cross-sectional shape whose cross section is substantially the same shape and size (a square of about 45×45 mm) as the cross section of the through holes 77c and 88c. A plurality of metal rods (six in the illustrated example) having the same length (about 550 mm) are pierced through the holes 77c and 88c in a skewered manner.
That is, in the third embodiment, the length of the retainer member 6 is set to be substantially the same as the length of the proximal end plate portion 7a of the first joint member 7 and the length of the proximal end plate portion 8a of the second joint member 8. By setting the length to be slightly short (for example, about 550 mm), a structure is implemented in which large pebbles do not collide (directly hit) the retaining member 9 . In other words, the base end plate portion 7a of the first joint member 7 and the base end plate portion 8a of the second joint member 8 are large enough to cover the retainer member 9 when viewed from the axial direction of the steel pipes 10 and 20. By setting the height of the retaining member 9 to 100 mm, it plays a role of a protection plate that protects the retaining member 9 from pebbles.
Incidentally, the total weight of the six retainer members 9 according to the first embodiment is about 52 kg.

なお、前記段落［００４８］～［００５０］に記載した実施例３に係る鋼管継手構造の構成部材の大きさ等の数値は、あくまでも一例を示したものにすぎず、構造設計に応じて適宜増減可能である。 Note that the numerical values such as the sizes of the constituent members of the steel pipe joint structure according to Example 3 described in paragraphs [0048] to [0050] are merely examples, and may be increased or decreased according to the structural design. It is possible.

よって、実施例３にかかる鋼製スリットダムの鋼管継手構造は、鋼管同士を水平方向、鉛直方向、又は傾斜方向に適宜継ぎ足して鋼製スリットダムを立体的に構築するにあたり、前記第１継手部材７を備えた鋼管１０と前記第２継手部材８を備えた鋼管２０とを相対峙させ、前記第１継手部材７の凹凸部７７と前記第２継手部材８の凸凹部８８とを突き合わせたり、スライドさせたりする位置合わせ作業を適宜行いつつ、前記凹凸部７７と前記凸凹部８８とを噛み合わせる（図示例では隙間なく重ね合わせる）と共に、交互に配置される前記凹凸部７７の貫通孔７７ｃと前記凸凹部８８の貫通孔８８ｃとの芯を略一致させて連通状態となるような微調整作業を行う。そうすると、本実施例３では、前記貫通孔７７ｃ、８８ｃからなる角筒状の長さ（５５０ｍｍ程度）が等しい貫通孔が計６箇所形成される。
しかる後、前記６箇所の貫通孔に、前記６本の抜け止め部材９をそれぞれ貫通させ、必要に応じて割ピン等の脱落防止部材を用いて位置決めすることにより、前記第１継手部材７の凹凸部７７と前記第２継手部材８の凸凹部８８との噛み合わせ状態を強固に保持させ、もって、強度・剛性が高い前記第１継手部材７と第２継手部材８とによる鋼製スリットダムの鋼管継手構造を実現することができる。 Therefore, the steel pipe joint structure of the steel slit dam according to the third embodiment is suitable for constructing the steel slit dam three-dimensionally by splicing the steel pipes in the horizontal direction, the vertical direction, or the inclined direction as appropriate, and the first joint member 7 and the steel pipe 20 provided with the second joint member 8 are opposed to each other, and the uneven portion 77 of the first joint member 7 and the uneven portion 88 of the second joint member 8 are butted against each other, While appropriately performing positioning work such as sliding, the uneven portions 77 and the uneven portions 88 are meshed (in the illustrated example, they are overlapped without a gap), and the through holes 77c of the uneven portions 77 arranged alternately. A fine adjustment work is performed so that the cores of the protrusions and recesses 88 and the through holes 88c are substantially matched to establish a communicating state. Thus, in the third embodiment, a total of six through-holes having the same length (approximately 550 mm) in the shape of a rectangular tube are formed by the through-holes 77c and 88c.
After that, the six retaining members 9 are passed through the six through-holes, and the first joint member 7 is positioned by using detachment-preventing members such as cotter pins as necessary. A steel slit dam formed by the first joint member 7 and the second joint member 8 having high strength and rigidity by firmly holding the engagement state between the uneven portion 77 and the uneven portion 88 of the second joint member 8. of steel pipe joint structure can be realized.

なお、本実施例３に係る前記凹凸部７７と前記凸凹部８８は、上記実施例１と同様に、良好な噛み合わせ作業を実現するべく、溝壁部７７ｂ、８８ｂをテーパー状に形成して実施しているがこれに限定されず、互いに鋼管軸方向に平行な直線状に形成して実施することもできる。その他、前記抜け止め部材９のコーナー部を全長にわたってＲ加工を施すことにより前記貫通孔７７ｃ、８８ｃへの貫通作業をより滑らかにする工夫等は適宜行われるところである。 It should be noted that the concave and convex portions 77 and the convex and concave portions 88 according to the third embodiment are formed by forming the groove wall portions 77b and 88b in a tapered shape in order to achieve a good meshing operation, as in the first embodiment. Although it is implemented, it is not limited to this, and it is also possible to form them in a straight line parallel to the axial direction of the steel pipe. In addition, the corners of the retainer member 9 may be rounded over the entire length to make the work of penetrating the through holes 77c and 88c smoother.

したがって、この実施例３に係る鋼製スリットダムの鋼管継手構造によれば、上記実施例１と同様の効果があることに加え、第１継手部材７と第２継手部材８との噛み合わせ状態を保持する抜け止め部材９を礫から保護する構造で実施できるので、抜け止め部材９（鋼管接合部）の損傷、破壊を防止することができる等、上記実施例２と同様の作用効果を発揮することができる（詳しくは、明細書の段落［００１４］の［発明の効果]を参照）。 Therefore, according to the steel pipe joint structure of the steel slit dam according to the third embodiment, in addition to having the same effect as the first embodiment, the meshing state of the first joint member 7 and the second joint member 8 is improved. Since it can be implemented with a structure that protects the retaining member 9 that holds the from gravel, it is possible to prevent damage and destruction of the retaining member 9 (steel pipe joint). (For details, see [Effect of the invention] in paragraph [0014] of the specification).

以上、実施例を図面に基づいて説明したが、本発明は、図示例の限りではなく、その技術的思想を逸脱しない範囲において、当業者が通常に行う設計変更、応用のバリエーションの範囲を含むことを念のために言及する。 Although the embodiments have been described above with reference to the drawings, the present invention is not limited to the illustrated examples, and includes the range of design changes and application variations that are normally made by those skilled in the art within the scope that does not deviate from the technical idea of the present invention. Just to be sure.

例えば、上記実施例１では、円盤状の前記基端プレート部１ａ、２ａの外径（５５０ｍｍ程度）に対し、最長の抜け止め部材３の方を長く（５７０ｍｍ程度）して実施しているが、上記実施例２、３の場合と同様に、前記抜け止め部材３を鋼管１０、２０の軸方向から見て覆う大きさに設定するべく、前記抜け止め部材３の最長の長さを、前記基端プレート部１ａ、２ａと略同じ長さか若干短い長さ（例えば、５５０ｍｍ程度）とすることで、前記抜け止め部材３に大きな礫が衝突（直撃）しない構造で実施することもできる。 For example, in the first embodiment, the longest retaining member 3 is made longer (about 570 mm) with respect to the outer diameter (about 550 mm) of the disk-shaped proximal end plate portions 1a and 2a. , As in the second and third embodiments, in order to set the size of the retaining member 3 to cover the steel pipes 10 and 20 when viewed from the axial direction, the maximum length of the retaining member 3 is set to the above By making the length substantially the same as or slightly shorter than that of the proximal end plate portions 1a and 2a (for example, about 550 mm), it is possible to implement a structure in which the retaining member 3 does not collide (directly) with large pebbles.

また、本発明に係る鋼製スリットダムの鋼管継手構造は、上記したように、水平方向、鉛直方向、傾斜方向等、あらゆる方向に適宜継ぎ足して接合して鋼製スリットダムを立体的に構築することができるが、図３が分かりやすいように、前記第１継手部材１の立ち上がり壁部１ｂおよび第２継手部材２の立ち上がり壁部１ｂの向きは、河川の流れ方向Ｆに対し略直交する方向に位置決めして実施することが接合部の強度・剛性上は好ましい（合わせて図９、図１５も参照）。また、前記抜け止め部材３を設ける向きによっては、頭付きボルトのように、一側（例えば、図３では右方）の突き出し部分を太径に形成し、抜け止め効果をより高めるような工夫は適宜行われるところである。 Further, in the steel pipe joint structure of the steel slit dam according to the present invention, as described above, the steel slit dam is three-dimensionally constructed by appropriately splicing and joining in all directions such as the horizontal direction, the vertical direction, and the inclined direction. 3, the rising wall portion 1b of the first joint member 1 and the rising wall portion 1b of the second joint member 2 are oriented substantially perpendicular to the river flow direction F. In terms of strength and rigidity of the joint portion, it is preferable to perform the positioning by positioning the joints at the same position (see also FIGS. 9 and 15). Depending on the direction in which the retaining member 3 is provided, it is possible to increase the retaining effect by forming a projecting portion on one side (for example, the right side in FIG. 3) with a large diameter like a headed bolt. is done as appropriate.

さらに、本実施例１～３に係る噛み合わせ部Ｒ（立ち上がり壁部１ｂ、２ｂ等）の形状は、逆台形状と台形状との組み合わせで実施しているがこれに限定されず、互いにほぼ隙間無く噛み合わせる（接触させる）ことができる組み合わせであれば良い。前記抜け止め部材３（又は６又は９）の断面形状も正方形に限定されないことは勿論である。 Furthermore, the shape of the meshing portion R (rising wall portions 1b, 2b, etc.) according to Examples 1 to 3 is a combination of an inverted trapezoid and a trapezoid, but is not limited to this. Any combination can be used as long as it can be meshed (contacted) without a gap. Needless to say, the cross-sectional shape of the retainer member 3 (or 6 or 9) is not limited to a square.

１第１継手部材
１ａ基端プレート部
１ａ’ リング状の突設部
１ｂ立ち上がり壁部
１１凹凸部
１１ａ凹溝
１１ｂ溝壁部
１１ｃ貫通孔
２第２継手部材
２ａ基端プレート部
２ａ’ リング状の突設部
２ｂ立ち上がり壁部
２２凹凸部
２２ａ凹溝
２２ｂ溝壁部
２２ｃ貫通孔
３抜け止め部材
４第１継手部材
４ａ基端プレート部
４ａ’ リング状の突設部
４ｂ立ち上がり壁部
４４凹凸部
４４ａ凹溝
４４ｂ溝壁部
４４ｃ貫通孔
５第２継手部材
５ａ基端プレート部
５ａ’ リング状の突設部
５ｂ立ち上がり壁部
５５凹凸部
５５ａ凹溝
５５ｂ溝壁部
５５ｃ貫通孔
６抜け止め部材
７第１継手部材
７ａ基端プレート部
７ａ’ リング状の突設部
７ｂ立ち上がり壁部
７７凹凸部
７７ａ凹溝
７７ｂ溝壁部
７７ｃ貫通孔
８第２継手部材
８ａ基端プレート部
８ａ’ リング状の突設部
８ｂ立ち上がり壁部
８８凹凸部
８８ａ凹溝
８８ｂ溝壁部
８８ｃ貫通孔
９抜け止め部材
１０鋼管
２０鋼管
Ｒ噛み合わせ部
Ｆ河川の流れ方向 1 first joint member 1a proximal end plate portion 1a' ring-shaped projecting portion 1b rising wall portion 11 uneven portion 11a concave groove 11b groove wall portion 11c through hole 2 second joint member 2a proximal end plate portion 2a' ring-shaped Projecting portion 2b Rising wall portion 22 Uneven portion 22a Groove 22b Groove wall portion 22c Through hole 3 Retaining member 4 First joint member 4a Base end plate portion 4a' Ring-shaped projecting portion 4b Rising wall portion 44 Uneven portion 44a Groove 44b Groove wall portion 44c Through hole 5 Second joint member 5a Base end plate portion 5a' Ring-shaped projecting portion 5b Rising wall portion 55 Uneven portion 55a Groove 55b Groove wall portion 55c Through hole 6 Retaining member 7 Second 1 joint member 7a proximal end plate portion 7a' ring-shaped projecting portion 7b rising wall portion 77 uneven portion 77a concave groove 77b groove wall portion 77c through hole 8 second joint member 8a proximal end plate portion 8a' ring-shaped projecting portion Portion 8b Rising wall portion 88 Concavo-convex portion 88a Groove 88b Groove wall portion 88c Through hole 9 Retaining member 10 Steel pipe 20 Steel pipe R Interlocking portion F Flow direction of river

Claims

In the joint structure of the joints between the steel pipes that make up the steel slit dam,
One end of the steel pipe is provided with a first joint member having an uneven portion forming uneven steps in the axial direction of the steel pipe, and the other steel pipe end is provided with an uneven portion that meshes with the uneven portion of the first joint member. A second joint member is provided comprising
A steel pipe joint structure for a steel slit dam, wherein a retainer member is joined to an engaging portion between the uneven portion of the first joint member and the uneven portion of the second joint member.

2. The retaining member according to claim 1, characterized in that the retaining member is joined by being penetrated in a skewered manner through an engaging portion between the uneven portion of the first joint member and the uneven portion of the second joint member. Steel pipe joint structure of steel slit dam.

Each of the uneven portion of the first joint member and the uneven portion of the second joint member is formed with a plurality of parallel grooves extending in a direction orthogonal to the axial direction of the steel pipe at substantially equal intervals. 3. A steel pipe joint structure for a steel slit dam according to claim 1, wherein a through hole for inserting said retaining member is formed in said groove wall.

Each of the first joint member and the second joint member has a disc-shaped or rectangular base end plate portion provided at the end of the corresponding steel pipe and projecting outward from the steel pipe, and the base end plate portion. The steel pipe joint structure of a steel slit dam according to any one of claims 1 to 3, characterized in that it consists of a rising wall part rising from.

5. The steel pipe joint structure of a steel slit dam according to claim 4, wherein said rising wall portion is formed in a tapered shape with a narrower width in the rising direction.

The base end plate portion of the first joint member and the base end plate portion of the second joint member are each set to a size that covers the retaining member when viewed from the axial direction of the steel pipe, The steel pipe joint structure of the steel slit dam according to claim 4 or 5.

A steel slit dam comprising the steel pipe joint structure according to any one of claims 1 to 6.