JP2016528407A - Deflection prevention beam for construction of earth retaining facilities - Google Patents

Deflection prevention beam for construction of earth retaining facilities Download PDF

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JP2016528407A
JP2016528407A JP2016527946A JP2016527946A JP2016528407A JP 2016528407 A JP2016528407 A JP 2016528407A JP 2016527946 A JP2016527946 A JP 2016527946A JP 2016527946 A JP2016527946 A JP 2016527946A JP 2016528407 A JP2016528407 A JP 2016528407A
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earth retaining
tension
cut
construction
horizontal frame
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マンヨプ ハン,
マンヨプ ハン,
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サポーテック カンパニー リミテッド
サポーテック カンパニー リミテッド
ハン, ヒョング
ハン, ヒョング
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/06Foundation trenches ditches or narrow shafts
    • E02D17/08Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
    • E02D17/083Shoring struts
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/06Foundation trenches ditches or narrow shafts
    • E02D17/08Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/02Foundation pits
    • E02D17/04Bordering surfacing or stiffening the sides of foundation pits

Abstract

【課題】土留め仮施設工事用撓み防止切梁の提供。【解決手段】本発明は、土留め仮施設工事用撓み防止切梁に関し、本発明に係る土留め仮施設工事用撓み防止切梁は、互いに対向する土留め壁体の間を横切って配置され、前記土留め壁体の腹起しに連結される切梁と、一側は前記腹起しに連結され、他側は前記切梁の長手方向の端部からそれぞれ両側に隔てられて設けられる傾斜梁と、前記切梁の外側に設けられる緊張部材と、前記切梁の長手方向に設けられ、前記緊張部材に緊張力を加えて前記切梁に発生する偏心を相殺させる緊張線とが含まれることを特徴とする。以上のような本発明によれば、切梁の撓みが予測または発生する地点に緊張力を提供して切梁の撓む現象を防止可能で、仮設土留め工事の安全性を確保することができるという利点がある。【選択図】図2An object of the present invention is to provide a bending-preventing beam for the construction of a temporary holding facility. The present invention relates to a bend prevention beam for construction work of a retaining wall, and the bend prevention beam for work of a temporary work facility according to the present invention is arranged across a retaining wall body facing each other. The cut beam connected to the bulge of the earth retaining wall, one side is connected to the bulge, and the other side is provided on both sides of the longitudinal end of the cut beam. An inclined beam, a tension member provided on the outer side of the beam, and a tension line provided in the longitudinal direction of the beam and applying a tension force to the tension member to offset the eccentricity generated in the beam. It is characterized by that. According to the present invention as described above, it is possible to prevent the phenomenon of bending of the cut beam by providing a tension to a point where the bending of the cut beam is predicted or occurs, and to ensure the safety of the temporary earth retaining work. There is an advantage that you can. [Selection] Figure 2

Description

本発明は、土留め仮施設工事用撓み防止切梁に関し、より詳細には、切梁の撓みが予測または発生する地点に緊張力を提供して切梁の撓む現象を防止可能で、仮設土留め工事の安全性を確保することができる土留め仮施設工事用撓み防止切梁に関する。 More particularly, the present invention relates to an anti-bending beam for construction of a temporary holding facility, and more particularly, can provide a tension to a point where the bending of the cutting beam is predicted or occurs to prevent the bending of the cutting beam. The present invention relates to an anti-deflection beam for temporary construction of earth retaining that can ensure the safety of earth retaining work.

一般的に、地下鉄工事や構造物の築造のための地盤掘削時、掘削背面の土砂崩壊防止および変位抑制を通じて隣接周辺地盤の安全性を維持するための通常の方法として、仮設土留め工事を施行する。 In general, during ground excavation for subway construction and construction of structures, temporary soil retaining work is implemented as a normal method for maintaining the safety of adjacent surrounding ground by preventing landslide collapse and suppressing displacement at the back of the excavation. To do.

特に、最近、都心近接施工が頻繁になっているにつれ、地盤掘削による隣接地盤の沈下および周辺建物の安全性に対する要求が持ち上がっており、これにより、仮設土留め工事の重要性が増大している。 In particular, as construction work close to the city center has become more frequent in recent years, demands for subsidence of adjacent ground due to ground excavation and safety of surrounding buildings have risen, and this has increased the importance of temporary earth retaining work. .

通常、既存の地下鉄工事や建物の地下層を作るために布堀りをする場合の施工方法は、まず、計画された平面に沿って設計深さまで穴を掘り、垂直パイルを設置する。 Usually, the existing subway construction and the construction method when digging up to create the underground layer of a building first dig a hole along the planned plane to the design depth and install a vertical pile.

その垂直パイルの設置が終わると、部分的に掘削をし、主桁と覆工板を設置するが、覆工板の設置が終わると、後の工事は掘削作業と掘削に伴う切梁の設置が繰り返されながら工事が進行する。 When the installation of the vertical pile is finished, the excavation is partially performed and the main girder and the lining board are installed. The construction progresses while the process is repeated.

したがって、このような仮施設を設計するために、掘削段階別の土圧と切梁に作用する荷重を繰り返し計算して、最大値に耐えられるように切梁を設置するが、このような方式で設計と施工をすれば切梁の数が多く必要になり、ほとんどの場合、2−3m以内に非常にぎっしりと配置される。 Therefore, in order to design such a temporary facility, we repeatedly calculate the earth pressure and the load acting on the beam at each excavation stage, and install the beam so that it can withstand the maximum value. If the design and construction is done, a large number of beams will be required, and in most cases, it will be arranged very tightly within 2-3 m.

前記のようにぎっしりと配置された切梁は、切羽内で建設資材の運搬や、重装備の搬入および工事作業を妨げる非常に重大な障害要因になっており、以後、本構造物が設置される際は、型枠作業や鉄筋作業に大きな支障をきたしており、本構造物に多数の穴が生じることを避けられないため、完成した地下構造物の防水に深刻な問題が発生している。 The beams arranged as described above are extremely serious obstacles that hinder the transportation of construction materials, the introduction of heavy equipment, and the construction work within the face, and this structure was subsequently installed. However, there is a serious problem in waterproofing the completed underground structure because it is inevitable that the work on the formwork and the reinforcing bar work, and it is inevitable that there will be many holes in this structure. .

垂直パイルとしては、鋼材Hパイルを用いた仮施設方法のほか、穴の穿孔後、コンクリートを詰め込むコンクリートパイルを用いる工法もあり、鋼材パイルとコンクリートパイルを同時に並行して用いる工法、またはシートパイルを用いる工法もあるが、地盤に穴を掘った後、パイルで壁面を形成して地盤の荷重を支持させる基本原理には大差がない。 For vertical piles, in addition to the temporary facility method using steel H piles, there is also a method using concrete piles in which concrete is packed after drilling holes. Steel piles and concrete piles are used in parallel, or sheet piles are used. Although there is a construction method to use, there is not much difference in the basic principle of supporting the ground load by forming a wall surface with a pile after digging a hole in the ground.

また、プレフレックス梁を垂直パイルとして用いた方法もあり、シートパイルにHパイルを付けて剛性を増加させる方法もある。 In addition, there is a method using a preflex beam as a vertical pile, and a method of increasing rigidity by attaching an H pile to a sheet pile.

一方、地下構造物を建設するための仮施設工法のうち、前に言及された切梁がない方法として、アースアンカーを用いて鋼材パイルを支持する工法がある。 On the other hand, as a temporary facility construction method for constructing an underground structure, there is a construction method in which a steel pile is supported using an earth anchor as a method without a beam mentioned above.

この方法は、パイルの裏側地盤中に傾斜穴を穿孔して鋼線や鋼棒を挿入し、挿入された鋼棒の端部分を、機械的な方法や、エポキシ、セメントグラウティングなどの化学的な方法を用いて定着した後、鋼棒を緊張させて鋼材パイルを固定させる方法である。 In this method, a steel wire or a steel rod is inserted by drilling an inclined hole in the backside ground of the pile, and the end portion of the inserted steel rod is subjected to mechanical methods, chemicals such as epoxy and cement grouting. This is a method of fixing a steel pile by tensioning a steel rod after fixing using a simple method.

このような方法で施工された仮施設は、内部空間を十分に確保可能で、工事の難易度が改善されるなどの利点がある工法である。 The temporary facility constructed by such a method is a construction method that has an advantage that the internal space can be sufficiently secured and the difficulty of the construction is improved.

しかし、この工法の最大の欠点は、この工法が複雑な市内で適用される場合、ほぼ大部分の場合、隣接敷地を侵犯して苦情が発生する余地が多いという点であり、工事費が高いという点も大きな問題の一つである。 However, the biggest drawback of this method is that when this method is applied in a complex city, there is a lot of room for infringement of adjacent sites in most cases, and there is much room for construction costs. One of the big problems is that it is expensive.

特許文献1(発明の名称:鋼管切梁のY型連結構造、登録日:2007.03.16)には、腹起しに与える力を分散して伝達できるように両側腹起しに傾斜して設けられる2つの鋼管切梁と、前記両側腹起しの内側に所定距離離隔して位置する二重鋼管切梁と、前記2つの鋼管切梁と二重鋼管切梁との間に位置し、2つの鋼管切梁および二重鋼管切梁に連結される連結体と、前記2つの鋼管切梁および二重鋼管切梁にそれぞれ接合し、前記連結体にそれぞれ接触して前記連結体に締結される基礎板とを含むことを特徴とする。 In Patent Document 1 (Title of Invention: Y-type connection structure of steel pipe cut beam, registration date: 2007.03.16), it is inclined on both sides erected so that the force applied to the erection can be distributed and transmitted. Between the two steel pipe cut beams and the double steel pipe cut beam. Connected to two steel pipe cut beams and double steel pipe cut beams, and joined to the two steel pipe cut beams and double steel pipe cut beams, respectively, and contacted with the connected bodies and fastened to the connected body And a base plate to be made.

前記のような従来技術による鋼管切梁のY型連結構造は、二重鋼管切梁の荷重がそれぞれの鋼管切梁に分散することができる。 In the Y-type connection structure of steel pipe cut beams according to the conventional technology as described above, the load of the double steel pipe cut beams can be distributed to each steel pipe cut beam.

しかし、土圧が大きく発生する地域では、二重鋼管切梁に加えられる荷重によって二重鋼管切梁が一側に撓むねじりが発生し、仮設土留め工事に有益でないという欠点があった。 However, in areas where earth pressure is greatly generated, the double steel pipe cut beam is twisted to one side due to the load applied to the double steel pipe cut beam, which is not useful for temporary earth retaining work.

これにより、二重鋼管切梁の剛性を高めたり、二重鋼管切梁を並列に連結する方法が講じられてきたが、この場合、二重鋼管切梁の自重によって下側へ傾く問題があった。 As a result, methods have been taken to increase the rigidity of double steel pipe cut beams and to connect double steel pipe cut beams in parallel, but in this case, there is a problem that the double steel pipe cut beams are inclined downward due to their own weight. It was.

韓国登録特許第10−0698878号公報Korean Registered Patent No. 10-0698878

本発明は、上記の問題を解決するためになされたものであって、その目的は、切梁の撓みが予測または発生する地点に緊張力を提供して切梁の撓む現象を防止可能で、仮設土留め工事の安全性を確保することができる土留め仮施設工事用撓み防止切梁を提供することである。 The present invention has been made to solve the above-described problems, and its purpose is to provide a tension force at a point where the bending of the beam is predicted or occurs to prevent the phenomenon of bending of the beam. Another object of the present invention is to provide a bend-preventing beam for earth retaining temporary facility construction that can ensure the safety of temporary earth retaining works.

上記の問題を解決するために、本発明に係る土留め仮施設工事用撓み防止切梁は、互いに対向する土留め壁体の間を横切って配置され、前記土留め壁体の腹起しに連結される切梁と、一側は前記腹起しに連結され、他側は前記切梁の長手方向の端部からそれぞれ両側に隔てられて設けられる傾斜梁と、前記切梁の外側に設けられる緊張部材と、前記切梁の長手方向に設けられ、前記緊張部材に緊張力を加えて前記切梁に発生する偏心を相殺させる緊張線とが含まれることを特徴とする。 In order to solve the above-described problem, the anti-deformation beam for construction work of a retaining wall according to the present invention is disposed across between the retaining wall bodies facing each other, and is used to raise the abdomen of the retaining wall body. Cut beams to be connected, one side is connected to the bulge, and the other side is an inclined beam provided on both sides from the longitudinal end of the cut beam, and provided on the outside of the cut beam And a tension line provided in the longitudinal direction of the beam and applying a tension force to the tension member to offset the eccentricity generated in the beam.

また、前記緊張部材は、前記切梁の一側、または一側および他側ともに設けられてもよいことを特徴とする。 In addition, the tension member may be provided on one side of the beam, or on one side and the other side.

また、前記緊張部材は、前記切梁の外周面に沿って一定間隔離隔することを特徴とする。 The tension members may be spaced apart along the outer peripheral surface of the beam.

また、前記緊張部材は、前記切梁の両端部から中心部へいくほど、高さが高くなることを特徴とする。 Further, the tension member is characterized in that the height increases as it goes from both ends of the beam to the center.

また、前記切梁と前記傾斜梁とは、連結部材を介して結合することを特徴とする。 Moreover, the said cut beam and the said inclination beam are couple | bonded through a connection member, It is characterized by the above-mentioned.

また、前記連結部材は、2つのフランジと、該フランジの間に備えられるウェブとを含むHビーム(H−beam)であることを特徴とする。 The connecting member may be an H-beam that includes two flanges and a web provided between the flanges.

また、前記連結部材は、前記切梁の端部に設けられる水平フレームと、該水平フレームの両側端部から傾斜して延び、前記水平フレームと三角形をなす傾斜フレームとが含まれることを特徴とする。 The connecting member includes a horizontal frame provided at an end portion of the beam, and an inclined frame extending from the both side end portions of the horizontal frame so as to form a triangle with the horizontal frame. To do.

また、前記緊張線の両側端部は、前記水平フレームの2つのフランジのうちの隣接したフランジを貫通して設けられることを特徴とする。 In addition, both end portions of the tension line may be provided through adjacent flanges of two flanges of the horizontal frame.

また、前記緊張線の両側端部は、前記水平フレームの2つのフランジともを貫通して設けられることを特徴とする。 In addition, both end portions of the tension line are provided so as to penetrate both the two flanges of the horizontal frame.

また、前記水平フレームと前記傾斜フレームの内側フランジまたは外側フランジと当接する水平部と、該水平部の端部に連続形成され、前記水平フレームのウェブに当接する垂直部とが含まれるL型フレームが含まれることを特徴とする。 An L-shaped frame including a horizontal portion that contacts the horizontal frame and an inner flange or an outer flange of the inclined frame, and a vertical portion that is continuously formed at an end of the horizontal portion and contacts the web of the horizontal frame. Is included.

また、前記水平部は、前記水平フレームと前記傾斜フレームの内側フランジまたは外側フランジよりも長く作製されて露出し、前記緊張線は、前記水平部の露出した部分に設けられることを特徴とする。 The horizontal portion may be longer and longer than an inner flange or an outer flange of the horizontal frame and the inclined frame, and the tension line may be provided at an exposed portion of the horizontal portion.

以上のような本発明によれば、切梁の撓みが予測または発生する地点に緊張力を提供して切梁の撓む現象を防止可能で、仮設土留め工事の安全性を確保することができるという利点がある。 According to the present invention as described above, it is possible to prevent the phenomenon of bending of the cut beam by providing a tension to a point where the bending of the cut beam is predicted or occurs, and to ensure the safety of the temporary earth retaining work. There is an advantage that you can.

本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁が適用された仮設土留め工事を概略的に示す平面図である。It is a top view which shows roughly the temporary earthing construction to which the bending prevention cut beam for earthing temporary facility construction which concerns on preferable embodiment of this invention was applied. 本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の一側外周面に緊張部材が設けられた様子を示す平面図である。It is a top view which shows a mode that the tension | tensile_strength member was provided in one side outer peripheral surface of the bending prevention cut beam for earth retaining temporary facility constructions concerning preferable embodiment of this invention. 本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の両側外周面に緊張部材が設けられた様子を示す平面図である。It is a top view which shows a mode that the tension | tensile_strength member was provided in the both-sides outer peripheral surface of the bending prevention cut beam for earth retaining temporary facilities construction which concerns on preferable embodiment of this invention. 本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の一側外周面に緊張部材が長手方向に沿って設けられた様子を示す平面図である。It is a top view which shows a mode that the tension | tensile_strength member was provided along the longitudinal direction at the one side outer peripheral surface of the bending prevention cut beam for earth retaining temporary facility constructions concerning preferable embodiment of this invention. 本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の両側外周面に緊張部材が長手方向に沿って設けられた様子を示す平面図である。It is a top view which shows a mode that the tension | tensile_strength member was provided along the longitudinal direction on the both-sides outer peripheral surface of the bending prevention cut beam for earth retaining temporary facilities construction concerning preferable embodiment of this invention. 本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の水平フレームまたは傾斜フレームに緊張線が設けられる様子を示す図である。It is a figure which shows a mode that a tension | tensile_strength line is provided in the horizontal frame or the inclination flame | frame of the bending prevention cut beam for earth retaining temporary facilities construction which concerns on preferable embodiment of this invention. 本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の水平フレームまたは傾斜フレームに緊張線が設けられる様子を示す図である。It is a figure which shows a mode that a tension | tensile_strength line is provided in the horizontal frame or the inclination flame | frame of the bending prevention cut beam for earth retaining temporary facilities construction which concerns on preferable embodiment of this invention. 本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の水平フレームまたは傾斜フレームに緊張線が設けられる方法を示す例示図である。It is an exemplary view showing a method in which a tension line is provided on the horizontal frame or the inclined frame of the anti-bending beam for temporary holding facility construction according to a preferred embodiment of the present invention. 本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の水平フレームまたは傾斜フレームに緊張線が設けられる方法を示す例示図である。It is an exemplary view showing a method in which a tension line is provided on the horizontal frame or the inclined frame of the anti-bending beam for temporary holding facility construction according to a preferred embodiment of the present invention.

以下、添付した図面を参照して、本発明の実施形態を説明する。各図面に提示された同一の符号は、同一の部材を表す。本発明を説明するにあたり、かかる公知の機能あるいは構成に関する具体的な説明は、本発明の要旨をあいまいにしないために省略する。 Hereinafter, embodiments of the present invention will be described with reference to the accompanying drawings. The same reference numerals provided in each drawing represent the same member. In describing the present invention, specific descriptions of such well-known functions or configurations are omitted so as not to obscure the subject matter of the present invention.

本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁は、切梁100と、傾斜梁200と、緊張部材300と、緊張線400とが含まれ、前記切梁100、傾斜梁200と、後述する連結部材500は、Hビーム(H−beam)に作製される。 The bend prevention cut beam for temporary retaining facility construction according to a preferred embodiment of the present invention includes a cut beam 100, an inclined beam 200, a tension member 300, and a tension line 400. 200 and a connecting member 500 to be described later are formed in an H-beam.

ここで、Hビームについて簡単に説明すれば、Hビームは、断面がH形状を有し、一定の長さに切断される部材であって、互いに平行に対向する一対のフランジと、一対のフランジの中央を連結するウェブとから構成される。 Here, the H beam will be briefly described. The H beam has a H-shaped cross section and is a member that is cut into a certain length, and includes a pair of flanges facing each other in parallel and a pair of flanges. And a web connecting the centers of the two.

図1には、本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁が適用された仮設土留め工事を概略的に示す平面図が示されている。その構造は、長方形の平面構造を有する土留め仮施設工事のために掘削された部位の内壁には土留め壁体が施工され、この土留め壁体の内側には腹起し10が横方向に設けられる。 FIG. 1 is a plan view schematically showing temporary earth retaining work to which a bending prevention beam for earth retaining temporary facility construction according to a preferred embodiment of the present invention is applied. The structure is such that a retaining wall body is constructed on the inner wall of the site excavated for the construction of the retaining structure having a rectangular planar structure, and the erection 10 is laterally arranged inside the retaining wall body. Provided.

また、長方形に掘削された内壁のうち、長さの長い辺の間を直角に横切るように設けられ、内壁から伝達される土圧を支持する切梁100が設けられる。前記切梁100の長手方向の両側端部には、腹起し10と連結構造を略三角形状を有するように、両側から傾斜した状態で支持するための一対の傾斜梁200が用意される。 Further, a cut beam 100 is provided so as to cross a long side of the inner wall excavated in a rectangular shape at right angles, and supports earth pressure transmitted from the inner wall. A pair of inclined beams 200 are prepared at both ends in the longitudinal direction of the cut beam 100 to support the erection 10 and the connecting structure in an inclined state so as to have a substantially triangular shape.

前記腹起し10は、掘削される地盤の大きさによって、単一腹起しまたは二重腹起しを用いてもよい。 The erection 10 may be a single erection or a double erection depending on the size of the ground to be excavated.

また、前記切梁100は、内壁から伝達される土圧が支持されるように、長手方向の中央部には、切梁100の両側端部に荷重を加えるジャッキ(図示せず)が設けられてもよい。 In addition, the cut beam 100 is provided with a jack (not shown) for applying a load to both side ends of the cut beam 100 at the center in the longitudinal direction so that earth pressure transmitted from the inner wall is supported. May be.

図2には、本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の一側外周面に緊張部材が設けられた様子を示す平面図が示されている。 The top view which shows a mode that the tension | tensile_strength member was provided in FIG. 2 at the one side outer peripheral surface of the bending prevention cut beam for earth retaining temporary facilities construction which concerns on preferable embodiment of this invention is shown.

図2に示されているように、切梁100の一側には緊張部材300が設けられるが、このような緊張部材300は、切梁100の長手方向の中央に設けられる。 As shown in FIG. 2, a tension member 300 is provided on one side of the beam 100, and the tension member 300 is provided at the center in the longitudinal direction of the beam 100.

また、前記切梁100の一側外周面には、切梁100の長手方向に緊張線400が設けられる。前記緊張線400は、前記緊張部材300によって弦が引かれるように切梁100から離隔してピンと張り詰めながら緊張力が発生し、緊張力は切梁100方向に加力する。 In addition, a tension line 400 is provided in the longitudinal direction of the cut beam 100 on one outer peripheral surface of the cut beam 100. The tension line 400 is separated from the beam 100 so that the string is pulled by the tension member 300, and tension is generated while tightening the pin, and the tension is applied in the direction of the beam 100.

例えば、前記切梁100に一側に変位が発生したり発生が予測される場合、変位発生地点に緊張部材300と緊張線400を設けると、前記緊張部材300および緊張線400から切梁100側に加力する緊張力を利用して変位発生地点を補強することができる。 For example, when a displacement occurs or is predicted to occur on one side of the beam 100, if a tension member 300 and a tension line 400 are provided at the displacement occurrence point, the tension beam 300 and the tension line 400 side the beam 100 side. The displacement occurrence point can be reinforced using the tension force applied to the.

一方、図3には、本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の両側外周面に緊張部材300が設けられた様子を示す平面図が示されている。図3に示されているように、切梁100の両側外周面に変位が発生したり発生が憂慮される地点を補強することができる。 On the other hand, FIG. 3 is a plan view showing a state in which tension members 300 are provided on the outer peripheral surfaces on both sides of the bend prevention beam for construction of a temporary holding facility according to a preferred embodiment of the present invention. As shown in FIG. 3, it is possible to reinforce a point where displacement occurs on the outer peripheral surfaces on both sides of the cut beam 100 or the occurrence is concerned.

図4〜図5に示されているように、前記切梁100の一側または両側に変位が広範囲に発生したり発生が憂慮される場合、切梁100の長手方向に沿って複数の緊張部材300を設ける。そして、緊張部材300を緊張線400で加圧して、切梁100の一側または両側に緊張力を均一に加力することができる。 As shown in FIGS. 4 to 5, when a wide range of displacement occurs on one side or both sides of the beam 100 or the occurrence of such a risk is concerned, a plurality of tension members along the longitudinal direction of the beam 100. 300 is provided. And the tension member 300 can be pressurized with the tension line 400, and the tension force can be uniformly applied to one side or both sides of the beam 100.

また、前記のように切梁100の長手方向に沿って設けられる複数の緊張部材300は、一定間隔離隔して設けられてもよい。前記複数の緊張部材300は、切梁100に変位が発生または予測される地点で最も大きい高さを有し、変位が発生または予測されない地点へいくほど、次第に低い高さを有することが特徴である。 Further, as described above, the plurality of tension members 300 provided along the longitudinal direction of the cut beam 100 may be provided with a certain distance therebetween. The plurality of tension members 300 have a maximum height at a point where a displacement of the cutting beam 100 is generated or predicted, and gradually decrease in height toward a point where the displacement is not generated or predicted. is there.

これにより、本発明は、切梁100に変位が最も大きく発生すると予測される地点または発生した地点に強い緊張力を加えることができる。このような緊張力は、腹起し10から切梁100に伝達される土圧による撓みを相殺できることが特徴である。 Thereby, this invention can apply strong tension | tensile_strength to the point which generate | occur | produces the largest displacement to the cut beam 100, or the point which generate | occur | produced. Such a tension force is characterized in that it can offset the bending due to earth pressure transmitted from the erection 10 to the cut beam 100.

また、前記のような方法により、切梁100の自重によって下側に傾きが発生することを相殺することもできる。 In addition, by the method as described above, it is possible to cancel the occurrence of the downward inclination due to the weight of the cut beam 100.

一方、図2〜図5に示されているように、切梁100の両側端部には傾斜梁200が設けられる。前記切梁100と傾斜梁200とは、連結部材500を介して結合し、連結部材500は、切梁100の端部に連結される水平フレーム510と、該水平フレームに連結されると同時に、傾斜梁200の端部に連結される傾斜フレーム520とから構成される。 On the other hand, as shown in FIGS. 2 to 5, inclined beams 200 are provided at both end portions of the cut beam 100. The cut beam 100 and the inclined beam 200 are connected through a connecting member 500. The connecting member 500 is connected to the horizontal frame 510 connected to the end of the cut beam 100, and at the same time connected to the horizontal frame. It is comprised from the inclination flame | frame 520 connected with the edge part of the inclination beam 200. FIG.

前記切梁100および傾斜梁200ともHビームに作製されるが、このようなHビームの両側端部は、断面が平らに切断されることによって、切梁100と、該切梁100の端部から両側に隔てられて配置される傾斜梁200とを直接連結することが困難である。 Both the cut beam 100 and the inclined beam 200 are formed into an H beam. Both side ends of such an H beam are cut into a flat cross section so that the cut beam 100 and the end of the cut beam 100 are cut. It is difficult to directly connect the inclined beam 200 disposed on both sides of the beam.

これにより、前記水平フレーム510は、切梁100の端部と垂直に連結され、前記傾斜フレーム520は、傾斜梁200の端部とそれぞれ垂直に連結される。前記水平フレーム510および傾斜フレーム520は、Hビームに作製される。 Accordingly, the horizontal frame 510 is vertically connected to the end of the cut beam 100, and the inclined frame 520 is connected to the end of the inclined beam 200 vertically. The horizontal frame 510 and the inclined frame 520 are formed as an H beam.

図2〜図5に示されているように、前記傾斜フレーム520は、水平フレーム510の両側端部から傾斜した状態で延長形成されるが、前記水平フレーム510と傾斜フレーム520とは、大体、三角形、正確には二等辺三角形状をなす。 As shown in FIGS. 2 to 5, the inclined frame 520 is formed to extend from both side ends of the horizontal frame 510, and the horizontal frame 510 and the inclined frame 520 are roughly composed of It is a triangle, more precisely an isosceles triangle.

また、前記傾斜梁200の両側端部のうち、傾斜フレーム520に連結される端部と反対側に位置した端部、正確には、図1に示されているように、傾斜梁200と腹起し10とが連結される部位にも、前記連結部材500と同じ役割を果たす他の連結部材500’が備えられることが好ましい。 In addition, of the two side ends of the inclined beam 200, the end located on the opposite side to the end connected to the inclined frame 520, more precisely, as shown in FIG. It is preferable that another connecting member 500 ′ that plays the same role as the connecting member 500 is also provided at a portion where the joint 10 is connected.

図6〜図7には、本発明の好ましい実施形態に係る土留め仮施設工事用撓み防止切梁の水平フレームまたは傾斜フレームに緊張線が設けられる様子を示す図が示されている。図6〜図7には、緊張線400の一側端部が結合する状態が示されており、緊張線400の他側端部は、一側端部と同一である。 FIGS. 6 to 7 are diagrams showing a state in which tension lines are provided on the horizontal frame or the inclined frame of the anti-bending beam for the temporary holding facility construction according to the preferred embodiment of the present invention. 6 to 7 show a state in which one side end portion of the tension line 400 is coupled, and the other side end portion of the tension line 400 is the same as the one side end portion.

前述のような緊張線400は、緊張部材300によって緊張した状態が安定的に維持できるように、水平フレーム510または傾斜フレーム520に固定される。前記緊張線400は、図6〜図7に示されているように、水平フレーム510に連結されてもよいし、水平フレーム510と傾斜フレーム520は、それぞれHビームに作製される。 The tension line 400 as described above is fixed to the horizontal frame 510 or the inclined frame 520 so that the tensioned state by the tension member 300 can be stably maintained. The tension line 400 may be connected to a horizontal frame 510 as shown in FIGS. 6 to 7, and the horizontal frame 510 and the inclined frame 520 are each formed as an H beam.

図6には、緊張線の両側端部が2つのフランジのうちの切梁100に隣接したフランジを貫通して固定される様子が示されており、図7には、緊張線の両側端部が2つのフランジともを貫通して離隔したフランジに固定される様子が示されている。図6と図7の緊張線400の長さが同一であると仮定すれば、図7に示されているように、緊張線400が離隔したフランジFに設けられた緊張線400の有する緊張力がより大きくなることは自明である。 FIG. 6 shows a state where both end portions of the tension line are fixed through the flange adjacent to the cut beam 100 of the two flanges, and FIG. 7 shows both end portions of the tension line. Is shown fixed to a flange which penetrates both flanges and is spaced apart. Assuming that the lengths of the tension lines 400 in FIGS. 6 and 7 are the same, as shown in FIG. 7, the tension force of the tension lines 400 provided on the flanges F at which the tension lines 400 are spaced apart from each other. It is obvious that becomes larger.

一方、図8〜図9には、前述した図6〜図7における緊張線400がフランジに設けられる方法が示されている。図8に示されているように、緊張線400は、フランジFを貫通した後、別の固定部材20を用いて固定されてもよい。 On the other hand, FIGS. 8 to 9 show a method in which the tension line 400 in FIGS. 6 to 7 described above is provided on the flange. As shown in FIG. 8, the tension line 400 may be fixed by using another fixing member 20 after passing through the flange F.

また、図9に示されているように、1つのフランジF(内側フランジまたは外側フランジのうちのいずれか1つ)とウェブWに当接するL型フレーム700が備えられ、該L型フレーム700には緊張線400が固定されるが、L型フレーム700は、水平部710と垂直部720とから構成される。 Further, as shown in FIG. 9, an L-shaped frame 700 that abuts against one flange F (either one of an inner flange or an outer flange) and the web W is provided. Although the tension line 400 is fixed, the L-shaped frame 700 includes a horizontal portion 710 and a vertical portion 720.

前記水平部710は、水平フレーム510と傾斜フレーム520のフランジFと当接し、垂直部720は、ウェブWに当接する。前記水平部710は、当接するフランジFよりも長く作製される。 The horizontal portion 710 contacts the flange F of the horizontal frame 510 and the inclined frame 520, and the vertical portion 720 contacts the web W. The horizontal portion 710 is made longer than the flange F that abuts.

前記のように水平部710がフランジFよりも長く作製されると、フランジFの外部に露出し、このように露出する部分には緊張線400が設けられてもよい。この場合、緊張線400は、フランジFと干渉が発生せず、緊張線400の設置が容易である。そして、フランジFに穴あけを施す工程が省略されるため、設置に費やされる時間が著しく低減できる特徴がある。 As described above, when the horizontal portion 710 is made longer than the flange F, it is exposed to the outside of the flange F, and the tension line 400 may be provided in the exposed portion. In this case, the tension line 400 does not interfere with the flange F, and the tension line 400 is easy to install. And since the process of drilling the flange F is omitted, there is a feature that the time spent for installation can be remarkably reduced.

また、図1〜図7の説明されていない符号30は支持フレームであり、このような支持フレーム30は、切梁100と腹起し10との間に設けられ、切梁100から腹起し10に伝達される垂直方向の荷重を支持する役割を果たす。 1 to 7 is a support frame, and such a support frame 30 is provided between the beam 100 and the bulge 10 and is erected from the beam 100. It plays the role of supporting the vertical load transmitted to the.

図面と明細書において最適な実施形態が開示された。ここで、特定の用語が使われたが、これは単に本発明を説明するための目的で使われたものであり、意味の限定や特許請求の範囲に記載された本発明の範囲を制限するために使われたものではない。そのため、本技術分野における通常の知識を有する者であれば、これから多様な変形および均等な他の実施形態が可能であることを理解するであろう。したがって、本発明の真の技術的保護範囲は、添付した特許請求の範囲の技術的思想によって定められなければならない。 The preferred embodiments have been disclosed in the drawings and specification. Here, specific terminology has been used, but is used merely for the purpose of describing the present invention and limits the meaning of the invention as defined by the meaning and claims. It was not used for that purpose. Therefore, those skilled in the art will understand that various modifications and other equivalent embodiments are possible from this. Therefore, the true technical protection scope of the present invention should be determined by the technical idea of the appended claims.

Claims (11)

互いに対向する土留め壁体の間を横切って配置され、前記土留め壁体の腹起しに連結される切梁と、
一側は前記腹起しに連結され、他側は前記切梁の長手方向の端部からそれぞれ両側に隔てられて設けられる傾斜梁と、
前記切梁の外側に設けられる緊張部材と、
前記切梁の長手方向に設けられ、前記緊張部材に緊張力を加えて前記切梁に発生する偏心を相殺させる緊張線とが含まれることを特徴とする土留め仮施設工事用撓み防止切梁。
A cross beam arranged across the earth retaining wall bodies facing each other and connected to the flank of the earth retaining wall body;
One side is connected to the bulge, and the other side is an inclined beam provided on both sides from the longitudinal end of the cut beam, and
A tension member provided on the outside of the beam,
And a tension line that is provided in a longitudinal direction of the cut beam and applies a tension force to the tension member to offset the eccentricity generated in the cut beam. .
前記緊張部材は、前記切梁の一側、または一側および他側ともに設けられてもよいことを特徴とする請求項1に記載の土留め仮施設工事用撓み防止切梁。 The said tension member may be provided in the one side of the said cut beam, or one side and the other side, The bending prevention cut beam for earth retaining temporary facilities construction of Claim 1 characterized by the above-mentioned. 前記緊張部材は、前記切梁の外周面に沿って一定間隔離隔することを特徴とする請求項1に記載の土留め仮施設工事用撓み防止切梁。 The said tension member is spaced apart by a fixed distance along the outer peripheral surface of the said beam, The bending prevention cut beam for earth retaining temporary facilities construction of Claim 1 characterized by the above-mentioned. 前記緊張部材は、前記切梁の両端部から中心部へいくほど、高さが高くなることを特徴とする請求項3に記載の土留め仮施設工事用撓み防止切梁。 The said tension member becomes the height which becomes so high that it goes to the center part from the both ends of the said cut beam, The bending prevention cut beam for earth retaining temporary facilities construction of Claim 3 characterized by the above-mentioned. 前記切梁と前記傾斜梁とは、連結部材を介して結合することを特徴とする請求項1に記載の土留め仮施設工事用撓み防止切梁。 The said prevention beam and said inclination beam are couple | bonded through a connection member, The bending prevention cutting beam for earth retaining temporary facilities construction of Claim 1 characterized by the above-mentioned. 前記連結部材は、
2つのフランジと、該フランジの間に備えられるウェブとを含むHビーム(H−beam)であることを特徴とする請求項5に記載の土留め仮施設工事用撓み防止切梁。
The connecting member is
6. The anti-deflection beam for earth retaining temporary facility construction according to claim 5, wherein the beam is an H-beam including two flanges and a web provided between the flanges.
前記連結部材は、
前記切梁の端部に設けられる水平フレームと、
該水平フレームの両側端部から傾斜して延び、前記水平フレームと三角形をなす傾斜フレームとが含まれることを特徴とする請求項6に記載の土留め仮施設工事用撓み防止切梁。
The connecting member is
A horizontal frame provided at an end of the beam,
7. The anti-deflection beam for temporary construction of earth retaining facilities according to claim 6, wherein the horizontal frame and the inclined frame extending in a triangle form from both side end portions of the horizontal frame are included.
前記緊張線の両側端部は、前記水平フレームの2つのフランジのうちの隣接したフランジを貫通して設けられることを特徴とする請求項6に記載の土留め仮施設工事用撓み防止切梁。 The bending prevention cut beam for earth retaining temporary facility construction according to claim 6, wherein both end portions of the tension line are provided through adjacent flanges of two flanges of the horizontal frame. 前記緊張線の両側端部は、前記水平フレームの2つのフランジともを貫通して設けられることを特徴とする請求項6に記載の土留め切梁。 The earth retaining beam according to claim 6, wherein both end portions of the tension line are provided so as to penetrate both flanges of the horizontal frame. 前記水平フレームと前記傾斜フレームの内側フランジまたは外側フランジと当接する水平部と、該水平部の端部に連続形成され、前記水平フレームのウェブに当接する垂直部とが含まれるL型フレームが含まれることを特徴とする請求項6に記載の土留め切梁。 An L-shaped frame including a horizontal portion that contacts the horizontal frame and an inner flange or an outer flange of the inclined frame, and a vertical portion that is continuously formed at an end of the horizontal portion and contacts the web of the horizontal frame is included. The earth retaining beam according to claim 6. 前記水平部は、前記水平フレームと前記傾斜フレームの内側フランジまたは外側フランジよりも長く作製されて露出し、
前記緊張線は、前記水平部の露出した部分に設けられることを特徴とする請求項10に記載の土留め仮施設工事用撓み防止切梁。
The horizontal portion is made longer than the inner flange or the outer flange of the horizontal frame and the inclined frame, and is exposed.
The said tension line is provided in the exposed part of the said horizontal part, The bending prevention cut beam for earth retaining temporary facilities construction of Claim 10 characterized by the above-mentioned.
JP2016527946A 2013-07-19 2014-07-21 Deflection prevention beam for construction of earth retaining facilities Pending JP2016528407A (en)

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KR20130085433A KR20150010422A (en) 2013-07-19 2013-07-19 Mid supporting beam for temporary soil sheathing work
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PCT/KR2014/006599 WO2015009126A1 (en) 2013-07-19 2014-07-21 Anti-bending strut for use in construction of temporary earth retaining structure

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