JP7096469B1 - Small cross-section underground continuous wall - Google Patents

Small cross-section underground continuous wall Download PDF

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JP7096469B1
JP7096469B1 JP2022028746A JP2022028746A JP7096469B1 JP 7096469 B1 JP7096469 B1 JP 7096469B1 JP 2022028746 A JP2022028746 A JP 2022028746A JP 2022028746 A JP2022028746 A JP 2022028746A JP 7096469 B1 JP7096469 B1 JP 7096469B1
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驍人 大神
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Abstract

【課題】壁厚を小さくし、また、芯材を簡易な方法で垂直に建込むことができるようにすることで、本体設備の構築スペースを有効に活用することでき、狭小な施工現場でも簡易かつ低廉に施工可能となるような地中連続壁を提供すること。【解決手段】地盤を壁体の幅に相当する幅をもって延長方向へ溝状に掘削して掘削溝を形成し、該掘削溝内に充填される固化体と主筋及び配力筋が格子状に結合された鉄筋を芯材として一体的に構成したことを特徴とする地中連続壁とする。【選択図】図2[Problem] By reducing the wall thickness and enabling the core material to be erected vertically by a simple method, the construction space of the main equipment can be effectively used, and it is easy to use even in a narrow construction site. To provide a diaphragm wall which can be constructed at low cost. SOLUTION: The ground is excavated in a groove shape in the extension direction with a width corresponding to the width of the wall to form the excavated groove, and the solidified material, the main reinforcement and the distribution reinforcement to be filled in the excavated groove are arranged in a grid pattern. The diaphragm wall is characterized by integrally constructing the connected reinforcing bars as a core material. [Selection drawing] Fig. 2

Description

本発明は、仮設構造物の土留め壁として用いる地中連続壁の構造に関するものである。 The present invention relates to the structure of an underground continuous wall used as a retaining wall for a temporary structure.

従来、開削工法により掘削を行う場合、周辺土砂の崩壊を防止したり、止水を目的に仮設構造物として土留め壁が設置される。この土留め壁として一般的には親杭横矢板壁、鋼矢板壁、鋼管矢板壁などが構築される。
これらのうち親杭横矢板壁は、止水性がほとんどなく、地山の変形も大きくなり、さらには根入れ部が連続していないため軟弱地盤への適用が困難である。また鋼矢板壁は、止水性はあるもののたわみ性を有するため壁体の変形が大きくなり、さらには打設時や引き抜き時に騒音・振動などが問題になることもある。また鋼管矢板壁は、鋼管矢板を打撃したり、振動を加えたり、圧入したりして建て込むので、比較的大型の施工機械が必要となるため、狭小な現場での施工には向かず、さらには騒音や振動を生じさせるため住宅地や商業施設などが密集している場所には適さない。
Conventionally, when excavation is carried out by the excavation method, a retaining wall is installed as a temporary structure for the purpose of preventing the collapse of surrounding earth and sand and stopping water. As this earth retaining wall, a parent pile horizontal sheet pile wall, a steel sheet pile wall, a steel pipe sheet pile wall, etc. are generally constructed.
Of these, the horizontal sheet pile wall of the main pile has almost no water stoppage, the deformation of the ground is large, and the rooting part is not continuous, so it is difficult to apply it to soft ground. In addition, the steel sheet pile wall is water-stopping but has flexibility, so that the wall body is greatly deformed, and noise and vibration may become a problem at the time of placing and pulling out. In addition, since the steel pipe sheet pile wall is built by hitting the steel pipe sheet pile, applying vibration, or press-fitting it, a relatively large construction machine is required, so it is not suitable for construction in a narrow site. Furthermore, it is not suitable for places where residential areas and commercial facilities are crowded because it causes noise and vibration.

これら従来から存在する土留め壁の欠点を解消するため、地中連続壁を土留め壁として用いるケースが増えている。この地中連続壁は、バケット式掘削機又は単軸ないし多軸のオーガ掘削機等により矩形状または柱列状に連続した掘削溝を構築し、この掘削溝内に固化体と芯材を一体構造として構築するものである。 In order to eliminate the drawbacks of these conventional earth retaining walls, there are increasing cases where continuous underground walls are used as earth retaining walls. For this continuous underground wall, a continuous excavation groove in a rectangular or columnar shape is constructed by a bucket type excavator or a single-axis or multi-axis auger excavator, and the solidified body and the core material are integrated in this excavation groove. It is constructed as a structure.

この地中連続壁に用いられる固化体は、コンクリート系、泥水固化系、ソイルセメント系に大別される。これら各固化体を用いた一般的な施工方法を概説すると、コンクリート系の地中連続壁は、掘削溝の崩壊を防ぐため安定液を掘削溝内に供給しながら掘削して所定の長さの掘削溝を構築した後、芯材として鉄筋かごやH形鋼を建て込み、掘削溝内に配管されたトレミー管からコンクリートを供給して構築される。また、泥水固化系の地中連続壁は、掘削溝内に鉄筋かごやH形鋼を建て込み、掘削溝内に配管されたトレミー管から泥水固化液を供給して掘削溝内の泥水と置換打設して構築される。また、ソイルセメント系の地中連続壁は、オーガ掘削混練機のスクリューの先端よりセメントスラリーを吐出しながらこれと掘削土を撹拌混練しつつ掘削して掘削溝の構築とソイルセメントの充填を同時に施工してソイルセメント柱を形成した後、芯材としてH形鋼を建て込むことにより構築される。 The solidified body used for this continuous underground wall is roughly classified into a concrete type, a muddy water solidified type, and a soil cement type. To outline the general construction method using each of these solidified bodies, the concrete-based continuous underground wall is excavated while supplying a stabilizer into the excavation ditch to prevent the excavation ditch from collapsing, and has a predetermined length. After constructing the excavation ditch, a reinforced cage or H-shaped steel is built as a core material, and concrete is supplied from a tremie pipe installed in the excavation ditch. In addition, for the continuous underground wall of the muddy water solidification system, a reinforcing bar cage and H-shaped steel are built in the excavation ditch, and the muddy water solidification liquid is supplied from the tremie pipe piped in the excavation ditch to replace the muddy water in the excavation ditch. Set up and built. In addition, the soil cement-based underground continuous wall is excavated while discharging cement slurry from the tip of the screw of the auger excavation and kneader while stirring and kneading the excavated soil to construct an excavation ditch and fill the soil cement at the same time. It is constructed by constructing a soil cement column and then building an H-shaped steel as a core material.

これらの地中連続壁を用いることにより、止水性が確保され、強度を大きくし、騒音や振動を抑えることができる土留め壁が構築される。一方、これらの地中連続壁にはいずれも芯材としてH形鋼、鉄筋かご、鋼管などの鋼材系やプレキャスト系のものが多く用いられている。これらの芯材は地盤からの土圧や水圧による曲げモーメントによって生ずる引張応力を負担する部材として用いられるものであるため、ある程度の大きさを持った断面を有している必要性がある。 By using these continuous underground walls, a retaining wall that can secure water stoppage, increase strength, and suppress noise and vibration is constructed. On the other hand, for all of these underground continuous walls, steel-based materials such as H-shaped steel, reinforcing bar cages, and steel pipes, and precast-based materials are often used as core materials. Since these core materials are used as members that bear the tensile stress generated by the bending moment due to the earth pressure from the ground or the water pressure, it is necessary to have a cross section having a certain size.

しかし、断面が大きな前記部材を芯材として用いた場合、必然的に地中連続壁の壁厚がある程度の大きさを有することとなる。その結果、掘削深が浅く、かつ、鉛直支持力を考慮する必要のない仮設構造物の土留め壁として利用するには必要以上に厚みのある地中連続壁となってしまう。 However, when the member having a large cross section is used as the core material, the wall thickness of the continuous underground wall inevitably has a certain size. As a result, the excavation depth is shallow, and the wall becomes a continuous underground wall that is thicker than necessary for use as a retaining wall for temporary structures that do not need to consider vertical bearing capacity.

このように必要以上に厚さのある地中連続壁を構築する場合、掘削機や芯材の建て込み用クレーンなどの施工機械が大型化し、現場スペースの狭い場所や資機材搬入のための道路の幅員が小さい現場での施工が困難となる。また、本体設備の構築スペースを狭めてしまうことにもなる。特に掘削深が大きくなく小規模な土留め壁として構築される場合には、地中連続壁の鉛直方向の長さに対してその壁厚が必要以上に厚くなるため不経済となる。 When constructing an underground continuous wall that is thicker than necessary in this way, construction machines such as excavators and cranes for building core materials will become large, and roads for narrow site space and carrying in materials and equipment will be required. It is difficult to construct on site where the width of the crane is small. In addition, the construction space for the main equipment will be narrowed. In particular, when the wall is constructed as a small earth retaining wall without a large excavation depth, it is uneconomical because the wall thickness becomes thicker than necessary with respect to the vertical length of the underground continuous wall.

そこでこのような問題点を解決するため、掘削深が浅い場合に仮設構造物として多用されているソイルセメントによる柱列式の地中連続壁において、芯材として主流のH形鋼ではなく、鉄筋を用いた柱列式の連続地中壁が特許文献1及び特許文献2において開示されている。 Therefore, in order to solve such problems, in the column-type underground continuous wall made of soil cement, which is often used as a temporary structure when the excavation depth is shallow, the core material is not H-shaped steel, which is the mainstream, but reinforcing bars. The columnar type continuous underground wall using the above is disclosed in Patent Document 1 and Patent Document 2.

特開2021―113400号公報Japanese Unexamined Patent Publication No. 2021-13400 特開平6―257169号公報Japanese Unexamined Patent Publication No. 6-257169

上記特許文献1に開示されている柱列式連続壁は、地盤に形成された掘削溝に充填されたソイルセメントの中に芯材としてH形鋼とそれを囲むように又はその下部に配置されている鉄筋かごを用いているが、この方法では断面が円形形状の鉄筋かごを用いているため地中連続壁の壁厚を小さくすることはできていない。また、特許文献2に開示されている柱列式の連続壁は、壁幅において地山側と本体設備構築側の両側に鉄筋を配置しているため、この方法でも壁厚を小さくするには至っていない。 The columnar continuous wall disclosed in Patent Document 1 is arranged in the soil cement filled in the excavation groove formed in the ground so as to surround the H-shaped steel as a core material or below the H-shaped steel. However, this method cannot reduce the wall thickness of the continuous underground wall because it uses a reinforcing bar cage with a circular cross section. Further, in the columnar continuous wall disclosed in Patent Document 2, since the reinforcing bars are arranged on both sides of the ground side and the main body equipment construction side in the wall width, the wall thickness can be reduced even by this method. Not in.

そこで、本発明は、壁厚を小さくし、また、芯材を簡易な方法で垂直に建込むことができるようにすることで、本体設備の構築スペースを有効に活用することができ、狭小な施工現場でも簡易かつ低廉に施工可能となるような土留め壁を構築するために、芯材として主筋及び配力筋を格子状に結合させた鉄筋(以下「格子鉄筋」という)を簡易な方法で建て込む工程を含んで構築する地中連続壁を提供する。 Therefore, in the present invention, by reducing the wall thickness and allowing the core material to be vertically built by a simple method, the construction space of the main body equipment can be effectively utilized, and the space is narrow. In order to construct an earth retaining wall that can be constructed easily and inexpensively even at a construction site, a simple method is to use a reinforcing bar (hereinafter referred to as "lattice reinforcing bar") in which main bars and distribution bars are connected in a grid pattern as a core material. Provide an underground continuous wall to be constructed including the process of building in .

まず本発明に係る地中連続壁は、地盤を壁体の幅に相当する幅をもって延長方向へ溝状に掘削して掘削溝を形成し、該掘削溝内に充填される固化体と芯材である格子鉄筋を一体的に構成したことを特徴とする地中連続壁を構築する。 First , in the underground continuous wall according to the present invention, the ground is excavated in a groove shape in the extension direction with a width corresponding to the width of the wall body to form an excavation groove, and the solidified body and the core material filled in the excavation groove are formed. A continuous underground wall is constructed, which is characterized by the integral construction of the lattice reinforcing bars.

前記地中連続壁は、本体構造物の一部としたり、基礎としたりはせず、仮設構造物としての用途のみを目的としていることから、鉛直力の負担を考慮する必要がなく、地盤からの土圧や水圧による曲げモーメントに対する引張応力のみを負担すればよいことから、応力負担材としての役割を果たす芯材の許容応力度を可能な限り小さくできるため、芯材として従来から主流のH形鋼や鉄筋かごに代えてこれらより断面の小さい格子鉄筋を用いることを特徴とする。 Since the continuous underground wall is not used as a part of the main body structure or as a foundation, but is intended only for use as a temporary structure, it is not necessary to consider the burden of vertical force, and it is necessary to start from the ground. Since it is only necessary to bear the tensile stress for the bending moment due to the earth pressure and water pressure, the allowable stress of the core material that plays a role as a stress bearing material can be made as small as possible. It is characterized in that lattice reinforcing bars having a smaller cross section are used instead of shaped steel and reinforcing bar cages.

前記地中連続壁の平面形状は柱列形であって必要以上に壁厚を大きくせずに土留め壁としての機能を果たすものであればよ。また、前記固化材は、ソイルセメントであって芯材と一体となって土圧及び水圧を負担し、かつ止水性を有するものであればよThe planar shape of the continuous underground wall may be a columnar shape and may function as an earth retaining wall without increasing the wall thickness more than necessary . Further, the solidifying material may be a soil cement that is integrated with the core material to bear earth pressure and water pressure and has water stopping property.

また、本発明に係る地中連続壁は、 前記掘削溝に先に充填したソイルセメントが流動性を有している状態において、前記格子鉄筋を芯材としてその自重を利用して建て込み、その最終工程において該格子鉄筋の格子枠に数本の角材などの格子鉄筋を吊下げ保持する吊下げ保持材を挿通し、該吊下げ保持材の両端を地盤に支持させ、前記ソイルセメントが十分に硬化して該格子鉄筋と完全に一体化するまで保持する工程を有する建込方法を適用して構築される地中連続壁とする。 Further , the underground continuous wall according to the present invention is In a state where the soil cement previously filled in the drilling ditch has fluidity, the lattice reinforcing bar is used as a core material and built using its own weight, and several pieces are built in the lattice frame of the lattice reinforcing bar in the final process. A hanging holding material for suspending and holding the lattice reinforcing bar such as a square bar is inserted to support both ends of the hanging holding material on the ground, and the soil cement is sufficiently hardened to be completely integrated with the lattice reinforcing bar. It will be a continuous underground wall constructed by applying a construction method that has a process of holding up to.

本発明に係る地中連続壁によれば、格子鉄筋を芯材として用いることにより、壁厚を薄くすることができる。そのため小型の施工機械で構築することができるため資機材の搬入のための道路の幅員や建設現場のスペースが狭い場所での施工及び工期の短縮が可能となる。また、本体設備の構築スペースを広く確保することができる。 According to the underground continuous wall according to the present invention, the wall thickness can be reduced by using the lattice reinforcing bar as the core material. Therefore, since it can be constructed with a small construction machine, it is possible to shorten the construction period and the construction in a place where the width of the road for carrying in materials and equipment and the space of the construction site are narrow. In addition, a wide space for constructing the main equipment can be secured.

また、 掘削溝に先行して充填されたソイルセメント中に該ソイルセメントが流動性を有している状態において芯材である格子鉄筋をクレーンで吊上げ、該格子鉄筋の自重により沈み込ませつつ、建込み作業の最終工程において、該格子鉄筋の格子枠に角材などの吊下げ保持材を挿通して、該ソイルセメントが硬化するまで吊下げられた状態を保持するため、重力だけを利用した簡易な方法で格子鉄筋を垂直に建て込むことができる。 again, In a state where the soil cement has fluidity in the soil cement filled prior to the excavation ditch, the lattice reinforcing bar, which is the core material, is lifted by a crane and built while being submerged by the weight of the lattice reinforcing bar. In the final step of the work, a simple method using only gravity is used to insert a hanging holding material such as a square bar into the grid frame of the lattice reinforcing bar and keep the soil cement suspended until it hardens. The lattice reinforcement can be built vertically with.

さらに格子鉄筋が吊下げ保持材によって保持されている状態において後行エレメントの施工による地盤の振動があっても格子鉄筋はずれることがなく、またH形鋼の建て込みのように該H形鋼の天端を吊り金具を利用して保持するといった手間のかかる工程を必要とせずに簡易な方法で垂直に建て込むことができる。したがって経済性に優れ、かつ強度の低下を生じさせることなく短い工期で地中連続壁を構築することが可能となる。 Furthermore, in the state where the lattice reinforcing bar is held by the hanging holding material, the lattice reinforcing bar does not come off even if there is ground vibration due to the construction of the trailing element, and the H-shaped steel is built like the built-in H-shaped steel. It can be built vertically by a simple method without the need for a laborious process such as holding the top end using a hanging bracket. Therefore, it is possible to construct an underground continuous wall in a short construction period with excellent economic efficiency and without causing a decrease in strength.

本発明に係る実施形態の一つである柱列式の地中連続壁の平面図である。It is a top view of the colonnade type underground continuous wall which is one of the embodiments which concerns on this invention. 図1の線A-Aに沿って得た地中連続壁の断面図である。It is sectional drawing of the underground continuous wall obtained along the line AA of FIG. 図1の線B-Bに沿って得た地中連続壁の断面図である。It is sectional drawing of the underground continuous wall obtained along the line BB of FIG. 本発明の実施形態に係る施工方法の説明概略図であり、(a)は地中連続壁に充填された固化体(ソイルセメント)の中へ芯材を建て込んでいる状況を示し、(b)は最上段の格子枠に吊下げ保持材を挿通して芯材が吊下げ保持されている状況を示す。It is explanatory drawing of the construction method which concerns on embodiment of this invention, (a) shows the situation which the core material is built in the solidified body (soil cement) filled in the underground continuous wall, (b). ) Indicates a situation in which the core material is suspended and held by inserting the hanging holding material through the uppermost lattice frame. 一例として本発明に係る地中連続壁のラップ方式による施工方法を示す概略図である。As an example, it is a schematic diagram which shows the construction method by the wrap method of the underground continuous wall which concerns on this invention. 従来からある地中連続壁の一般的な構造を示す概略図であり、(a)は平面図であり、(b)は(a)図の線C―Cに沿って得た地中連続壁の断面図である。It is a schematic diagram which shows the general structure of the conventional underground continuous wall, (a) is a plan view, (b) is the underground continuous wall obtained along the line CC of the figure (a). It is a sectional view of.

以下に、本発明に係る地中連続壁の実施形態について図を用いて説明する。 Hereinafter, an embodiment of the underground continuous wall according to the present invention will be described with reference to the drawings.

図1は、本発明に係る地中連続壁の一つの実施形態を表した平面図であり、図2は、地中連続壁の延長方向の断面図であり、図3は延長方向と直行する方向の断面図である。 FIG. 1 is a plan view showing one embodiment of the underground continuous wall according to the present invention, FIG. 2 is a sectional view in an extension direction of the underground continuous wall, and FIG. 3 is orthogonal to the extension direction. It is sectional drawing of a direction.

地盤1を壁体の幅に相当する幅をもって地中連続壁の延長方向へ溝状に掘削して連続した掘削溝2を構築する。該掘削溝2は、掘削溝幅の大きさや地盤強度などの施工条件によりバケット式又は単軸ないし多軸の回転式オーガその他の掘削機が使い分けられる。本実施形態における柱列式の地中連続壁を構築するための掘削溝2の形成には、通常、単軸又は多軸の混練式オーガ機を用いて掘削される。該オーガ機は、そのスクリューの先端よりセメント、ベントナイトないし高性能ポリマー及び水からなる混合流体であるセメントスラリーを吐出しつつ、これを掘削土と撹拌・混練しながら掘削される。そのため、掘削溝2の構築とソイルセメント(固化体4)の充填が同時に行われてソイルセメント柱が構築される。 A continuous excavation ditch 2 is constructed by excavating the ground 1 in a groove shape in the extension direction of the continuous underground wall with a width corresponding to the width of the wall body. As the excavation ditch 2, a bucket type or a single-screw or multi-screw rotary auger or other excavator may be used depending on the construction conditions such as the size of the excavation ditch width and the ground strength. The excavation ditch 2 for constructing the columnar type continuous underground wall in the present embodiment is usually excavated by using a single-screw or multi-screw kneading auger. The auger machine is excavated while discharging a cement slurry which is a mixed fluid composed of cement, bentonite or a high-performance polymer and water from the tip of the screw, and stirring and kneading the cement slurry with the excavated soil. Therefore, the construction of the excavation ditch 2 and the filling of the soil cement (solidified body 4) are performed at the same time to construct the soil cement column.

前記ソイルセメント柱が構築された後に、該ソイルセメント柱が流動性を有している状態において、芯材としての格子鉄筋5が該ソイルセメント柱に建て込まれる。
本発明に係る地中連続壁3は、本体設備の一部としたり、上部構造の基礎として用いるものではなく、掘削に際して起こりうる地盤や周辺地山の崩落の防止及び地下水の止水を目的として仮設構造物の土留め壁として用いるものであるから、上部構造物からの鉛直力によって生ずる応力を負担する必要がないため、芯材として一般的に用いられているH形鋼14や鉄筋かごのような断面の大きなものを芯材に用いる必要はなく、断面の小さい格子鉄筋5を芯材とすることができる。その結果、前記地中連続壁3の壁厚を薄くすることが可能となる。なお、この壁厚は任意の厚さでよい。
After the soil cement column is constructed, the lattice reinforcing bar 5 as a core material is built in the soil cement column in a state where the soil cement column has fluidity.
The underground continuous wall 3 according to the present invention is not used as a part of the main body equipment or as the foundation of the superstructure, but for the purpose of preventing the collapse of the ground and surrounding ground that may occur during excavation and stopping the groundwater. Since it is used as a retaining wall for temporary structures, it is not necessary to bear the stress generated by the vertical force from the superstructure, so it is possible to use H-shaped steel 14 and reinforcing bar cages that are generally used as core materials. It is not necessary to use such a large cross section as the core material, and the lattice reinforcing bar 5 having a small cross section can be used as the core material. As a result, it becomes possible to reduce the wall thickness of the underground continuous wall 3. The wall thickness may be any thickness.

また、本発明に係る地中連続壁3は、建造物の地下1階ほどの空間を確保するための地盤を掘削するに際して構築される土留め壁として用いられるものであることから掘削深は大きくなく、該土留め壁の根入れ長も掘削深と同程度となることを考慮すると、前記地中連続壁3の鉛直方向の長さが大きなものとはならいものを想定している。そのため土圧や水圧による曲げモーメントに対する応力の負担は、前記地中連続壁3の根入れ部分については考慮する必要がなく、掘削深さに相当する部分だけの応力を負担すればよいため、前記格子鉄筋5の鉛直方向の長さも掘削深に相当する部分の長さのもので十分である。 Further, since the underground continuous wall 3 according to the present invention is used as a retaining wall constructed when excavating the ground for securing a space of about the first basement floor of a building, the excavation depth is large. Considering that the embedding length of the earth retaining wall is also about the same as the excavation depth, it is assumed that the length of the underground continuous wall 3 in the vertical direction is not large. Therefore, it is not necessary to consider the stress burden on the bending moment due to earth pressure or water pressure for the rooting portion of the underground continuous wall 3, and it is sufficient to bear the stress only on the portion corresponding to the excavation depth. It is sufficient that the length of the lattice reinforcing bar 5 in the vertical direction is the length of the portion corresponding to the excavation depth.

この結果、前記格子鉄筋5の建て込みに際しては、芯材として一般的に用いられているH形鋼14や鉄筋かごのような重量の大きなものを建て込む場合に用いられるクローラクレーンなどの大型の建込み機は必要とせず、例えばラフタークレーンなどの小型の機械で施工することができる。 As a result, when the lattice reinforcing bar 5 is built, a large-sized crawler crane such as an H-shaped steel 14 generally used as a core material or a heavy object such as a reinforcing bar cage is built. It does not require a building machine and can be constructed with a small machine such as a rough terrain crane.

また、前記格子鉄筋5の建て込みに際して、該格子鉄筋5がクレーンで吊り上げられて、流動状態にあるソイルセメント柱にその自重のみを利用しながら沈み込ませつつ、最上段枠8よりも下部を沈み込ませた時点で該格子鉄筋5がクレーンの吊下げフック10に係止された状態で建て込み作業を一時中断し、地上に露出されている最上段枠8内に任意の数の吊下げ保持材9を挿通し、該吊下げ保持材9の両端を地盤1上に存置した後、再び建て込み作業を開始し、最上段枠8を構成する配力筋7が該吊下げ保持材9によって支持された時点で該格子鉄筋5の建て込みを終了する。 Further, when the lattice reinforcing bar 5 is built, the lattice reinforcing bar 5 is lifted by a crane and subducted into the soil cement column in a flowing state while using only its own weight, while lower than the uppermost frame 8. At the time of subduction, the building work is temporarily suspended with the lattice reinforcing bar 5 locked to the hanging hook 10 of the crane, and any number of hangings are suspended in the uppermost frame 8 exposed on the ground. After inserting the holding material 9 and leaving both ends of the hanging holding material 9 on the ground 1, the building work is started again, and the force distribution bars 7 constituting the uppermost frame 8 are the hanging holding material 9. When it is supported by, the building of the lattice reinforcing bar 5 is completed.

前記吊下げ保持材9は既存の角材その他特段の加工を要せずに利用することができ、また前記格子鉄筋5を長時間支持しても撓まないだけの十分な強度を有する部材であればよい。
なお芯材を従来から用いられているH形鋼14とした場合、該H形鋼14をソイルセメント柱に建て込んだ後にその状態を保持する場合には、該H形鋼14の天端を吊り金具などで固定して該ソイルセメントが硬化するまで保持しておく方法が一般的に用いられているが、この方法では固定作業の手間がかかり、その結果、工期が長くなる一因となる。しかし、前記格子鉄筋5を芯材とすることにより最上段枠8内に吊下げ保持材9を挿通するだけで該格子鉄筋の吊下げ状態を保持することが可能となるため芯材を吊下げ状態に保持しておくための作業手間がほとんどかからず、工期の短縮につながる。
The hanging holding material 9 can be used without requiring any special processing such as an existing square lumber, and is a member having sufficient strength so as not to bend even if the lattice reinforcing bar 5 is supported for a long time. Just do it.
When the core material is the conventionally used H-shaped steel 14, and the state is maintained after the H-shaped steel 14 is built in the soil cement column, the top end of the H-shaped steel 14 is used. A method of fixing with a hanging metal fitting or the like and holding the soil cement until it hardens is generally used, but this method takes time and effort for fixing work, and as a result, it contributes to a long construction period. .. However, by using the lattice reinforcing bar 5 as the core material, it is possible to maintain the suspended state of the lattice reinforcing bar only by inserting the hanging holding material 9 into the uppermost frame 8, so that the core material is suspended. It takes little work to keep it in a state, which leads to shortening of the construction period.

また前記ソイルセメント(固化体4)が十分に硬化して芯材である前記格子鉄筋5と完全に一体化するまで、該格子鉄筋5を前記吊下げ保持材9によって保持しておく。そして十分に該ソイルセメント(固化体4)が硬化した後に該格子鉄筋5のうち地上に露出している部分を切断して、前記地中連続壁3の天端から突出しないようにする。 Further, the lattice reinforcing bar 5 is held by the hanging holding material 9 until the soil cement (solidified body 4) is sufficiently hardened and completely integrated with the lattice reinforcing bar 5 which is a core material. Then, after the soil cement (solidified body 4) is sufficiently hardened, the portion of the lattice reinforcing bar 5 exposed to the ground is cut so as not to protrude from the top end of the underground continuous wall 3.

このように前記掘削溝2を構築するための掘削と該掘削溝2へのソイルセメント(固化体4)の充填が同時に行われた後に前記格子鉄筋5の建て込みを行う一連の工程を1エレメントとし、該エレメントを間隔を置かずに繰り返し施工することによって連続した地中連続壁3が構築される。なお、1エレメントを1の掘削孔として施工してもよく、または複数の掘削孔を連ねて施工してもよい。また、図5に示すように、先に施工される先行エレメントと後に施工される後行エレメントを連続的に施工するに際して、先行エレメントと後行エレメントを一部重複させるいわゆるラップ方式で構築して止水性を高めてもよい。 As described above, one element is a series of steps in which the excavation for constructing the excavation ditch 2 and the filling of the soil cement (solidified body 4) in the excavation ditch 2 are performed at the same time, and then the lattice reinforcing bar 5 is built. Then, a continuous underground continuous wall 3 is constructed by repeatedly constructing the elements without intervals. In addition, one element may be constructed as one drilling hole, or a plurality of drilling holes may be constructed in a row. Further, as shown in FIG. 5, when the leading element to be constructed first and the trailing element to be constructed later are continuously constructed, the leading element and the trailing element are partially overlapped by a so-called lap method. The water stoppage may be enhanced.

この先行エレメントにおいて前記格子鉄筋5が吊下げ保持材9により吊下げられて該吊下げ保持材9の両端が地盤上で支持されている状態で後行エレメントを施工することとなった場合、後行エレメントの施工により地盤に振動が生じても、先行エレメントの格子鉄筋5はその自重により及び硬化の過程にあるソイルセメント(固化体4)による振動に対する揺れへの抵抗により該格子鉄筋5がずれたり傾むくといった不具合を生じさせることはない。 In the case where the lattice reinforcing bar 5 is suspended by the suspension holding material 9 in the preceding element and both ends of the suspension holding material 9 are supported on the ground, the trailing element is to be installed later. Even if vibration occurs in the ground due to the construction of the row element, the lattice reinforcement 5 of the preceding element shifts due to its own weight and resistance to vibration due to the soil cement (solidified body 4) in the process of hardening. It does not cause problems such as tilting or tilting.

本発明の地中連続壁は、例えば、狭小な作業現場において仮設構造物である土留め壁としての用途に好適に利用できる。 The underground continuous wall of the present invention can be suitably used, for example, as an earth retaining wall which is a temporary structure in a narrow work site.

1 地盤
2 掘削溝
3 地中連続壁
4 固化体(ソイルセメント)
5 芯材である格子鉄筋
6 主筋
7 配力筋
8 芯材である格子鉄筋の最上段枠
9 吊下げ保持材
10 吊下げフック
11 ラップ部
12 従来の地中連続壁
13 従来の地中連続壁に用いられる固化体
14 従来の地中連続壁に用いられる主な芯材(H形鋼)
1 Ground 2 Excavation ditch 3 Underground continuous wall 4 Solidified body (soil cement)
5 Lattice rebar that is the core material 6 Main rebar 7 Power distribution bar 8 Top frame of the lattice rebar that is the core material 9 Suspended holding material 10 Suspended hook 11 Wrap part 12 Conventional underground continuous wall 13 Conventional underground continuous wall 14 Main core material (H-shaped steel) used for conventional underground continuous walls

Claims (1)

地盤を溝状に連続して掘削することにより形成される掘削溝と、該掘削内に充填されるソイルセメントと、該ソイルセメント中に配置される芯材とで構成され、該芯材が主筋及び配力筋を格子状に結合させた鉄筋である地中連続壁であって、
前記掘削溝内に充填された前記ソイルセメントが流動性を有している状態において、前記芯材を該ソイルセメント中に建て込んだ後、該芯材の格子枠に吊下げ保持材を挿通し、該ソイルセメントが硬化するまで該芯材が該吊下げ保持材に吊下げられた状態で保持される工程を含んで構築されることを特徴とする地中連続壁。
It is composed of an excavation groove formed by continuously excavating the ground in a groove shape, a soil cement filled in the excavation groove, and a core material arranged in the soil cement , and the core material is formed. It is a continuous underground wall that is a reinforcing bar that connects the main bar and the distribution bar in a grid pattern.
In a state where the soil cement filled in the excavation groove has fluidity, the core material is built in the soil cement, and then the suspension holding material is inserted into the lattice frame of the core material. An underground continuous wall comprising a step of holding the core material in a suspended state by the hanging holding material until the soil cement is hardened.
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Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5516140A (en) * 1978-07-20 1980-02-04 Kumagai Gumi Ltd Landslide protection wall
JPH01302897A (en) * 1988-05-31 1989-12-06 Tomoegumi Iron Works Ltd Electromagnetic wave shielding structure
JPH10195866A (en) * 1997-01-09 1998-07-28 Shimizu Corp Underground continuous wall
JP2001207451A (en) * 2000-01-25 2001-08-03 Yachiyo Engineering Co Ltd Earth retaining wall and construction method thereof
JP2002061171A (en) * 2000-08-22 2002-02-28 Kajima Corp Method for constructing underground continuous wall and the underground continuous wall
JP2009057759A (en) * 2007-08-31 2009-03-19 Ohbayashi Corp Method of constructing underground structure and underground structure
JP2015010455A (en) * 2013-07-02 2015-01-19 正明 石井 Reinforcement crossing support
JP2021113400A (en) * 2020-01-16 2021-08-05 株式会社熊谷組 Underground wall

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5516140A (en) * 1978-07-20 1980-02-04 Kumagai Gumi Ltd Landslide protection wall
JPH01302897A (en) * 1988-05-31 1989-12-06 Tomoegumi Iron Works Ltd Electromagnetic wave shielding structure
JPH10195866A (en) * 1997-01-09 1998-07-28 Shimizu Corp Underground continuous wall
JP2001207451A (en) * 2000-01-25 2001-08-03 Yachiyo Engineering Co Ltd Earth retaining wall and construction method thereof
JP2002061171A (en) * 2000-08-22 2002-02-28 Kajima Corp Method for constructing underground continuous wall and the underground continuous wall
JP2009057759A (en) * 2007-08-31 2009-03-19 Ohbayashi Corp Method of constructing underground structure and underground structure
JP2015010455A (en) * 2013-07-02 2015-01-19 正明 石井 Reinforcement crossing support
JP2021113400A (en) * 2020-01-16 2021-08-05 株式会社熊谷組 Underground wall

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