JP7288301B2 - Underground structure construction method and underground structure - Google Patents

Underground structure construction method and underground structure Download PDF

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JP7288301B2
JP7288301B2 JP2018245598A JP2018245598A JP7288301B2 JP 7288301 B2 JP7288301 B2 JP 7288301B2 JP 2018245598 A JP2018245598 A JP 2018245598A JP 2018245598 A JP2018245598 A JP 2018245598A JP 7288301 B2 JP7288301 B2 JP 7288301B2
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earth retaining
retaining member
material layer
solidifying material
underground structure
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幸夫 阿部
範寛 大高
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Nippon Steel Metal Products Co Ltd
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Description

本発明は、地中構造物の構築方法、および地中構造物に関する。 The present invention relates to an underground structure construction method and an underground structure.

深礎基礎は、土留めをしながら地盤を掘削することによって形成された立坑にコンクリートを打設することによって構築される地中構造物である。このような深礎基礎の構築方法として、例えば特許文献１および特許文献２に記載された技術のように、ライナープレートなどの土留部材を用いて土留めを行う方法（以下、ライナープレート工法ともいう）がある。特許文献１では、ライナープレートの内側に打設されるコンクリートをライナープレートに設けられた開口から流出させることによって立坑の壁面とライナープレートとの間の隙間にも充填することも記載されている。また、例えば特許文献３および特許文献４に記載された技術のように、立坑の壁面にコンクリートやモルタルのような固化材を吹き付けることによって土留めを行う方法（以下、吹付工法ともいう）もある。さらに、例えば特許文献５に記載された技術のように、取り外し可能な型枠部材と立坑の壁面との間にモルタルを充填する方法（以下、充填モルタルライニング工法ともいう）もある。 A deep foundation is an underground structure constructed by pouring concrete into a shaft formed by excavating the ground while retaining earth. As a method for constructing such a deep foundation, for example, as in the techniques described in Patent Document 1 and Patent Document 2, a method of retaining earth using an earth retaining member such as a liner plate (hereinafter also referred to as a liner plate construction method). ). Patent Literature 1 also describes filling the gap between the wall surface of the vertical shaft and the liner plate by causing the concrete placed inside the liner plate to flow out from an opening provided in the liner plate. There is also a method for earth retaining by spraying a solidifying material such as concrete or mortar onto the wall surface of a shaft (hereinafter also referred to as a spraying method), as in the techniques described in Patent Documents 3 and 4, for example. . Furthermore, there is also a method of filling mortar between a removable form member and the wall surface of a shaft (hereinafter also referred to as filling mortar lining method), such as the technique described in Patent Document 5, for example.

ここで、非特許文献１には、上記の方法のうち、吹付工法や充填モルタルライニング工法で施工された深礎基礎については、基礎の設計にあたって水平せん断地盤反力や鉛直せん断地盤反力を考慮することができる旨が記載されている。この理由として、吹付工法は、吹き付けられた固化材による地山支保効果が山岳トンネルで実証されており、また固化材の吹き付け状態が目視確認できるためである。一方、充填モルタルライニング工法は、水平せん断地盤反力や鉛直せん断地盤反力を考慮することができるものの、型枠部材の存在により立坑の壁面に固化材が密着できているのかどうか、地山の緩みが生じていないかどうかの目視確認が困難なため、水平せん断地盤反力や鉛直せん断地盤反力を設計上考慮することに対して懸念される場合があった。また、ライナープレート工法で施工された深礎基礎については、基礎の設計にあたって水平せん断地盤反力や鉛直せん断地盤反力が考慮されず、鉛直荷重に対して基礎底面の鉛直地盤反力のみで鉛直荷重に抵抗する必要がある。これは、ライナープレートが存在することで固化材を吹き付けることができず、また立坑の壁面に対して固化材の密着状態を目視確認することが困難なためである。従って、基礎の経済的な設計という観点では、吹付工法がライナープレート工法よりも有利であり、また、充填モルタルライニング工法のような設計上の懸念もないので、多用される傾向にあった。 Here, in non-patent document 1, among the above methods, for deep foundations constructed by the spraying method or the filling mortar lining method, horizontal shear ground reaction force and vertical shear ground reaction force are taken into account in designing the foundation. It states that it can be done. The reason for this is that, in the spraying method, the ground support effect of the sprayed solidifying material has been proven in mountain tunnels, and the state of the sprayed solidifying material can be visually confirmed. On the other hand, the filling mortar lining method can take into account the horizontal and vertical shear ground reaction forces, but it is difficult to determine whether the solidification material is in close contact with the walls of the shaft due to the existence of the formwork members. Since it is difficult to visually confirm whether or not looseness has occurred, there have been concerns about considering horizontal shear ground reaction force and vertical shear ground reaction force in design. In addition, for deep foundations constructed by the liner plate method, the horizontal shear ground reaction force and vertical shear ground reaction force are not taken into consideration in the foundation design, and the vertical load can be controlled only by the vertical ground reaction force at the bottom of the foundation. It should withstand the load. This is because the presence of the liner plate makes it impossible to spray the solidifying material, and it is difficult to visually confirm the state of adhesion of the solidifying material to the wall surface of the shaft. Therefore, from the viewpoint of economical foundation design, the spraying method is more advantageous than the liner plate method, and since there are no design concerns as in the case of the filled mortar lining method, it tends to be frequently used.

しかしながら、その一方で、吹付工法では、吹き付けられた固化材のみで土圧に抵抗するため、吹き付け厚さが大きくなり（例えば１０ｃｍ以上）、吹き付け作業が長時間化するほか、固化材の飛散により作業環境が劣悪になるという問題があった。また、固化材が硬化して土留め壁として機能するようになるまで次の掘削を開始できないため、工程間の待ち時間が長く（例えば１５時間以上）、結果として工期短縮が困難であった。さらに、例えば地盤が土砂や風化した軟岩である場合は吹き付けられた固化材のみで土圧に抵抗することが困難であり、例えば特許文献３に記載されたような支保工やロックボルトを設置する必要が生じ工程が煩雑化していた。充填モルタルライニング工法でも、吹き付け作業に関する点を除けば同様の問題が生じる。従って、上記のような施工性に関する観点では、ライナープレート工法が吹き付け工法や充填モルタルライニング工法よりも有利であった。 However, on the other hand, in the spraying method, only the sprayed solidifying material resists the earth pressure, so the spraying thickness is large (for example, 10 cm or more), and the spraying work takes a long time. There was a problem that the work environment became poor. In addition, since the next excavation cannot be started until the solidification material hardens and functions as a retaining wall, the waiting time between processes is long (for example, 15 hours or more), and as a result, it is difficult to shorten the construction period. Furthermore, for example, if the ground is earth and sand or weathered soft rock, it is difficult to resist the earth pressure with only the solidifying material that is sprayed. The need arose and the process was complicated. The filled mortar lining method presents similar problems, except for the blasting operation. Therefore, from the viewpoint of workability as described above, the liner plate construction method was more advantageous than the spraying construction method and the filled mortar lining construction method.

特開２０１７－１８６７６６号公報JP 2017-186766 A 特開平６－３３６８２号公報JP-A-6-33682 特開２０１１－１４０８０４号公報JP 2011-140804 A 特開平８－２４６４７５号公報JP-A-8-246475 特開２００１－３６７４号公報Japanese Unexamined Patent Publication No. 2001-3674

「道路橋示方書・同解説 IV 下部構造編」、公益社団法人日本道路協会、平成２９年１１月、４４２，４４３頁"Specifications for Highway Bridges and Commentary IV Substructure", Japan Road Association, November 2017, pp. 442, 443

そこで、本発明は、経済的な設計と施工性とを両立させることが可能な、新規かつ改良された地中構造物の構築方法、および地中構造物を提供することを目的とする。 SUMMARY OF THE INVENTION Accordingly, an object of the present invention is to provide a new and improved underground structure construction method and an underground structure that are capable of achieving both economical design and workability.

本発明のある観点によれば、地盤を掘削して立坑を形成する掘削工程と、立坑の壁面に第１の固化材を吹き付けて第１の固化材層を形成する吹付工程と、立坑の内部に土留部材を設置する土留部材設置工程と、土留部材と第１の固化材層との間に第２の固化材を充填して第２の固化材層を形成する充填工程とを含む、地中構造物の構築方法が提供される。 According to one aspect of the present invention, an excavation step of excavating the ground to form a vertical shaft, a spraying step of spraying a first solidifying material onto the wall surface of the vertical shaft to form a first solidifying material layer, and and a filling step of filling a second solidification material between the earth retaining member and the first solidification material layer to form a second solidification material layer. A method for constructing a medium structure is provided.

上記の地中構造物の構築方法において、吹付工程は、土留部材設置工程の前に実施されてもよい。あるいは、吹付工程は、土留部材設置工程の後に実施されてもよい。 In the underground structure construction method described above, the spraying step may be performed before the earth retaining member installation step. Alternatively, the spraying process may be performed after the earth retaining member installation process.

上記の地中構造物の構築方法において、土留部材には開口部が形成されており、吹付工程は、開口部を介して土留部材と立坑の壁面との間に第１の固化材を供給する工程を含んでもよい。あるいは、吹付工程は、土留部材の上端または下端と立坑の壁面との間を介して土留部材と立坑の壁面との間に第１の固化材を供給する工程を含んでもよい。 In the underground structure construction method described above, the earth retaining member is formed with an opening, and the spraying step supplies the first solidification material between the earth retaining member and the wall surface of the shaft through the opening. A step may be included. Alternatively, the spraying step may include supplying the first solidification material between the earth retaining member and the wall surface of the pit via between the upper end or the lower end of the earth retaining member and the wall surface of the pit.

上記の地中構造物の構築方法において、第１の固化材の吹き付け厚さが、１ｃｍ以上１０ｃｍ未満であってもよい。 In the method for constructing an underground structure described above, the spray thickness of the first solidifying material may be 1 cm or more and less than 10 cm.

上記の地中構造物の構築方法は、土留部材と第１の固化材層との間の隙間の下端を閉塞する型枠部材を設置する型枠部材設置工程をさらに含んでもよい。この場合において、型枠部材は、膨張体であり、型枠部材設置工程は、隙間の下端に設置された膨張体を膨張させて隙間の下端を閉塞する工程を含んでもよい。 The method for constructing an underground structure may further include a formwork member installation step of installing a formwork member that closes the lower end of the gap between the earth retaining member and the first solidification material layer. In this case, the formwork member is an inflatable body, and the step of installing the formwork member may include a step of expanding the inflatable body placed at the lower end of the gap to close the lower end of the gap.

上記の地中構造物の構築方法では、掘削工程、吹付工程、土留部材設置工程および充填工程が所定の回数繰り返されてもよい。 In the underground structure construction method described above, the excavation step, the spraying step, the retaining member installation step, and the filling step may be repeated a predetermined number of times.

本発明の別の観点によれば、地盤を掘削して形成された立坑の内部に設置された土留部材と、立坑の壁面に吹き付けられた第１の固化材層と、第１の固化材層と土留部材との間に充填された第２の固化材層と、を備える地中構造物が提供される。 According to another aspect of the present invention, an earth retaining member installed inside a vertical shaft formed by excavating the ground, a first solidifying material layer sprayed onto the wall surface of the vertical shaft, and the first solidifying material layer and a second solidification material layer filled between the earth retaining member.

上記の地中構造物は、土留部材の下端と第１の固化材層との間の隙間を閉塞する型枠部材をさらに備えてもよい。この場合において、型枠部材には、下側の板面と土留部材の内側に面した端面とを連通させる経路が形成されてもよい。 The underground structure may further include a formwork member that closes the gap between the lower end of the earth retaining member and the first solidification material layer. In this case, the formwork member may be formed with a path that communicates between the lower plate surface and the inwardly facing end surface of the earth retaining member.

上記の地中構造物は、第１の固化材層に埋め込まれた網状の芯材をさらに備えてもよい。 The underground structure may further include a net-like core material embedded in the first solidifying material layer.

上記の地中構造物において、土留部材には開口部が形成されており、地中構造物は、開口部を閉塞する蓋部材をさらに備えてもよい。 In the above underground structure, the earth retaining member is formed with an opening, and the underground structure may further include a lid member that closes the opening.

上記の地中構造物において、土留部材は、高さ方向について波形断面を有するライナープレートであってもよい。 In the above underground structure, the earth retaining member may be a liner plate having a corrugated cross section in the height direction.

上記の構成によれば、立坑の壁面に固化材を吹き付けることによって形成される第１の固化材層によって地山支保効果が得られるため、基礎の設計にあたって水平せん断地盤反力や鉛直せん断地盤反力を考慮することができ、基礎の経済的な設計が可能である。その一方で、第１の固化材層、第２の固化材層、および土留部材を合わせた構造体で土圧に抵抗するため、第１の固化材層を形成する固化材の吹き付け厚さは従来の吹付工法よりも薄くてよく、施工性も向上させることができる。 According to the above configuration, since the first layer of solidifying material formed by spraying the solidifying material on the wall surface of the vertical shaft provides a ground support effect, horizontal shear ground reaction force and vertical shear ground reaction force can be obtained when designing foundations. Forces can be taken into account and an economical design of the foundation is possible. On the other hand, since the combined structure of the first solidifying material layer, the second solidifying material layer, and the earth retaining member resists the earth pressure, the spraying thickness of the solidifying material forming the first solidifying material layer is It may be thinner than the conventional spraying method, and workability can also be improved.

本発明の第１の実施形態に係る深礎基礎の断面図である。1 is a sectional view of a deep foundation according to a first embodiment of the present invention; FIG. 図１に示した深礎基礎に蓋部材や芯材が含まれる例を示す図である。1. It is a figure which shows the example in which a cover member and a core material are contained in the deep foundation shown in FIG. 第１の実施形態に係る深礎基礎の構築方法を示す図である。It is a figure which shows the construction method of the deep-foundation based on 1st Embodiment. 第１の実施形態に係る深礎基礎の構築方法を示す図である。It is a figure which shows the construction method of the deep-foundation based on 1st Embodiment. 第１の実施形態に係る深礎基礎の構築方法を示す図である。It is a figure which shows the construction method of the deep-foundation based on 1st Embodiment. 第１の実施形態において土留め壁が構築された状態を示す図である。It is a figure which shows the state by which the retaining wall was constructed in 1st Embodiment. 本発明の第２の実施形態に係る深礎基礎の構築方法を示す図である。It is a figure which shows the construction method of the deep foundation based on the 2nd Embodiment of this invention. 本発明の第２の実施形態に係る深礎基礎の構築方法を示す図である。It is a figure which shows the construction method of the deep foundation based on the 2nd Embodiment of this invention. 本発明の第２の実施形態に係る深礎基礎の構築方法を示す図である。It is a figure which shows the construction method of the deep foundation based on the 2nd Embodiment of this invention. 第２の実施形態において開口部を介さずに固化材を供給して吹き付け作業を行う例を示す図である。FIG. 10 is a diagram showing an example of supplying a solidifying material without passing through an opening and performing a spraying operation in the second embodiment; 型枠部材の変形例を示す図である。It is a figure which shows the modification of a formwork member. 構築過程において型枠部材を撤去する変形例を示す図である。FIG. 10 is a diagram showing a modification in which the form members are removed during the construction process;

以下に添付図面を参照しながら、本発明の好適な実施形態について詳細に説明する。なお、本明細書および図面において、実質的に同一の機能構成を有する構成要素については、同一の符号を付することにより重複説明を省略する。 Preferred embodiments of the present invention will be described in detail below with reference to the accompanying drawings. In the present specification and drawings, constituent elements having substantially the same functional configuration are denoted by the same reference numerals, thereby omitting redundant description.

（第１の実施形態）
図１は、本発明の第１の実施形態に係る深礎基礎の断面図である。図示されているように、深礎基礎１は、地盤２を掘削して形成された立坑３の内部に設置された土留部材４と、土留部材４の内側に打設されたコンクリート５と、土留部材４と立坑３の壁面３Ｗとの間の固化材層６とを含む。固化材層６は、第１の固化材層６Ａと、第２の固化材層６Ｂとを含む。後述するように、第１の固化材層６Ａは、第１の固化材を立坑３の壁面３Ｗに吹き付けることによって形成される。また、第２の固化材層６Ｂは、吹き付けられた第１の固化材層６Ａと土留部材４との間に第２の固化材を充填することによって形成される。深礎基礎１は、型枠部材７をさらに含んでもよい。また、後述するように、深礎基礎１は、土留部材４に形成された開口部を閉塞する蓋部材や、第１の固化材層６Ａの芯材などをさらに含んでもよい。 (First embodiment)
FIG. 1 is a cross-sectional view of a deep foundation according to a first embodiment of the present invention. As shown in the figure, a deep foundation 1 consists of earth retaining members 4 installed inside a shaft 3 formed by excavating the ground 2, concrete 5 placed inside the earth retaining members 4, and earth retaining members 4. A stiffening material layer 6 between the member 4 and the wall surface 3W of the pit 3 is included. The solidifying material layer 6 includes a first solidifying material layer 6A and a second solidifying material layer 6B. As will be described later, the first solidifying material layer 6A is formed by spraying the first solidifying material onto the wall surface 3W of the shaft 3. As shown in FIG. The second solidifying material layer 6B is formed by filling the gap between the first solidifying material layer 6A and the earth retaining member 4 that has been sprayed with the second solidifying material. The deep foundation 1 may further include a formwork member 7 . Further, as will be described later, the deep foundation 1 may further include a lid member for closing the opening formed in the earth retaining member 4, a core material for the first solidifying material layer 6A, and the like.

土留部材４は、高さ方向（図１の上下方向）および幅方向（図１の奥行き方向）にボルトなどを用いて連結されることによって、所定の形状の土留め壁を構成する。図示された例では、高さ方向に４段の土留部材４が連結されている。土留部材４によって構成される土留め壁の横断面形状は、例えば円形、長円形、矩形、馬蹄形などでありうる。図示された例において、土留部材４は、高さ方向について波形断面を有するライナープレートである。波形断面によって、ライナープレートの外側に充填される第２の固化材層６Ｂ、およびライナープレートの内側に打設されるコンクリート５との間で異形鉄筋の場合のようなずれ止め効果が得られるほか、高さ方向と幅方向の双方がボルトなどを用いて連結されているので、ライナープレートはコンクリート５の高さ方向の補強材（主鉄筋代替）、並びに、幅方向の補強材（帯鉄筋代替）として有効に機能する。なお、ライナープレートと呼ばれるものの他にも、同様の機能を有する各種の部材を土留部材４として使用することができる。 The earth retaining members 4 constitute an earth retaining wall of a predetermined shape by being connected using bolts or the like in the height direction (vertical direction in FIG. 1) and width direction (depth direction in FIG. 1). In the illustrated example, four stages of earth retaining members 4 are connected in the height direction. The cross-sectional shape of the retaining wall formed by the retaining member 4 can be circular, oval, rectangular, horseshoe-shaped, or the like, for example. In the illustrated example, the retaining member 4 is a liner plate with a corrugated cross-section in the height direction. Due to the corrugated cross-section, the second solidifying material layer 6B filled on the outside of the liner plate and the concrete 5 placed on the inside of the liner plate have a non-slip effect similar to that of deformed reinforcing bars. , both the height direction and the width direction are connected using bolts or the like, so the liner plate is a reinforcement member in the height direction (substitute for the main reinforcing bar) of the concrete 5, and a reinforcement member in the width direction (substitute for the strap reinforcement). ) effectively function as In addition to what is called a liner plate, various members having similar functions can be used as the earth retaining member 4 .

固化材層６は、上述のように第１の固化材層６Ａと第２の固化材層６Ｂとを含む。なお、後述するように、深礎基礎１の構築過程では、第１の固化材層６Ａを第１の固化材の吹き付けによって形成した後、比較的短い時間のうちに第２の固化材層６Ｂを第２の固化材の充填によって形成する。従って、深礎基礎１の完成後において、第１の固化材層６Ａおよび第２の固化材層６Ｂとの間に継目は残りにくい。しかしながら、第１の固化材は例えば吹き付け施工に適したコンクリートまたはモルタルであり、第２の固化材は例えば充填施工に適したコンクリートまたはモルタルであるため、これらの材料的な特性は異なる。それゆえ、たとえ深礎基礎１の完成後において第１の固化材層６Ａと第２の固化材層６Ｂとの境界が明確でなかったとしても、例えば固化材層６の壁面３Ｗ側と土留部材４側とでそれぞれサンプルを採取して分析すれば、吹き付けによって形成された第１の固化材層６Ａと、充填によって形成された第２の固化材層６Ｂとが存在することは特定できうる。 The solidifying material layer 6 includes the first solidifying material layer 6A and the second solidifying material layer 6B as described above. As will be described later, in the process of constructing the deep foundation 1, after the first solidifying material layer 6A is formed by spraying the first solidifying material, the second solidifying material layer 6B is formed within a relatively short time. is formed by filling with the second solidification material. Therefore, after the deep foundation 1 is completed, seams are less likely to remain between the first solidifying material layer 6A and the second solidifying material layer 6B. However, since the first solidifying material is, for example, concrete or mortar suitable for spraying construction, and the second solidifying material is, for example, concrete or mortar suitable for filling construction, their material properties are different. Therefore, even if the boundary between the first solidification material layer 6A and the second solidification material layer 6B is not clear after the deep foundation 1 is completed, for example, the wall surface 3W side of the solidification material layer 6 and the earth retaining member 4 and 4, it can be identified that there is a first solidifying material layer 6A formed by spraying and a second solidifying material layer 6B formed by filling.

図２は、図１に示した深礎基礎１に蓋部材や芯材が含まれる例を示す図である。図２には、図１の右下部分の拡大図が示されている。図示された例において、深礎基礎１は、型枠部材７を含む。型枠部材７は、後述する深礎基礎１の構築過程において、第２の固化材を充填して第２の固化材層６Ｂを形成するときに使用される部材であり、土留部材４の下端と第１の固化材層６Ａとの間の隙間を閉塞する。型枠部材７には充填のための開口部７Ａが形成されていてもよく、充填後に開口部７Ａを閉塞する蓋部材７Ｂが取り付けられていてもよい。なお、型枠部材７は、図示された例のように、土留め壁の下端に位置する土留部材４の下端に配置される他、深礎基礎１の構築の途中の段階において土留め壁の下端であったが深礎基礎１の完成後には土留め壁の中間に位置する土留部材４の下端に配置されてもよい。また、後述するように、第２の固化材の充填後に型枠部材を撤去し、従って完成後の深礎基礎１に型枠部材が含まれない場合もありうる。 FIG. 2 is a diagram showing an example in which the deep foundation 1 shown in FIG. 1 includes a lid member and a core material. FIG. 2 shows an enlarged view of the lower right portion of FIG. In the illustrated example, the deep foundation 1 comprises a formwork member 7 . The formwork member 7 is a member used when filling the second solidification material to form the second solidification material layer 6B in the process of constructing the deep foundation 1, which will be described later. and the first solidifying material layer 6A. An opening 7A for filling may be formed in the formwork member 7, and a lid member 7B may be attached to close the opening 7A after filling. As in the illustrated example, the formwork members 7 are placed at the lower end of the earth retaining member 4 positioned at the lower end of the earth retaining wall, and also at the stage during the construction of the deep foundation 1 when the earth retaining wall is constructed. Although it was the lower end, it may be arranged at the lower end of the earth retaining member 4 located in the middle of the earth retaining wall after the completion of the deep foundation 1 . Further, as will be described later, the formwork members may be removed after filling with the second solidifying material, and thus the completed deep foundation 1 may not include the formwork members.

また、図２に示された例では、土留部材４に開口部４Ａが形成され、深礎基礎１は開口部４Ａを閉塞する蓋部材４Ｂをさらに含む。開口部４Ａは、例えば後述するように深礎基礎１の構築過程において土留部材４の設置後に第１の固化材層６Ａを吹き付けたり、第１の固化材層６Ａの吹き付け状態を確認したりするのに用いられ、第２の固化材層６Ｂの充填時には第２の固化材が漏出しないように蓋部材４Ｂを用いて閉塞される。後述するように、土留部材４の設置前に第１の固化材層６Ａを吹き付けるような場合は、土留部材４に開口部４Ａが形成されず、従って深礎基礎１が蓋部材４Ｂを含まなくてもよい。 In the example shown in FIG. 2, an opening 4A is formed in the earth retaining member 4, and the deep foundation 1 further includes a lid member 4B that closes the opening 4A. For the opening 4A, for example, the first solidifying material layer 6A is sprayed after the earth retaining member 4 is installed in the process of constructing the deep foundation 1, and the sprayed state of the first solidifying material layer 6A is checked. When filling the second solidifying material layer 6B, the lid member 4B is used to close the second solidifying material layer 6B so that the second solidifying material does not leak out. As will be described later, when the first solidifying material layer 6A is sprayed before installing the earth retaining member 4, the opening 4A is not formed in the earth retaining member 4, and therefore the deep foundation 1 does not include the cover member 4B. may

さらに、図２に示された例では、深礎基礎１が、第１の固化材層６Ａに埋め込まれた網状の芯材８を含む。芯材８は、例えばラス網や金網などであり、立坑３の壁面３Ｗに第１の固化材を吹き付ける前に配置される。芯材８を通して壁面３Ｗに第１の固化材を吹き付けることによって、第１の固化材が壁面３Ｗに付着しやすくなり、吹き付けの作業時間を短縮できるほか、第１の固化材層６Ａの安定性も向上する。例えば第１の固化材の壁面３Ｗへの付着性が十分に確保されているような場合には、深礎基礎１に芯材８が含まれなくてもよい。 Furthermore, in the example shown in FIG. 2, the deep foundation 1 includes a net-like core material 8 embedded in the first solidifying material layer 6A. The core material 8 is, for example, a lath net or a wire net, and is arranged before the first solidifying material is sprayed onto the wall surface 3W of the shaft 3. As shown in FIG. By spraying the first solidifying material onto the wall surface 3W through the core material 8, the first solidifying material easily adheres to the wall surface 3W, shortening the spraying work time, and stabilizing the first solidifying material layer 6A. also improve. For example, when the adhesion of the first solidifying material to the wall surface 3W is sufficiently ensured, the core material 8 may not be included in the deep foundation 1 .

図３Ａから図３Ｃは、第１の実施形態に係る深礎基礎の構築方法を示す図である。図３Ａに示されるように、地盤２を掘削して立坑３を形成する掘削工程の後に、立坑３の壁面３Ｗに第１の固化材を吹き付けて第１の固化材層６Ａを形成する吹付工程を実施する。本実施形態では、後の工程で第２の固化材の充填によって第２の固化材層６Ｂが形成されるため、第１の固化材層６Ａを形成するために吹き付けられる第１の固化材の吹き付け厚さは、第２の固化材層６Ｂが形成されるまでの間、壁面３Ｗを安定させるのに十分な最低限の厚さ以上であればよい。従って、第１の固化材の吹き付け厚さは従来の吹き付け工法よりも薄くなり、具体的には例えば１ｃｍ以上、１０ｃｍ未満であってもよい。 3A to 3C are diagrams showing a method of constructing a deep foundation according to the first embodiment. As shown in FIG. 3A, after the excavation step of excavating the ground 2 to form the vertical shaft 3, the spraying step of spraying the first solidifying material onto the wall surface 3W of the vertical shaft 3 to form the first solidifying material layer 6A. to implement. In this embodiment, since the second solidifying material layer 6B is formed by filling the second solidifying material in a later step, the first solidifying material sprayed to form the first solidifying material layer 6A is The spraying thickness should be at least the minimum thickness sufficient to stabilize the wall surface 3W until the second solidifying material layer 6B is formed. Therefore, the spray thickness of the first solidifying material is thinner than that of the conventional spray method, and specifically, it may be 1 cm or more and less than 10 cm.

次に、図３Ｂに示されるように、立坑３の内部に土留部材４を設置する土留部材設置工程を実施する。本実施形態では、吹付工程が土留部材設置工程の前に実施されるため、土留部材４は既に吹き付けられた第１の固化材層６Ａの内側に設置される。この時点で構築されている土留め壁の下端に位置する土留部材４の下端には、型枠部材７が設置される（型枠部材設置工程）。図示されているように、型枠部材７には、次の工程で第２の固化材を充填するための開口部が設けられていてもよい。 Next, as shown in FIG. 3B, an earth retaining member installation step of installing the earth retaining member 4 inside the shaft 3 is carried out. In this embodiment, since the spraying process is performed before the earth retaining member installation process, the earth retaining member 4 is installed inside the already sprayed first solidifying material layer 6A. A form member 7 is installed at the lower end of the earth retaining member 4 positioned at the lower end of the earth retaining wall constructed at this point (form member installing step). As shown, the formwork member 7 may be provided with openings for filling with the second consolidation material in the next step.

土留部材４および型枠部材７の設置後、図３Ｃに示されるように、土留部材４と第１の固化材層６Ａとの間に第２の固化材を充填して第２の固化材層６Ｂを形成する充填工程を実施する。上記のような掘削工程、吹付工程、土留部材設置工程、および充填工程を所定の回数繰り返す（１回でもよい）ことによって、図４に示されるような土留部材４、第１の固化材層６Ａ、および第２の固化材層６Ｂを含む土留め壁が構築される。この土留め壁の内部、すなわち土留部材４の内側にコンクリート５を打設するコンクリート打設工程を実施することによって、図１に示したような深礎基礎１が構築される。 After installing the earth retaining member 4 and the formwork member 7, as shown in FIG. A filling step forming 6B is performed. By repeating the above excavation process, spraying process, earth retaining member installation process, and filling process a predetermined number of times (may be once), the earth retaining member 4 and the first solidification material layer 6A as shown in FIG. , and a second stiffening material layer 6B. A deep foundation 1 as shown in FIG. 1 is constructed by performing a concrete placing step of placing concrete 5 inside the earth retaining wall, that is, inside the earth retaining member 4 .

ここで、吹付工程で第１の固化材層６Ａを形成するために吹き付けられる第１の固化材は、例えば吹き付け施工に適した速硬化性のコンクリートまたはモルタルである。具体的には、第１の固化材は急結剤を固化材１ｍ３あたり３０ｋｇ～６０ｋｇ程度混入したコンクリートまたはモルタルであってもよい。一方、充填工程で第２の固化材層６Ｂを形成するために充填される第２の固化材は、例えば充填施工に適した高流動性のコンクリートまたはモルタルである。図３Ｃに示されるように、第２の固化材は立坑３の内部空間から見て土留部材４の裏側に充填されるため、バイブレータによる加振が困難な状況でも十分な充填性を発揮できることが好ましい。具体的には、第２の固化材はスランプフロー値が３０ｃｍ以上であり、高性能ＡＥ減水剤を固化材１ｍ３あたり３ｋｇ以上混入したコンクリートまたはモルタルであってもよい。第１の固化材、第２の固化材ともに、硬化後は土留部材４の内側に打設されるコンクリート５と同等以上の強度、具体的には例えば材齢２８日圧縮強度で２４Ｎ／ｍｍ２以上を発現することが好ましい。 Here, the first solidifying material sprayed to form the first solidifying material layer 6A in the spraying process is, for example, fast-hardening concrete or mortar suitable for spraying. Specifically, the first solidifying material may be concrete or mortar mixed with about 30 kg to 60 kg of quick-setting agent per 1 m 3 of solidifying material. On the other hand, the second solidifying material filled to form the second solidifying material layer 6B in the filling step is, for example, highly fluid concrete or mortar suitable for filling construction. As shown in FIG. 3C, since the second solidification material is filled on the back side of the earth retaining member 4 when viewed from the inner space of the shaft 3, it is possible to exhibit sufficient filling performance even in situations where it is difficult to vibrate with a vibrator. preferable. Specifically, the second solidifying material may have a slump flow value of 30 cm or more, and may be concrete or mortar mixed with 3 kg or more of a high performance AE water reducing agent per 1 m 3 of the solidifying material. Both the first solidification material and the second solidification material have a strength equal to or greater than that of the concrete 5 placed inside the earth retaining member 4 after hardening, specifically, for example, a compressive strength of 24 N/mm 2 at a age of 28 days. It is preferable to express the above.

以上で説明したような本発明の第１の実施形態では、立坑３の壁面３Ｗに第１の固化材を吹き付けることによって形成される第１の固化材層６Ａが壁面３Ｗの割れ目や亀裂のような弱い部分に入り込むことによって地山支保効果が得られる。また、図３Ａに示した吹付工程ではそのような第１の固化材の吹き付け状態を目視などで確認することができる。従って、本実施形態に係る深礎基礎１では、従来の吹付工法と同様に、基礎の設計にあたって水平せん断地盤反力（図１に示すｋＳＨＤ）や鉛直せん断地盤反力（図１に示すｋＳＶＤ）を考慮することができ、基礎の経済的な設計が可能である。上記の例のように土留部材４に高さ方向の波形断面を有するライナープレートを用いた場合、ライナープレートが鉄筋換算されることによって、ライナープレートの内側に打設されるコンクリート５の鉄筋の量を減らす、または図示された例のように鉄筋を省略することができ、さらなる経済的な設計が可能になる。 In the first embodiment of the present invention as described above, the first solidifying material layer 6A formed by spraying the first solidifying material onto the wall surface 3W of the vertical pit 3 forms cracks and crevices in the wall surface 3W. The ground support effect can be obtained by entering the weak part. In addition, in the spraying step shown in FIG. 3A, the sprayed state of the first solidifying material can be confirmed visually. Therefore, in the deep foundation 1 according to the present embodiment, the horizontal shear ground reaction force (k SHD shown in FIG. 1) and the vertical shear ground reaction force (k SHD shown in FIG. 1) and the vertical shear ground reaction force (k SVD ) can be taken into account, allowing an economical design of the foundation. When a liner plate having a corrugated cross section in the height direction is used as the earth retaining member 4 as in the above example, the amount of reinforcing bars of the concrete 5 placed inside the liner plate is calculated by converting the liner plate into reinforcing bars. can be reduced, or rebar can be omitted as in the illustrated example, allowing for a more economical design.

その一方で、本実施形態では、第１の固化材層６Ａ、第２の固化材層６Ｂ、および土留部材４を合わせた構造体で土圧に抵抗するため、第１の固化材層６Ａを形成する第１の固化材の吹き付け厚さは従来の吹付工法よりも薄くてよい。従って、吹き付けの作業時間が従来の吹付工法よりも短縮され、作業環境が改善される。また、固化材のみで土圧に抵抗する必要がないため、土留部材４の設置後は、固化材が充填されていれば硬化していなくても次の掘削を開始することができ、工程間の待ち時間が短縮される。さらに、土留部材４による支保効果が得られるため、例えば地盤が土砂や風化した軟岩であっても必ずしも支保工やロックボルトを設置しなくてよい。このように、本実施形態では、上述したように経済的な設計が可能になるのに加えて、施工性も向上させることができる。 On the other hand, in the present embodiment, the first solidifying material layer 6A, the second solidifying material layer 6B, and the earth retaining member 4 are combined to resist the earth pressure. The spraying thickness of the first solidifying material to be formed may be thinner than that of the conventional spraying method. Therefore, the working time for spraying is shortened compared to the conventional spraying method, and the working environment is improved. In addition, since it is not necessary to resist the earth pressure only with the solidifying material, after the earth retaining member 4 is installed, if the solidifying material is filled, the next excavation can be started even if the solidifying material is not yet hardened. waiting time is shortened. Furthermore, since the earth retaining member 4 can provide a shoring effect, it is not necessary to install shoring or rock bolts even if the ground is earth and sand or weathered soft rock. As described above, in this embodiment, in addition to enabling economical design as described above, workability can also be improved.

（第２の実施形態）
図５Ａから図５Ｃは、本発明の第２の実施形態に係る深礎基礎の構築方法を示す図である。なお、以下で説明する点以外の深礎基礎１の構造については第１の実施形態と同様であるため、重複した説明は省略する。本実施形態では、図５Ａに示されるように、地盤２を掘削して立坑３を形成する掘削工程の後に、立坑３の内部に土留部材４を設置する土留部材設置工程を実施する。つまり、本実施形態では、第１の実施形態とは異なり吹付工程が土留部材設置工程の後に実施される。なお、図示された例において、土留部材４には開口部４Ａが形成されている。 (Second embodiment)
5A to 5C are diagrams showing a method of constructing a deep foundation according to a second embodiment of the present invention. Since the structure of the deep foundation 1 other than the points described below is the same as that of the first embodiment, redundant description will be omitted. In this embodiment, as shown in FIG. 5A, after the excavation step of excavating the ground 2 to form the vertical shaft 3, the earth retaining member installation step of installing the earth retaining member 4 inside the vertical shaft 3 is performed. That is, in this embodiment, unlike the first embodiment, the spraying process is performed after the earth retaining member installation process. In the illustrated example, the earth retaining member 4 is formed with an opening 4A.

次に、図５Ｂに示されるように、立坑３の壁面３Ｗに第１の固化材を吹き付けて第１の固化材層６Ａを形成する吹付工程を実施する。このとき、土留部材４に形成された開口部４Ａを介して土留部材４と壁面３Ｗとの間に第１の固化材を供給する。ここで、第１の固化材は、土留部材４と壁面３Ｗとの間に配置された吹付ノズルに開口部４Ａを経由する配管などを用いて供給されてもよいし、土留部材４の内側に配置された吹付ノズルから開口部４Ａ越しに壁面３Ｗに吹き付けられてもよい。開口部４Ａを高さ方向（図５Ｂの上下方向）および幅方向（図５Ｂの奥行き方向）に適切な間隔で形成することによって、土留部材４と壁面３Ｗとの間の領域全体で開口部４Ａを介して吹き付け作業を行い、また吹き付け状態を開口部４Ａから目視などで確認することができる。 Next, as shown in FIG. 5B, a spraying step of spraying the first solidifying material onto the wall surface 3W of the shaft 3 to form the first solidifying material layer 6A is carried out. At this time, the first solidifying material is supplied between the earth retaining member 4 and the wall surface 3W through the opening 4A formed in the earth retaining member 4. As shown in FIG. Here, the first solidifying material may be supplied to a spray nozzle arranged between the earth retaining member 4 and the wall surface 3W using a pipe or the like passing through the opening 4A, or may be supplied to the inside of the earth retaining member 4. It may be sprayed onto the wall surface 3W through the opening 4A from the arranged spray nozzles. By forming the openings 4A at appropriate intervals in the height direction (the vertical direction in FIG. 5B) and the width direction (the depth direction in FIG. 5B), the openings 4A are formed over the entire region between the earth retaining member 4 and the wall surface 3W. The spraying operation can be performed through the opening 4A, and the spraying state can be visually confirmed through the opening 4A.

吹付工程の終了後、図５Ｃに示されるように、土留部材４と第１の固化材層６Ａとの間に第２の固化材を充填して第２の固化材層６Ｂを形成する充填工程を実施する。充填工程までに、この時点で構築されている土留め壁の下端に位置する土留部材４の下端に型枠部材７が設置され（型枠部材設置工程）、土留部材４に形成された開口部４Ａが蓋部材４Ｂを用いて閉塞される。なお、蓋部材４Ｂは、充填工程の開始後に、例えば第２の固化材の充填状態を確認しながら、下方に形成された開口部４Ａから順次取り付けられてもよい。このとき、第２の固化材の充填状態を、蓋部材４Ｂが取り付けられていない開口部４Ａから目視などで確認してもよい。 After completion of the spraying step, as shown in FIG. 5C, a filling step of filling the space between the earth retaining member 4 and the first solidifying material layer 6A with the second solidifying material to form the second solidifying material layer 6B. to implement. By the filling process, the formwork member 7 is installed at the lower end of the earth retaining member 4 located at the lower end of the earth retaining wall constructed at this point (formwork member installation process), and the opening formed in the earth retaining member 4. 4A is closed using the lid member 4B. Note that the lid member 4B may be attached sequentially from the opening 4A formed below while checking the filling state of the second solidifying material after the filling process is started. At this time, the filling state of the second solidifying material may be visually confirmed through the opening 4A to which the lid member 4B is not attached.

上記のような掘削工程、土留部材設置工程、吹付工程、および充填工程を所定の回数繰り返す（１回でもよい）ことによって、第１の実施形態で図４に示したような土留め壁が構築され、土留め壁の内部、すなわち土留部材４の内側にコンクリート５を打設するコンクリート打設工程を実施することによって、第１の実施形態で図１に示したような深礎基礎１が構築される。 By repeating the above-described excavation process, earth retaining member installation process, spraying process, and filling process a predetermined number of times (may be once), an earth retaining wall as shown in FIG. 4 in the first embodiment is constructed. Then, the deep foundation 1 as shown in FIG. be done.

以上で説明したような本発明の第２の例では、上記の第１の例と同様に経済的な設計と施工性とを両立させることができるのに加えて、土留部材４の設置後に開口部４Ａを介して吹き付け作業を行うことによって、土留部材４が吹き付け時の飛散物を抑制し、作業環境をさらに改善することができる。 In the second example of the present invention as described above, in addition to being able to achieve both economical design and workability as in the first example, the opening after the earth retaining member 4 is installed By performing the spraying work through the portion 4A, the earth retaining member 4 suppresses the scattering during the spraying, and the working environment can be further improved.

図６は、第２の実施形態において開口部を介さずに固化材を供給して吹き付け作業を行う例を示す図である。例えば、最初の掘削工程および土留部材設置工程の後で、土留部材４によって構成される土留め壁の上端が開放されている場合、図示された例のように、土留部材４の上端と立坑３の壁面３Ｗとの間を介して土留部材４と壁面３Ｗとの間に第１の固化材を供給して吹付工程を実施することも可能である。土留部材４の上端ではなく下端と壁面３Ｗとの間を介して第１の固化材を供給してもよい。吹き付け状態は、土留部材４の上端もしくは下端、または図示していないが土留部材４に形成された開口部から目視などで確認することができる。 FIG. 6 is a diagram showing an example in which the solidifying material is supplied and sprayed without passing through the opening in the second embodiment. For example, after the initial excavation process and the earth retaining member installation process, when the upper end of the earth retaining wall constituted by the earth retaining member 4 is open, the upper end of the earth retaining member 4 and the shaft 3 It is also possible to supply the first solidifying material between the earth retaining member 4 and the wall surface 3W through the space between the wall surface 3W and the spraying step. The first solidifying material may be supplied not through the upper end of the earth retaining member 4 but through the space between the lower end and the wall surface 3W. The spraying state can be visually confirmed from the upper end or the lower end of the earth retaining member 4 or an opening formed in the earth retaining member 4 (not shown).

（変形例）
図７は、型枠部材の変形例を示す図である。図７に示された例において、型枠部材７には溝７Ｃが形成される。溝７Ｃは、型枠部材７の下側の板面７Ｄと土留部材４の内側に面した端面７Ｅとを連通させる経路として機能する。これによって、上記で図３Ｃや図５Ｃを参照して説明した充填工程において、土留部材４と第１の固化材層６Ａとの間の隙間に下方から第２の固化材が充填されることによって押し出された空気が溝７Ｃを経由して土留部材４の内側に排出され、充填を円滑に進めることができる。また、第２の固化材が土留部材４と第１の固化材層６Ａとの間の隙間の上端まで充填されると溝７Ｃから第２の固化材が漏出するため、これによって充填の完了を判定してもよい。 (Modification)
FIG. 7 is a diagram showing a modification of the form member. In the example shown in FIG. 7, the form member 7 is formed with a groove 7C. The groove 7C functions as a path for communicating the lower plate surface 7D of the formwork member 7 and the end surface 7E facing the inside of the earth retaining member 4 . As a result, in the filling process described above with reference to FIGS. 3C and 5C, the gap between the earth retaining member 4 and the first solidification material layer 6A is filled with the second solidification material from below. The pushed air is discharged to the inside of the earth retaining member 4 via the groove 7C, so that filling can proceed smoothly. When the second solidification material is filled up to the upper end of the gap between the earth retaining member 4 and the first solidification material layer 6A, the second solidification material leaks out from the groove 7C. You can judge.

図８は、構築過程において型枠部材を撤去する変形例を示す図である。図８に示された例において、型枠部材は、バルーン状の膨張体９である。この場合、型枠部材設置工程は、土留部材４と第１の固化材層６Ａとの間の隙間の下端に設置された膨張体９に流体（気体または液体。例えば空気）を吹き込むことによって膨張させ、それによって隙間を閉塞する工程を含む。図示された例の膨張体９のように、型枠部材に第２の固化材を充填するための開口部が形成されない場合、土留部材４の下端付近に形成された開口部４Ｃを介して第２の固化材を充填してもよい。この場合、土留部材４の上端付近にも同様の開口部が形成され、途中に位置する開口部は蓋体４Ｄで閉塞されてもよい。また、土留部材４と第１の固化材層６Ａとの間の隙間の上端に位置する開口部は、上述した溝７Ｃと同様の空気抜きのために開放されていてもよい。さらに、膨張体９に流体を供給する経路に圧力計９Ａを配置してもよい。膨張体９内の流体の圧力は第２の固化材の充填量に応じて増大するため、圧力計９Ａの指示値を監視することによって第２の固化材の充填状態を把握することができる。また、図示していないが、膨張体９を土留部材４の凹部に配置し膨張させることで、膨張体９のずれ落ちが防止され、第２の固化材の充填を確実に行える。なおこのとき、第２の固化材を充填するための開口部４Ｃは、膨張体９を配置した土留部材４の凹部の上に設ける。 FIG. 8 is a diagram showing a modification of removing the formwork members during the construction process. In the example shown in FIG. 8 the form member is a balloon-like inflatable body 9 . In this case, in the step of installing the formwork members, the inflatable body 9 is installed at the lower end of the gap between the earth retaining member 4 and the first solidifying material layer 6A. and closing the gap. When the formwork member is not provided with an opening for filling the second solidifying material, as in the case of the expansion body 9 in the illustrated example, the second solidification material is injected through the opening 4C formed near the lower end of the earth retaining member 4. 2 solidification material may be filled. In this case, a similar opening may be formed in the vicinity of the upper end of the earth retaining member 4, and the opening located in the middle may be closed with a lid 4D. Also, the opening located at the upper end of the gap between the earth retaining member 4 and the first solidifying material layer 6A may be open for air venting similar to the groove 7C described above. Furthermore, a pressure gauge 9A may be arranged in the path for supplying fluid to the inflatable body 9. FIG. Since the pressure of the fluid in the inflatable body 9 increases according to the filling amount of the second solidifying material, the filling state of the second solidifying material can be grasped by monitoring the indicated value of the pressure gauge 9A. Also, although not shown, by disposing the expansion body 9 in the recess of the earth retaining member 4 and inflating it, the expansion body 9 is prevented from slipping down, and the second solidification material can be reliably filled. At this time, the opening 4C for filling the second solidifying material is provided above the concave portion of the earth retaining member 4 in which the expandable body 9 is arranged.

以上、添付図面を参照しながら本発明の好適な実施形態について詳細に説明したが、本発明はかかる例に限定されない。本発明の属する技術の分野における通常の知識を有する者であれば、特許請求の範囲に記載された技術的思想の範疇内において、各種の変更例または修正例に想到し得ることは明らかであり、これらについても、当然に本発明の技術的範囲に属するものと了解される。例えば、上記の実施形態ではコンクリート打設工程において土留部材の内側にコンクリートを打設する例について説明したが、土留部材の内側空間すべてをコンクリートで満たす必要はなく、内側空間の一部のみにコンクリートが打設されてもよい。あるいは、立坑の底部分にのみコンクリートを打設し、土留部材の内側にはコンクリートを打設しなくてもよい。具体的には、例えば、底部分にのみコンクリートが打設された中空構造の地中構造物（深礎基礎、立坑または集水井）、および土留部材の内側の中空部に地山掘削時の残土などの土砂を投入した地中構造物（深礎基礎）も、本発明の技術的範囲に属する。 Although the preferred embodiments of the present invention have been described in detail above with reference to the accompanying drawings, the present invention is not limited to such examples. It is obvious that a person having ordinary knowledge in the technical field to which the present invention belongs can conceive of various modifications or modifications within the scope of the technical idea described in the claims. It is understood that these also naturally belong to the technical scope of the present invention. For example, in the above embodiment, an example of placing concrete inside the earth retaining member in the concrete placing process has been described. may be cast. Alternatively, concrete may be placed only in the bottom portion of the shaft, and no concrete may be placed inside the earth retaining member. Specifically, for example, hollow underground structures (deep foundations, vertical shafts or water collection wells) with concrete placed only at the bottom, and surplus soil from excavation in the hollow inside the earth retaining member Underground structures (deep foundations) into which earth and sand are thrown are also included in the technical scope of the present invention.

１…深礎基礎、２…地盤、３…立坑、３Ｗ…壁面、４…土留部材、４Ａ…開口部、４Ｂ…蓋部材、４Ｃ…開口部、４Ｄ…蓋体、５…コンクリート、６…固化材層、６Ａ…第１の固化材層、６Ｂ…第２の固化材層、７…型枠部材、７Ａ…開口部、７Ｂ…蓋部材、７Ｃ…溝、７Ｄ…板面、７Ｅ…端面、８…芯材、９…膨張体、９Ａ…圧力計。 DESCRIPTION OF SYMBOLS 1... Deep foundation, 2... Ground, 3... Vertical shaft, 3W... Wall surface, 4... Earth retaining member, 4A... Opening, 4B... Lid member, 4C... Opening, 4D... Lid, 5... Concrete, 6... Solidification Material layer 6A... First solidifying material layer 6B... Second solidifying material layer 7... Form member 7A... Opening 7B... Lid member 7C... Groove 7D... Plate surface 7E... End surface 8... Core material, 9... Inflatable body, 9A... Pressure gauge.

Claims (13)

地盤を掘削して立坑を形成する掘削工程と、
前記立坑の壁面に第１の固化材を吹き付けて第１の固化材層を形成する吹付工程と、
前記立坑の内部に土留部材を設置する土留部材設置工程と、
前記土留部材と前記第１の固化材層との間に第２の固化材を充填して第２の固化材層を形成する充填工程と
を含み、
前記土留部材は、高さ方向について波形断面を有するライナープレートである、地中構造物の構築方法。 An excavation step of excavating the ground to form a shaft;
a spraying step of spraying a first solidifying material onto the wall surface of the shaft to form a first solidifying material layer;
an earth retaining member installation step of installing an earth retaining member inside the shaft;
a filling step of filling a second solidification material between the earth retaining member and the first solidification material layer to form a second solidification material layer,
The construction method of an underground structure, wherein the earth retaining member is a liner plate having a corrugated cross section in the height direction. 前記吹付工程は、前記土留部材設置工程の前に実施される、請求項１に記載の地中構造物の構築方法。 2. The underground structure construction method according to claim 1, wherein said spraying step is performed before said earth retaining member installing step. 前記吹付工程は、前記土留部材設置工程の後に実施される、請求項１に記載の地中構造物の構築方法。 2. The underground structure construction method according to claim 1, wherein said spraying step is performed after said earth retaining member installing step. 前記土留部材には開口部が形成されており、
前記吹付工程は、前記開口部を介して前記土留部材と前記立坑の壁面との間に前記第１の固化材を供給する工程を含む、請求項３に記載の地中構造物の構築方法。 An opening is formed in the earth retaining member,
4. The underground structure construction method according to claim 3, wherein said spraying step includes a step of supplying said first solidifying material between said earth retaining member and the wall surface of said shaft through said opening. 前記吹付工程は、前記土留部材の上端または下端と前記立坑の壁面との間を介して前記土留部材と前記立坑の壁面との間に前記第１の固化材を供給する工程を含む、請求項３に記載の地中構造物の構築方法。 3. The spraying step includes a step of supplying the first solidification material between the earth retaining member and the wall surface of the vertical shaft through a space between the upper end or the lower end of the earth retaining member and the wall surface of the vertical shaft. 4. The construction method of the underground structure according to 3. 前記第１の固化材の吹き付け厚さが、１ｃｍ以上１０ｃｍ未満である、請求項１から請求項５のいずれか１項に記載の地中構造物の構築方法。 The underground structure construction method according to any one of claims 1 to 5, wherein the sprayed thickness of the first solidifying material is 1 cm or more and less than 10 cm. 前記土留部材と前記第１の固化材層との間の隙間の下端を閉塞する型枠部材を設置する型枠部材設置工程をさらに含む、請求項１から請求項６のいずれか１項に記載の地中構造物の構築方法。 7. The method according to any one of claims 1 to 6, further comprising a formwork member installation step of installing a formwork member that closes the lower end of the gap between the earth retaining member and the first solidification material layer. construction method of underground structures. 前記型枠部材は、膨張体であり、
前記型枠部材設置工程は、前記隙間の下端に設置された前記膨張体を膨張させて前記隙間の下端を閉塞する工程を含む、請求項７に記載の地中構造物の構築方法。 The formwork member is an inflatable body,
8. The method of constructing an underground structure according to claim 7, wherein said formwork member installation step includes a step of expanding said expansion body installed at the lower end of said gap to close the lower end of said gap. 地盤を掘削して形成された立坑の内部に設置された土留部材と、
前記立坑の壁面に吹き付けられた第１の固化材層と、
前記第１の固化材層と前記土留部材との間に充填された第２の固化材層と、
を有し、
前記土留部材は、高さ方向について波形断面を有するライナープレートである地中構造物。 An earth retaining member installed inside a shaft formed by excavating the ground;
a first solidifying material layer sprayed onto the wall surface of the shaft;
a second solidification material layer filled between the first solidification material layer and the earth retaining member;
has
The underground structure, wherein the earth retaining member is a liner plate having a corrugated cross section in the height direction. 前記土留部材の下端と前記第１の固化材層との間の隙間を閉塞する型枠部材をさらに備える、請求項９に記載の地中構造物。 10. The underground structure according to claim 9 , further comprising a formwork member closing a gap between the lower end of said earth retaining member and said first solidification material layer. 前記型枠部材には、下側の板面と前記土留部材の内側に面した端面とを連通させる経路が形成される、請求項１０に記載の地中構造物。 11. The underground structure according to claim 10 , wherein the formwork member is formed with a path for communicating between the lower plate surface and the inwardly facing end surface of the earth retaining member. 前記第１の固化材層に埋め込まれた網状の芯材をさらに備える、請求項９から請求項１１のいずれか１項に記載の地中構造物。 12. The underground structure according to any one of claims 9 to 11 , further comprising a net-like core material embedded in said first solidifying material layer. 前記土留部材には開口部が形成されており、
前記開口部を閉塞する蓋部材をさらに備える、請求項９から請求項１２のいずれか１項に記載の地中構造物。 An opening is formed in the earth retaining member,
13. The underground structure according to any one of claims 9 to 12 , further comprising a lid member closing said opening.
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