JP7228454B2

JP7228454B2 - Continuous underground wall and construction method of continuous underground wall

Info

Publication number: JP7228454B2
Application number: JP2019071240A
Authority: JP
Inventors: 英之眞野; 一茂阿部; 正明長澤; 清臣金本
Original assignee: Shimizu Corp
Current assignee: Shimizu Corp
Priority date: 2019-04-03
Filing date: 2019-04-03
Publication date: 2023-02-24
Anticipated expiration: 2039-04-03
Also published as: JP2020169487A

Description

本発明は、連続地中壁および連続地中壁の施工方法に関する。 The present invention relates to a continuous underground wall and a method for constructing a continuous underground wall.

ＲＣ造の連続地中壁の施工方法として、地中に間隔をあけて先行エレメントを設け、先行して設けられた先行エレメントの間に後行エレメントを設けて連続地中壁を構築する方法がある。先行エレメントと後行エレメントとの連結は、互いに荷重（せん断力）を伝達可能となるように一体に連結する場合と、互いに接触させるが互いに荷重の伝達をしない状態に連結する場合とがある。先行エレメントと後行エレメントとは、互いに荷重を伝達可能となるように一体に連結されている方が、互いに荷重の伝達をしない場合と比べて構造的な性能として望ましいとされている。 As a method of constructing a continuous underground wall of RC structure, there is a method of constructing a continuous underground wall by providing preceding elements with a gap in the ground and installing trailing elements between the preceding elements. be. The connection between the leading element and the trailing element may be integrally connected so that the load (shear force) can be transmitted to each other, or may be connected so that they are in contact with each other but do not transmit the load to each other. It is said that the leading element and the trailing element that are integrally connected so as to be able to transmit the load to each other are more desirable in terms of structural performance than the case where the load is not transmitted to each other.

先行エレメントと後行エレメントとを互いに荷重を伝達可能に連結するには、先行エレメントの鉄筋と後行エレメントの鉄筋とを重ね継ぎ手としている。このため、先行エレメントを構築する領域を掘削する際に、重ね継ぎ手を設ける領域も余掘りする必要がある。
これに対し、近年、先行エレメントと後行エレメントとの間で伝達する荷重を鉛直方向のせん断力（押し込み力、引き抜き力によるせん断力で、以下では面内せん断力を表記する。）に限定することで、余掘りを必要としない工法が開発されている（例えば、特許文献１－３参照）。 In order to connect the preceding element and the succeeding element so that the load can be transmitted to each other, the reinforcing bars of the preceding element and the reinforcing bars of the following element are lap joints. Therefore, when excavating the area for constructing the preceding element, it is also necessary to over-excave the area where the lap joint is to be provided.
On the other hand, in recent years, the load transmitted between the leading element and the trailing element is limited to vertical shear force (shear force due to pushing force and pulling force, hereinafter referred to as in-plane shear force). Therefore, a construction method that does not require over-digging has been developed (see, for example, Patent Documents 1 to 3).

特許文献１－３に開示された連続地中壁では、先行エレメントの凹部に後行エレメントの凸部が嵌合するように構成され、先行エレメントのコンクリートに埋設されるとともに凹部内に突出する波形鋼板や鉄筋などの接続部材が凹部に打設された後行エレメントのコンクリートに埋設されることで先行エレメントと後行エレメントとが連結されている。このような連続地中壁では、接続部材が凹部に配置されて先行エレメントの端部よりも後行エレメント側に突出しないため、余掘りを行わずに先行エレメントを構築することができる。 In the continuous underground wall disclosed in Patent Documents 1 to 3, the convex portion of the trailing element is configured to fit into the concave portion of the leading element, and the corrugated portion is embedded in the concrete of the leading element and protrudes into the concave portion. A connecting member such as a steel plate or a reinforcing bar is embedded in the concrete of the trailing element placed in the recess to connect the leading element and the trailing element. In such a continuous underground wall, since the connection member is arranged in the recess and does not protrude toward the trailing element from the end of the leading element, the leading element can be constructed without overcutting.

特許文献１および２に開示された連続地中壁の施工方法では、先行エレメントの構築時に、接続部材がセットされた打ち継ぎ治具を用いて、接続部材を先行エレメントのコンクリートに埋設するとともに、凹部を形成している。そして、先行エレメントのコンクリートが硬化した後に、打ち継ぎ治具を剥離させ、接続部材の後行エレメントに埋設される部分を露出させている。
特許文献３に開示された連続地中壁の施工方法では、先行エレメントの構築時に、接続部材および凹部を形成する空間保持材を配置し、先行エレメントのコンクリートを打設している。そして、先行エレメントのコンクリートが硬化した後に、後行エレメントの掘削時に空間保持材の一部を削り取り、接続部材の後行エレメントに埋設される部分を露出させている。 In the method for constructing a continuous underground wall disclosed in Patent Documents 1 and 2, when constructing the preceding element, a joint jig in which the connecting member is set is used to embed the connecting member in the concrete of the preceding element, It forms a recess. After the concrete of the leading element has hardened, the joint jig is peeled off to expose the portion of the connecting member to be embedded in the trailing element.
In the method for constructing a continuous underground wall disclosed in Patent Document 3, when constructing the preceding element, the connection member and the space holding material forming the recess are arranged, and the concrete of the preceding element is placed. After the concrete of the preceding element has hardened, part of the space retaining member is scraped off during the excavation of the succeeding element to expose the portion of the connecting member to be buried in the succeeding element.

特許第３９８２３２７号公報Japanese Patent No. 3982327 特開２０１０－２４２３１８号公報JP 2010-242318 A 特開２０１７－１７９７３４号公報JP 2017-179734 A

しかしながら、特許文献１および２に開示された連続地中壁では、打ち継ぎ治具の剥離工程に、手間がかかるという問題がある。特に先行エレメントのコンクリートが後行エレメント側に漏れ出てしまうと、打ち継ぎ治具の剥離が困難となる虞がある。
また、特許文献３に開示された連続地中壁では、空間保持材をその一部が削り取れるような強度とする必要があり、先行エレメントのコンクリート打設時の圧力に耐えられないことがある。このような場合には、空間保持材とは別に空間保持材を補強する部材を設ける必要がある。そして、先行エレメントのコンクリートが硬化した後には、空間保持材や補強部材を撤去する工程に、手間がかかるという問題がある。特に、連続地中壁の深度が深いと、空間保持材や補強部材の撤去が困難になる虞がある。 However, the continuous underground wall disclosed in Patent Literatures 1 and 2 has a problem that it takes time and effort to remove the joint jig. In particular, if the concrete of the leading element leaks to the trailing element side, it may become difficult to separate the joint jig.
In addition, in the continuous underground wall disclosed in Patent Document 3, it is necessary to have such a strength that the space holding material can be partially scraped off, and it may not be able to withstand the pressure of the preceding element when placing concrete. . In such a case, it is necessary to provide a member that reinforces the space holding member separately from the space holding member. Then, after the concrete of the preceding element has hardened, there is a problem that the process of removing the space retaining member and the reinforcing member is troublesome. In particular, if the depth of the continuous underground wall is deep, there is a possibility that it will be difficult to remove the space holding material and the reinforcing member.

さらに、先行エレメントと後行エレメントとの間で大きな面内せん断力を伝達させようとすると、接続部材を大きくしたり、接続部材の個数を増大させたりする必要があるため、打ち継ぎ治具や、空間保持材が大型化・重量化してしまい施工性が良くないという問題もある。 Furthermore, when trying to transmit a large in-plane shear force between the leading element and the trailing element, it is necessary to increase the size of the connecting member or increase the number of connecting members. Also, there is a problem that the space holding material becomes large and heavy, and workability is not good.

そこで本発明は、容易に施工することができるとともに、先行エレメントと後行エレメントとの間で面内せん断力を効率的に伝達させることができる連続地中壁および連続地中壁の施工方法を提供することを目的とする。 Therefore, the present invention provides a continuous underground wall and a method for constructing a continuous underground wall that can be easily constructed and that can efficiently transmit the in-plane shear force between the leading element and the trailing element. intended to provide

上記目的を達成するため、本発明に係る連続地中壁は、地盤に隣接して構築される第１エレメントと第２エレメントとが、継手部を介して連結される連続地中壁において、前記継手部は、前記第１エレメントおよび前記第２エレメントの互いに連結される側の端面に上下方向全体にわたって設けられた波形鋼板を有し、前記波形鋼板は、前記第１エレメントと前記第２エレメントが隣接する壁幅方向に突出または凹み、壁幅方向に直交する水平方向となる壁厚さ方向に延びる凸条部および凹条部が交互に配列され、一方の面に前記第１エレメントのコンクリートが定着し、他方の面に前記第２エレメントのコンクリートが定着しており、前記波形鋼板は、前記壁厚さ方向に複数配列されていて、前記壁厚さ方向に隣接する前記波形鋼板の間には、上下方向の全体にわたって前記波形鋼板を連結する連結部材が設けられ、前記連結部材には、上下方向に延びて前記第１エレメントまたは第２エレメントに向かう側に開口する溝部が形成されていることを特徴とする。 In order to achieve the above object, the continuous underground wall according to the present invention is a continuous underground wall in which a first element and a second element constructed adjacent to the ground are connected via a joint part, The joint portion has a corrugated steel plate provided over the entire vertical direction on the end face of the first element and the second element on the side where the first element and the second element are connected to each other. Protrusive streaks and recessed streaks protruding or recessed in the adjacent wall width direction and extending in the wall thickness direction, which is the horizontal direction orthogonal to the wall width direction, are alternately arranged, and one surface is coated with the concrete of the first element. A plurality of corrugated steel plates are arranged in the wall thickness direction between the corrugated steel plates adjacent in the wall thickness direction. is provided with a connecting member that connects the corrugated steel plates over the entire vertical direction, and the connecting member is formed with a groove that extends in the vertical direction and opens toward the first element or the second element. It is characterized by

本発明では、第１エレメントと第２エレメントとの間に波形鋼板を有する継手部が設けられていることにより、第１エレメントのコンクリートと第２エレメントのコンクリートとが波形鋼板を介して噛み合った形状となり、第１エレメントと第２エレメントとの接合部分にシアキーが形成される。これにより、第１エレメントと第２エレメントとの間で面内せん断力を効率的に伝達させることができる。
継手部は、第１エレメントと第２エレメントとの間に設置されるため、第１エレメントおよび第２エレメントのうちの、先行して構築される先行エレメントが配置される領域を掘削する際に、後から構築される後行エレメントが配置される領域に余掘りを行う必要がない。このため、コンクリートを打設する際に、余掘り部分にコンクリートが入り込まないようにする部材を設ける必要がなく、連続地中壁を容易に施工することができる。
また、継手部は、先行エレメントを構築した後に撤去する部分に支持される構成ではないため、継手部が先行エレメントを構築した後に撤去する部材に支持されている場合と比べて、先行エレメントを支持する部材を撤去する手間がなく、連続地中壁を容易に施工することができる。
また、連結部材および連結部材の溝部に充填されたコンクリートが、第１波形鋼板および第２波形鋼板の一方側から他方側に伝わる水を止水することができる。
また、第１波形鋼板と第２波形鋼板とが連結部材を介して連結されているため、連続地中壁の壁厚さ方向の寸法が大きい場合でも、波形鋼板を壁厚さ方向に配列することで対応することができる。 In the present invention, the joint portion having the corrugated steel plate is provided between the first element and the second element, so that the concrete of the first element and the concrete of the second element mesh with each other through the corrugated steel plate. As a result, a shear key is formed at the junction between the first element and the second element. Thereby, an in-plane shear force can be efficiently transmitted between the first element and the second element.
Since the joint part is installed between the first element and the second element, when excavating the area where the preceding element constructed in advance of the first element and the second element is arranged, There is no need to over-digging areas where subsequent elements to be constructed later are placed. Therefore, when placing concrete, it is not necessary to provide a member to prevent concrete from entering the over-excavated portion, and the continuous underground wall can be easily constructed.
In addition, since the joint portion is not configured to be supported by a portion that is removed after the preceding element is constructed, the joint portion supports the preceding element more than if it is supported by a member that is removed after the preceding element is constructed. It is possible to easily construct a continuous underground wall without the need to remove the members to be installed.
Moreover, the connecting member and the concrete filled in the groove of the connecting member can stop water from traveling from one side to the other side of the first corrugated steel plate and the second corrugated steel plate.
In addition, since the first corrugated steel plate and the second corrugated steel plate are connected via the connecting member, the corrugated steel plates can be arranged in the wall thickness direction even when the continuous underground wall has a large dimension in the wall thickness direction. can be dealt with.

また、本発明に係る連続地中壁では、前記波形鋼板の前記壁厚さ方向の両端部それぞれに接合され、前記凹条部を両側から挟む一対の側部材を有していてもよい。
このような構成とすることにより、継手部の強度を高めることができるとともに、凹条部に充填されたコンクリートが側方に流出することを防止することができる。 Further, the continuous underground wall according to the present invention may have a pair of side members that are joined to both ends of the corrugated steel plate in the wall thickness direction and sandwich the concave streak from both sides.
With such a configuration, it is possible to increase the strength of the joint portion and prevent the concrete filled in the grooved portion from flowing out to the side.

また、本発明に係る連続地中壁では、前記一対の側部材は、前記第１エレメントのコンクリートが前記第２エレメント側に流出することを防止するシート部材を取り付け可能に構成されていてもよい。
このような構成とすることにより、第１エレメントを第２エレメントに先行して構築する場合に、第１エレメントのコンクリートが第２エレメント側に流出しないため、第２エレメントを構築する領域の掘削を容易にできるとともに、継手部の第２エレメント側に第１エレメントのコンクリートが付着しないため、連続地中壁を容易に施工することができる。 Further, in the continuous underground wall according to the present invention, the pair of side members may be configured to be attachable with a sheet member that prevents the concrete of the first element from flowing out to the side of the second element. .
With such a configuration, when the first element is constructed prior to the second element, since the concrete of the first element does not flow out to the second element side, excavation of the area for constructing the second element is required. In addition, since the concrete of the first element does not adhere to the second element side of the joint, the continuous underground wall can be easily constructed.

また、本発明に係る連続地中壁では、前記連結部材には、水平方向に突出するフラットバーが取り付けられていてもよい。
このような構成とすることにより、継手部の連結部材が設けられている部分においても、フラットバーを介して第１エレメントと第２エレメントとの間で面内せん断力を効率的に伝達させることができる。 Further, in the continuous underground wall according to the present invention, a flat bar projecting horizontally may be attached to the connecting member.
By adopting such a configuration, the in-plane shear force can be efficiently transmitted between the first element and the second element via the flat bar even in the portion where the connecting member of the joint is provided. can be done.

また、本発明に係る連続地中壁の施工方法は、地盤に隣接して構築される先行エレメントと後行エレメントとが、継手部を介して連結され、先行エレメントおよび継手部が後行エレメントに先行して構築される連続地中壁の施工方法において、前記継手部は、前記先行エレメントおよび前記後行エレメントの互いに連結される側の端面に上下方向全体にわたって設けられた波形鋼板を有し、前記波形鋼板は、前記先行エレメントと前記後行エレメントが隣接する壁幅方向に突出または凹み、壁幅方向に直交する水平方向となる壁厚さ方向に延びる凸条部および凹条部が交互に配列され、地盤の前記先行エレメントが構築される領域を掘削し先行掘削部を形成する先行掘削工程と、前記先行掘削部の前記壁幅方向の前記後行エレメントが構築される側の端部に前記継手部を設け、前記波形鋼板の前記後行エレメントが構築される側の面を地盤に面接触させる継手部設置工程と、前記先行掘削部に前記先行エレメントのコンクリートを打設する先行エレメントコンクリート打設工程と、地盤の前記後行エレメントが構築される領域を掘削し後行掘削部を形成し、前記波形鋼板の前記後行エレメントが構築される側の面を露出させる後行掘削工程と、前記後行掘削部に前記後行エレメントのコンクリートを打設する後行エレメントコンクリート打設工程と、を有し、先行エレメントコンクリート打設工程では、前記先行エレメントのコンクリートを波形鋼板の前記先行エレメントが構築される側の面と定着するように打設し、後行エレメントコンクリート打設工程では、前記後行エレメントのコンクリートを波形鋼板の前記後行エレメントが構築される側の面と定着するように打設することを特徴とする。 Further, in the construction method of the continuous underground wall according to the present invention, the leading element and the trailing element constructed adjacent to the ground are connected via the joint section, and the leading element and the joint section are connected to the trailing element. In the construction method for a continuous underground wall that is constructed in advance, the joint portion has a corrugated steel plate provided over the entire vertical direction on the end surface of the side where the preceding element and the succeeding element are connected to each other, The corrugated steel plate protrudes or dents in the wall width direction where the leading element and the trailing element are adjacent to each other, and alternately has protruding streaks and recessed streaks extending in the wall thickness direction, which is the horizontal direction orthogonal to the wall width direction. a preceding excavation step of excavating a region of the ground where the preceding elements are arranged to form a preceding excavation portion to form a preceding excavation portion; A joint portion installation step of providing the joint portion and bringing the surface of the corrugated steel plate on which the trailing element is to be constructed into surface contact with the ground; and a trailing excavation step of excavating a region of the ground where the trailing element is to be constructed to form a trailing excavation portion, and exposing the surface of the corrugated steel plate on which the trailing element is to be constructed. and a trailing element concrete placing step of placing the concrete of the trailing element in the trailing excavation section, wherein the concrete of the leading element is placed in the leading element of the corrugated steel plate in the leading element concrete placing step. is placed so as to be fixed to the surface of the side on which the is constructed, and in the step of placing concrete of the succeeding element, the concrete of the succeeding element is fixed to the surface of the corrugated steel plate on which the succeeding element is to be constructed. It is characterized by casting in

本発明では、先行エレメントと後行エレメントとの間に波形鋼板を有する継手部が設けられていることにより、先行エレメントのコンクリートと後行エレメントのコンクリートとが波形鋼板を介して噛み合った形状となり、先行エレメントと後行エレメントとの接合部分にシアキーが形成される。これにより、先行エレメントと後行エレメントとの間で面内せん断力を効率的に伝達させることができる。
継手部は、先行エレメントと後行エレメントとの間に設置されるため、先行エレメントが配置される先行掘削部を掘削する際に、後行エレメントが配置される領域に余掘りを行う必要がない。
また、継手部は、全体が先行エレメントのコンクリートおよび後行エレメントのコンクリートと定着し、先行エレメントを構築した後に撤去する部分がないため、先行エレメントを構築した後に継手部を支持する部材や余掘り部にコンクリートが充填されないように防止する部材などを撤去する場合と比べて、連続地中壁を容易に施工することができる。 In the present invention, since the joint portion having the corrugated steel plate is provided between the leading element and the trailing element, the concrete of the leading element and the concrete of the trailing element mesh with each other through the corrugated steel plate. A shear key is formed at the junction between the leading element and the trailing element. This allows efficient transmission of in-plane shear forces between the leading and trailing elements.
Since the joint portion is installed between the leading element and the trailing element, when excavating the leading excavation portion in which the leading element is placed, there is no need to over-digging the region where the trailing element is placed. .
In addition, since the joint section is entirely fixed to the concrete of the preceding element and the concrete of the following element, and there is no part to be removed after constructing the preceding element, the members supporting the joint section after constructing the preceding element and the over excavation are removed. A continuous underground wall can be constructed more easily than in the case of removing a member or the like that prevents concrete from being filled in a section.

また、本発明に係る連続地中壁の施工方法では、前記継手部は、前記波形鋼板の前記壁厚さ方向の両端部それぞれに接合された一対の側部材を有し、前記継手部設置工程では、前記一対の側部材に上下方向全体にわたってシート部材を取り付け、前記シート部材を前記先行掘削部の側面と当接させていてもよい。
このような構成とすることにより、先行エレメントのコンクリートが後行エレメント側に流出しないため、後行掘削部の掘削を容易にできるとともに、継手部の後行エレメント側に先行エレメントのコンクリートが付着しないため、連続地中壁を容易に施工することができる。 Further, in the method for constructing a continuous underground wall according to the present invention, the joint portion has a pair of side members respectively joined to both ends of the corrugated steel plate in the wall thickness direction, and the joint portion installation step Then, a sheet member may be attached to the pair of side members over the entire vertical direction, and the sheet member may be brought into contact with the side surface of the preceding excavation section.
With such a configuration, since the concrete of the leading element does not flow out to the trailing element side, excavation of the trailing excavation portion can be facilitated, and the concrete of the leading element does not adhere to the trailing element side of the joint. Therefore, a continuous underground wall can be easily constructed.

本発明によれば、連続地中壁を容易に施工することができるとともに、先行エレメントと後行エレメントとの間で面内せん断力を効率的に伝達させることができる。 ADVANTAGE OF THE INVENTION According to this invention, a continuous earth wall can be easily constructed, and an in-plane shear force can be efficiently transmitted between a leading element and a trailing element.

本発明の第１実施形態による連続地中壁の一例を示す図で、図２のＡ－Ａ線断面に対応する水平断面図である。FIG. 3 is a diagram showing an example of the continuous underground wall according to the first embodiment of the present invention, and is a horizontal cross-sectional view corresponding to the AA line cross-section of FIG. 2; 図１のＢ－Ｂ線断面に対応する連続地中壁の鉛直断面図である。FIG. 2 is a vertical sectional view of the continuous underground wall corresponding to the BB line section of FIG. 1; 先行掘削工程および継手部設置工程を説明する鉛直断面図である。It is a vertical sectional view explaining a preceding excavation process and a joint part installation process. 先行エレメント配筋工程を説明する鉛直断面図である。It is a vertical cross-sectional view for explaining a preceding element reinforcing step. 先行エレメントコンクリート打設工程を説明する鉛直断面図である。It is a vertical cross-sectional view explaining a preceding element concrete placing process. 後行掘削工程を説明する鉛直断面図である。It is a vertical sectional view explaining a trailing excavation process. 後行エレメント配筋工程を説明する鉛直断面図である。It is a vertical cross-sectional view for explaining a subsequent element reinforcing step. 本発明の第２実施形態による連続地中壁の一例を示す水平断面図である。FIG. 5 is a horizontal cross-sectional view showing an example of a continuous underground wall according to a second embodiment of the present invention; 本発明の第２実施形態による連続地中壁の施工方法を示す水平断面図である。FIG. 5 is a horizontal cross-sectional view showing a method of constructing a continuous underground wall according to a second embodiment of the present invention; 本発明の第３実施形態による連続地中壁の一例を示す水平断面図である。FIG. 11 is a horizontal cross-sectional view showing an example of a continuous underground wall according to a third embodiment of the present invention; 本発明の第４実施形態による連続地中壁の一例を示す水平断面図である。FIG. 11 is a horizontal cross-sectional view showing an example of a continuous underground wall according to a fourth embodiment of the present invention; 本発明の第４実施形態による連続地中壁の一例を示す図で図１１のＣ－Ｃ線断面に対応する鉛直断面図である。FIG. 12 is a view showing an example of a continuous underground wall according to a fourth embodiment of the present invention, and is a vertical cross-sectional view corresponding to the CC line cross-section of FIG. 11;

（第１実施形態）
以下、本発明の第１実施形態による連続地中壁および連続地中壁の構築方法について、図１乃至図７に基づいて説明する。
図１および図２に示すように、第１実施形態による連続地中壁１は、複数の壁状のエレメント２，３が継手部４を介して連結されている。連続地中壁１の壁面に直交する水平方向を壁厚さ方向とし、壁面に沿った方向で壁厚さ方向に直交する水平方向を壁幅方向とし、壁厚さ方向および壁幅方向に直交する方向を上下方向とする。
連続地中壁１を構成する複数のエレメント２，３は、先行して施工される先行エレメント（第１エレメント）２と、先行エレメント２の後に施工される後行エレメント（第２エレメント）３とから構成され、先行エレメント２と後行エレメント３とが継手部４を介して壁幅方向に配列されている。
先行エレメント２および後行エレメント３は、いずれも地盤１１（図１参照）を掘削して構築されている。
先行エレメント２を構築するために地盤１１を掘削して形成した空間を先行掘削部１２とし、後行エレメント３を構築するために地盤１１を掘削して形成した空間を後行掘削部１３とする。先行掘削部１２と後行掘削部１３とは、壁幅方向に隣接している。 (First embodiment)
A continuous underground wall and a method for constructing a continuous underground wall according to a first embodiment of the present invention will be described below with reference to FIGS. 1 to 7. FIG.
As shown in FIGS. 1 and 2 , a continuous underground wall 1 according to the first embodiment includes a plurality of wall-like elements 2 and 3 connected via joints 4 . The horizontal direction orthogonal to the wall surface of the continuous underground wall 1 is the wall thickness direction, the horizontal direction along the wall surface and orthogonal to the wall thickness direction is the wall width direction, and the wall thickness direction and the wall width direction are orthogonal. The vertical direction is defined as the direction in which the
The plurality of elements 2 and 3 that constitute the continuous underground wall 1 include a preceding element (first element) 2 that is constructed first and a succeeding element (second element) 3 that is constructed after the preceding element 2. The leading element 2 and the trailing element 3 are arranged in the wall width direction via the joint portion 4 .
Both the preceding element 2 and the succeeding element 3 are constructed by excavating the ground 11 (see FIG. 1).
A space formed by excavating the ground 11 for constructing the preceding element 2 is defined as a preceding excavation part 12, and a space formed by excavating the ground 11 for constructing the succeeding element 3 is defined as a succeeding excavation part 13. . The leading excavation portion 12 and the trailing excavation portion 13 are adjacent to each other in the wall width direction.

先行エレメント２および後行エレメント３は、それぞれコンクリート２１，３１に縦鉄筋２２，３２および横鉄筋２３，３３が埋設されたＲＣ造の壁体となっている。先行エレメント２と後行エレメント３とは、壁厚さ方向および上下方向の寸法が同じ寸法に設定され、それぞれの壁芯を一致させるように配列されている。先行エレメント２と後行エレメント３とは、それぞれの壁幅方向の端部２ａ，３ａを、継手部４を介して突き合わせるように配置されている。
以下では、先行エレメント２と後行エレメント３との連結部分および継手部４の説明において、壁幅方向のうち先行エレメント２に対して後行エレメント３が配置されている側を前側とし、後行エレメント３に対して先行エレメント２が配置されている側を後側とし、壁幅方向を前後方向と表記することがある。 The leading element 2 and the trailing element 3 are RC wall bodies in which vertical reinforcing bars 22, 32 and horizontal reinforcing bars 23, 33 are embedded in concrete 21, 31, respectively. The leading element 2 and the trailing element 3 are set to have the same dimensions in the wall thickness direction and the vertical direction, and are arranged so that the respective wall centers are aligned. The leading element 2 and the trailing element 3 are arranged such that the respective ends 2a and 3a in the wall width direction face each other with the joint portion 4 interposed therebetween.
In the following description of the connecting portion and the joint portion 4 between the leading element 2 and the trailing element 3, the side of the wall width direction where the trailing element 3 is arranged with respect to the leading element 2 is referred to as the front side. The side on which the preceding element 2 is arranged with respect to the element 3 is sometimes referred to as the rear side, and the wall width direction is sometimes referred to as the front-rear direction.

継手部４は、波形鋼板４１と、波形鋼板４１の壁厚さ方向の一方側の端部に取り付けられた第１側部材４２と、波形鋼板４１の壁厚さ方向の他方側の端部に取り付けられた第２側部材４３と、第１側部材４２と第２側部材４３との間に取り付けられて波形鋼板４１の後側に重なって配置される強度付加部材４４と、を有している。 The joint portion 4 includes a corrugated steel plate 41, a first side member 42 attached to one end of the corrugated steel plate 41 in the wall thickness direction, and a first side member 42 attached to the other end of the corrugated steel plate 41 in the wall thickness direction. It has a second side member 43 attached and a strength adding member 44 attached between the first side member 42 and the second side member 43 and arranged overlapping the rear side of the corrugated steel plate 41 . there is

図２に示すように、波形鋼板４１は、両面に凸条部４１１と凹条部４１２とが交互に配列され、断面形状が波形となるように加工されている。波形鋼板４１は、板面が壁幅方向を向き、凸条部４１１および凹条部４１２が壁厚さ方向に延びて壁幅方向（前側および後側）に突出したり凹んだりする向きに配置されている。
波形鋼板４１における一方の面において凸条部４１１が形成されている部分は、他方の面においては凹条部４１２が形成され、一方の面において凹条部４１２が形成されている部分は、他方の面においては凸条部４１１が形成されている。
波形鋼板４１は、先行エレメント２および後行エレメント３の上下方向の長さ寸法と同じ長さ寸法に設定されている。波形鋼板４１の壁厚さ方向の寸法は、先行エレメント２および後行エレメント３の壁厚さ方向の寸法よりも小さく設定されている。 As shown in FIG. 2, the corrugated steel plate 41 is processed to have a corrugated cross-sectional shape with ridges 411 and concave streaks 412 arranged alternately on both sides. The corrugated steel plate 41 is arranged such that the plate surface faces the wall width direction, and the protruded streaks 411 and the recessed streaks 412 extend in the wall thickness direction and protrude or recess in the wall width direction (front side and rear side). ing.
A portion of the corrugated steel plate 41 on which the protruded streak portion 411 is formed on one surface has a recessed streak portion 412 formed on the other surface, and a portion on which the recessed streak portion 412 is formed on one surface is formed on the other surface. A ridge portion 411 is formed on the surface of .
The corrugated steel plate 41 is set to have the same length dimension as the vertical length dimension of the leading element 2 and the trailing element 3 . The dimension in the wall thickness direction of the corrugated steel plate 41 is set smaller than the dimension in the wall thickness direction of the leading element 2 and the trailing element 3 .

第１側部材４２と、第２側部材４３とは、壁厚さ方向に対称となるように設けられている。
第１側部材４２および第２側部材４３は、断面形状がＬ字形の長尺の型材で、上下方向に延びる向きに配置されている。第１側部材４２および第２側部材４３は、波形鋼板４１の上下方向の長さ寸法と同じ長さ寸法に設定されている。
第１側部材４２および第２側部材４３の断面形状のＬ字形を構成する直交して接続される２つの片を前板部４２１，４３１および側板部４２２，４３２とする。 The first side member 42 and the second side member 43 are provided symmetrically in the wall thickness direction.
The first side member 42 and the second side member 43 are long profile members having an L-shaped cross section, and are arranged to extend in the vertical direction. The first side member 42 and the second side member 43 are set to have the same length dimension as the vertical length dimension of the corrugated steel plate 41 .
Front plate portions 421 and 431 and side plate portions 422 and 432 are two pieces of the first side member 42 and the second side member 43 that are orthogonally connected to form an L-shaped cross section.

第１側部材４２は、前板部４２１の板面が壁幅方向を向く鉛直面となり、側板部４２２が前板部４２１の壁厚さ方向の他方側の端部（波形鋼板４１側の端部）から後側に突出する向きに配置される。
第２側部材４３は、前板部４３１の板面が壁幅方向を向く鉛直面となり、側板部４３２が前板部４３１の壁厚さ方向の一方側の端部（波形鋼板４１側の端部）から後側に突出する向きに配置される。 In the first side member 42, the plate surface of the front plate portion 421 is a vertical surface facing the wall width direction. part) to protrude rearward.
In the second side member 43, the plate surface of the front plate portion 431 is a vertical surface facing the wall width direction. part) to protrude rearward.

第１側部材４２および第２側部材４３それぞれの前板部４２１，４３１は、前面が波形鋼板４１の前端部４１ａ位置、または波形鋼板４１の前端部４１ａよりもやや前側（例えば１～２ｍｍ前側）に配置されている。
第１側部材４２および第２側部材４３それぞれの側板部４２２，４３２は、波形鋼板４１側の面が波形鋼板４１の側部と当接し、波形鋼板４１に接合されている。第１側部材４２および第２側部材４３それぞれの側板部４２２，４３２と波形鋼板４１とは、例えば、Ｌ字形のアングル材４１４とボルト・ナットなどの固定具４１５などを介して接合されている（図１参照）。
側板部４２２，４３２は、波形鋼板４１の前後方向（壁幅方向）の寸法よりも長く形成され、後端部が波形鋼板４１の後端部よりも後側に配置されている。
波形鋼板４１の凹条部４１２の壁厚さ方向の両端部は、第１側部材４２および第２側部材４３によって塞がれている。
第１側部材４２および第２側部材４３は、前板部４２１，４３１の前面が先行掘削部１２の側面１２２と当接または近接するように配置されている。 The front plate portions 421 and 431 of the first side member 42 and the second side member 43 each have a front surface positioned at the front end portion 41a of the corrugated steel plate 41 or slightly forward (for example, 1 to 2 mm forward) from the front end portion 41a of the corrugated steel plate 41. ).
The side plate portions 422 and 432 of the first side member 42 and the second side member 43 are joined to the corrugated steel plate 41 with the corrugated steel plate 41 side surface abutting the side portion of the corrugated steel plate 41 . The side plate portions 422 and 432 of the first side member 42 and the second side member 43 and the corrugated steel plate 41 are joined via, for example, L-shaped angle members 414 and fasteners 415 such as bolts and nuts. (See Figure 1).
The side plate portions 422 and 432 are formed longer than the dimension of the corrugated steel plate 41 in the front-rear direction (wall width direction), and the rear end portions thereof are arranged on the rear side of the rear end portion of the corrugated steel plate 41 .
Both end portions in the wall thickness direction of the grooved portion 412 of the corrugated steel plate 41 are closed by the first side member 42 and the second side member 43 .
The first side member 42 and the second side member 43 are arranged such that the front surfaces of the front plate portions 421 and 431 are in contact with or close to the side surface 122 of the preceding excavation portion 12 .

強度付加部材４４は、断面形状がコの字形の長尺の型材で、壁厚さ方向に延びる向きに配置されている。強度付加部材４４は、上下方向に間隔をあけて複数設けられている。強度付加部材４４は、その長さ方向の一方の端部（壁厚さ方向の一方の端部）が第１側部材４２の側板部４２２の後端部近傍に接合され、長さ方向の他方の端部（壁厚さ方向の他方の端部）が第２側部材４３の側板部４３２の後端部近傍に接合されている。
強度付加部材４４は、継手部４に設けられることで継手部４の剛性および強度を増大させ、施工の際の吊り上げ時に必要となる剛性や強度を確保することができる。 The strength adding member 44 is an elongated member having a U-shaped cross section and is arranged in a direction extending in the wall thickness direction. A plurality of strength adding members 44 are provided at intervals in the vertical direction. The strength adding member 44 has one end in the length direction (one end in the wall thickness direction) joined to the vicinity of the rear end of the side plate portion 422 of the first side member 42, and the other end in the length direction. (the other end in the wall thickness direction) is joined to the vicinity of the rear end of the side plate portion 432 of the second side member 43 .
The strength adding member 44 is provided in the joint portion 4 to increase the rigidity and strength of the joint portion 4, and to ensure the rigidity and strength required for lifting during construction.

継手部４は、波形鋼板４１、第１側部材４２および第２側部材４３の前板部４２１，４３１の後側に先行エレメント２のコンクリート２１が打設され、波形鋼板４１、第１側部材４２および第２側部材４３の前板部４２１，４３１の前側に後行エレメント３のコンクリート３１が打設されている。第１側部材４２および第２側部材４３の側板部４２２，４３２、強度付加部材４４は、先行エレメント２のコンクリート２１に埋設されている。 In the joint portion 4, the concrete 21 of the preceding element 2 is placed behind the front plate portions 421 and 431 of the corrugated steel plate 41, the first side member 42 and the second side member 43, and the corrugated steel plate 41 and the first side member 43 are formed. 42 and front plate portions 421 and 431 of the second side member 43, the concrete 31 of the trailing element 3 is cast. The side plate portions 422 and 432 of the first side member 42 and the second side member 43 and the strength adding member 44 are embedded in the concrete 21 of the preceding element 2 .

先行エレメント２のコンクリート２１は、波形鋼板４１の凹条部４１２にも充填され、波形鋼板４１、第１側部材４２および第２側部材４３の前板部４２１，４３１それぞれの後面と定着している。
後行エレメント３のコンクリート３１は、波形鋼板４１の凹条部４１２にも充填され、波形鋼板４１、第１側部材４２および第２側部材４３の前板部４２１，４３１それぞれの前面と定着している。
先行エレメント２のコンクリート２１と、後行エレメント３のコンクリート３１とは、波形鋼板４１を介して噛み合った形状となり、先行エレメント２と後行エレメント３との接合部分にシアキーが形成される。このため、先行エレメント２と後行エレメント３とは、互いに面内せん断力を伝達可能に構成されている。 The concrete 21 of the preceding element 2 also fills the grooved portion 412 of the corrugated steel plate 41 and is fixed to the corrugated steel plate 41 and the rear surfaces of the front plate portions 421 and 431 of the first side member 42 and the second side member 43 . there is
The concrete 31 of the trailing element 3 also fills the recessed streak portions 412 of the corrugated steel plate 41, and is fixed to the front surfaces of the corrugated steel plate 41, the front plate portions 421 and 431 of the first side member 42 and the second side member 43, respectively. ing.
The concrete 21 of the leading element 2 and the concrete 31 of the trailing element 3 are meshed via the corrugated steel plate 41, and a shear key is formed at the joint portion between the leading element 2 and the trailing element 3. Therefore, the leading element 2 and the trailing element 3 are configured to be able to transmit in-plane shear force to each other.

図１に示すように、第１側部材４２および第２側部材４３は、先行エレメント２のコンクリート２１の打設時に、後行エレメント３側（前側）にコンクリート２１が流出することを防止するシート部材５１と、シート部材５１を先行掘削部１２の側面１２２に沿うように抑える押さえ部材５２と、が取り付けられている。 As shown in FIG. 1, the first side member 42 and the second side member 43 are sheets that prevent the concrete 21 from flowing out toward the trailing element 3 (front side) when the concrete 21 of the leading element 2 is placed. A member 51 and a holding member 52 for holding the sheet member 51 along the side surface 122 of the preceding excavation section 12 are attached.

シート部材５１は、可撓性を有するジオテキスタイルやゴムシートなどで、第１側部材４２および第２側部材４３の前板部４２１，４３１の後面に上下方向全体にわたって取り付けられている。シート部材５１は、例えば、ネジなどの固定具で第１側部材４２および第２側部材４３の前板部４２１，４３１の後面に取り付けられている。シート部材５１は、第１側部材４２および第２側部材４３の前板部４２１，４３１から先行掘削部１２の側面１２２に沿って後側に延びるように後側に曲げられた状態に設けられている。 The sheet member 51 is a flexible geotextile, rubber sheet, or the like, and is attached to the rear surfaces of the front plate portions 421 and 431 of the first side member 42 and the second side member 43 over the entire vertical direction. The sheet member 51 is attached to the rear surfaces of the front plate portions 421 and 431 of the first side member 42 and the second side member 43 with fasteners such as screws, for example. The sheet member 51 is bent rearward so as to extend rearward from the front plate portions 421 and 431 of the first side member 42 and the second side member 43 along the side surface 122 of the preceding excavation portion 12 . ing.

押さえ部材５２は、第１側部材４２および第２側部材４３の側板部４２２，４３２に接合されたスタッドなどで、側板部４２２，４３２から先行掘削部１２の側面１２２に向かう側（波形鋼板４１と離間する側）に突出している。押さえ部材５２の側板部４２２，４３２からの突出寸法は、第１側部材４２および第２側部材４３の前板部４２１，４３１の側板部４２２，４３２からの突出寸法とほぼ同じ寸法に設定されている。押さえ部材５２は、上下方向に間隔をあけて複数設けられている。
シート部材５１は、押さえ部材５２と先行掘削部１２の側面１２２とに挟まれて、押さえ部材５２よりも後側に延びるように設けられている。 The pressing member 52 is a stud or the like that is joined to the side plate portions 422 and 432 of the first side member 42 and the second side member 43, and extends from the side plate portions 422 and 432 toward the side surface 122 of the preceding excavation portion 12 (the corrugated steel plate 41 and the side away from). The projection dimension of the pressing member 52 from the side plate portions 422 and 432 is set to be substantially the same dimension as the projection dimension of the front plate portions 421 and 431 of the first side member 42 and the second side member 43 from the side plate portions 422 and 432. ing. A plurality of pressing members 52 are provided at intervals in the vertical direction.
The sheet member 51 is sandwiched between the pressing member 52 and the side surface 122 of the preceding excavation portion 12 and is provided so as to extend rearward from the pressing member 52 .

本実施形態では、シート部材５１の後端部には、シート部材５１が前側に引っ張られた場合に押さえ部材５２に引っかかって係止される被係止部５３が取り付けられている。被係止部５３は、山形鋼やメッシュのアングル材などで構成されている。 In this embodiment, a locked portion 53 is attached to the rear end portion of the sheet member 51 so as to be caught and locked by the pressing member 52 when the sheet member 51 is pulled forward. The locked portion 53 is made of angle steel, mesh angle material, or the like.

次に、連続地中壁１の施工方法について説明する。
まず、図３に示すように、地盤１１の先行エレメント２が構築される領域に先行掘削部１２を掘削する先行掘削工程を行う。なお、図３では、後の継手部設置工程についても示している。
本実施形態では、先行エレメント２が構築される領域のみの掘削を行い、後行エレメント３側に余掘りを行わない。 Next, a method for constructing the continuous underground wall 1 will be described.
First, as shown in FIG. 3, a preceding excavation step is performed to excavate a preceding excavation portion 12 in a region of the ground 11 where the preceding element 2 is to be constructed. In addition, FIG. 3 also shows the joint part installation process later.
In this embodiment, excavation is performed only in the area where the preceding element 2 is constructed, and no over-digging is performed on the following element 3 side.

続いて、先行掘削部１２の壁幅方向の他方側の端部（前端部）１２１に継手部４を設置する継手部設置工程を行う。
継手部４の波形鋼板４１の前端部４１ａ、第１側部材４２および第２側部材４３の前板部４２１，４３１の前面を先行掘削部１２の前端面１２１と当接させる。先行掘削部１２の前端面１２１と波形鋼板４１の前面４１ｂの凹条部４１２との間には、安定液４１３を充填する。
図１に示すように、継手部４の第１側部材４２および第２側部材４３の前板部４２１，４３１の壁厚さ方向の外側の端部（波形鋼板４１と離間する側の端部）を先行掘削部１２の側面１２２と当接させる。
継手部４には、予めシート部材５１および押さえ部材５２を取り付けておき、シート部材５１を先行掘削部１２の側面１２２に沿わせて配置する。 Subsequently, a joint portion installation step of installing the joint portion 4 at the end portion (front end portion) 121 on the other side in the wall width direction of the preceding excavation portion 12 is performed.
The front end portion 41 a of the corrugated steel plate 41 of the joint portion 4 and the front surfaces of the front plate portions 421 and 431 of the first side member 42 and the second side member 43 are brought into contact with the front end surface 121 of the preceding excavation portion 12 . A stabilizing liquid 413 is filled between the front end surface 121 of the preceding excavation portion 12 and the concave streak portion 412 of the front surface 41 b of the corrugated steel plate 41 .
As shown in FIG. 1, the outer ends in the wall thickness direction of the front plate portions 421 and 431 of the first side member 42 and the second side member 43 of the joint portion 4 (the ends on the side away from the corrugated steel plate 41 ) is brought into contact with the side surface 122 of the preceding excavation section 12 .
A sheet member 51 and a pressing member 52 are attached in advance to the joint portion 4 , and the sheet member 51 is arranged along the side surface 122 of the preceding excavation portion 12 .

続いて、図４に示すように、先行エレメント２の鉄筋２２，２３を設置する先行エレメント配筋工程を行う。
本実施形態では、先行エレメント２の鉄筋は、縦鉄筋２２および横鉄筋２３が予め組まれた鉄筋かごとし、この鉄筋かごを先行掘削部１２の内部に設置する。 Subsequently, as shown in FIG. 4, a preceding element reinforcing step for installing reinforcing bars 22 and 23 of the preceding element 2 is performed.
In this embodiment, the reinforcing bars of the preceding element 2 are a reinforcing bar cage in which the vertical reinforcing bars 22 and the horizontal reinforcing bars 23 are assembled in advance, and this reinforcing bar cage is installed inside the preceding excavation section 12 .

続いて、図５に示すように、先行エレメント２のコンクリート２１を打設する先行エレメントコンクリート打設工程を行う。
先行掘削部１２に先行エレメント２のコンクリート２１を打設し、先行エレメント２の縦鉄筋２２、横鉄筋２３、第１側部材４２および第２側部材４３それぞれの側板部４２２，４３２、強度付加部材４４をコンクリート２１に埋設するとともに、波形鋼板４１の後面の凹条部４１２にコンクリート２１を充填し、硬化させる。 Subsequently, as shown in FIG. 5, the preceding element concrete placing step of placing the concrete 21 of the preceding element 2 is performed.
The concrete 21 of the preceding element 2 is placed in the preceding excavation section 12, and the vertical reinforcing bars 22, the horizontal reinforcing bars 23 of the preceding element 2, the side plate portions 422 and 432 of the first side member 42 and the second side member 43, and the strength adding member. 44 is embedded in the concrete 21, and the concrete 21 is filled in the grooved portion 412 on the rear surface of the corrugated steel plate 41 and hardened.

継手部４は、波形鋼板４１の前端部４１ａ、第１側部材４２および第２側部材４３の前板部４２１，４３１の前面を先行掘削部１２の前端面１２１と当接しているため、先行エレメント２のコンクリート２１の側圧を、継手部４を介して地盤１１が負担することができる。また、継手部４が先行掘削部１２の前端面１２１と当接しているため、先行エレメント２のコンクリートが後行エレメント３側に漏れることを防止することができる。 In the joint portion 4, the front end portion 41a of the corrugated steel plate 41 and the front surfaces of the front plate portions 421 and 431 of the first side member 42 and the second side member 43 are in contact with the front end surface 121 of the preceding excavation portion 12. The lateral pressure of the concrete 21 of the element 2 can be borne by the ground 11 via the joint portion 4 . Further, since the joint portion 4 is in contact with the front end surface 121 of the preceding excavation portion 12, it is possible to prevent the concrete of the preceding element 2 from leaking to the succeeding element 3 side.

このとき、図１に示すように、継手部４にシート部材５１が取り付けられていて、シート部材５１が先行掘削部１２の側面１２２と当接しているため、継手部４と先行掘削部１２との間の隙間がシート部材５１によって塞がれ、先行エレメント２のコンクリート２１が継手部４と先行掘削部１２の側面１２２との間から後行エレメント３側に漏れ出すことが防止されている。
また、万が一、先行エレメント２のコンクリート２１が後行エレメント３側に流出しようとして、シート部材５１を継手部４よりも前側に移動させる向きに押したとしても、シート部材５１に取り付けられた被係止部５３が押さえ部材５２に引っかかるため。シート部材５１が継手部４よりも前側に移動することが防止される。 At this time, as shown in FIG. 1, the sheet member 51 is attached to the joint portion 4, and the sheet member 51 is in contact with the side surface 122 of the preceding excavation portion 12, so that the joint portion 4 and the preceding excavation portion 12 The gap between them is closed by the sheet member 51 to prevent the concrete 21 of the preceding element 2 from leaking out from between the joint portion 4 and the side surface 122 of the preceding excavation portion 12 to the succeeding element 3 side.
Further, even if the concrete 21 of the leading element 2 is about to flow out to the trailing element 3 side and the sheet member 51 is pushed in a direction to move forward of the joint portion 4, the engaged portion attached to the sheet member 51 does not move. This is because the stop portion 53 is caught by the pressing member 52 . The sheet member 51 is prevented from moving to the front side of the joint portion 4 .

続いて、地盤１１の後行エレメント３が構築される領域に後行掘削部１３を掘削する後行掘削工程を行う。
後行掘削部１３を掘削して、継手部４の前面（波形鋼板４１の前面４１ｂ、第１側部材４２および第２側部材４３の前板部４２１，４３１の前面４２１ａ，４３１ａ露出させる。露出した継手部４の前面を洗浄し、継手部４の前面についた土などを洗浄する。継手部４の前面の洗浄は、高圧洗浄機などを用いて行う。
図６に示すように、継手部４の第１側部材４２および第２側部材４３の前板部４２１，４３１の前面４２１ａ，４３１ａが、波形鋼板４１の前端部４１ａよりも前側に位置している場合は、後行掘削部１３を掘削する掘削機１５を第１側部材４２および第２側部材４３の前板部４２１，４３１の前面４２１ａ，４３１ａと当接させることで、掘削機１５が波形鋼板４１と接触することを防止することができる。 Subsequently, the trailing excavation step of excavating the trailing excavation portion 13 in the area where the trailing element 3 of the ground 11 is to be constructed is performed.
The trailing excavation portion 13 is excavated to expose the front surface of the joint portion 4 (the front surface 41b of the corrugated steel plate 41, the front surfaces 421a and 431a of the front plate portions 421 and 431 of the first side member 42 and the second side member 43. Exposure. The front surface of the joint portion 4 is washed to remove dirt and the like attached to the front surface of the joint portion 4. The front surface of the joint portion 4 is washed using a high-pressure washer or the like.
As shown in FIG. 6 , the front surfaces 421 a and 431 a of the front plate portions 421 and 431 of the first side member 42 and the second side member 43 of the joint portion 4 are positioned forward of the front end portion 41 a of the corrugated steel plate 41 . In this case, the excavator 15 for excavating the trailing excavating section 13 is brought into contact with the front surfaces 421a and 431a of the front plate portions 421 and 431 of the first side member 42 and the second side member 43 so that the excavator 15 is Contact with the corrugated steel plate 41 can be prevented.

続いて、図７に示すように、後行エレメント３の鉄筋３２，３３を設置する後行エレメント配筋工程を行う。
本実施形態では、後行エレメント３の鉄筋も、縦鉄筋３２および横鉄筋３３が予め組まれた鉄筋かごとし、この鉄筋かごを後行掘削部１３の内部に設置する。 Subsequently, as shown in FIG. 7, the following element reinforcement arrangement step of installing reinforcing bars 32 and 33 of the following element 3 is performed.
In this embodiment, the reinforcing bars of the trailing element 3 are also a reinforcing bar cage in which vertical reinforcing bars 32 and horizontal reinforcing bars 33 are assembled in advance, and this reinforcing bar cage is installed inside the trailing excavation section 13 .

続いて、後行エレメント３のコンクリート３１を打設する後行エレメントコンクリート打設工程を行う。
後行掘削部１３に後行エレメント３のコンクリート３１を打設し、図２に示すように、後行エレメント３の縦鉄筋３２および横鉄筋３３をコンクリート３１に埋設するとともに、波形鋼板４１の前面４１ｂの凹条部４１２にコンクリート３１を充填する。
後行エレメント３のコンクリート３１を打設したら、コンクリート３１を硬化させる。 Subsequently, a succeeding element concrete placing step of placing the concrete 31 of the succeeding element 3 is performed.
Concrete 31 of the trailing element 3 is placed in the trailing excavation section 13, and as shown in FIG. Concrete 31 is filled in grooved portion 412 of 41b.
After placing the concrete 31 of the trailing element 3, the concrete 31 is hardened.

このようにすることで、継手部４の後側に先行エレメント２のコンクリート２１が打設され、継手部４の前側に後行エレメント３のコンクリート３１が打設され、先行エレメント２のコンクリート２１と、後行エレメント３のコンクリート３１とが波形鋼板４１を介して噛み合った形状となり、先行エレメント２と後行エレメント３との接合部分にシアキーが形成される。これにより、先行エレメント２と後行エレメント３とは、互いに面内せん断力を伝達可能に構成されている。 By doing so, the concrete 21 of the leading element 2 is placed on the rear side of the joint portion 4, and the concrete 31 of the trailing element 3 is placed on the front side of the joint portion 4, and the concrete 21 of the leading element 2 is placed. , and the concrete 31 of the trailing element 3 are engaged with each other through the corrugated steel plate 41, and a shear key is formed at the joint portion between the leading element 2 and the trailing element 3. Thus, the leading element 2 and the trailing element 3 are configured to be able to transmit in-plane shear force to each other.

次に、上述した本発明の第１実施形態による連続地中壁１および連続地中壁１の施工方法の作用・効果について図面を用いて説明する。
上述した第１実施形態による連続地中壁１および連続地中壁１の施工方法では、先行エレメント２と後行エレメント３との間に波形鋼板４１を有する継手部４が設けられていることにより、先行エレメント２のコンクリート２１と後行エレメント３のコンクリート３１とが波形鋼板４１を介して噛み合った形状となり、先行エレメント２と後行エレメント３との接合部分にシアキーが形成される。これにより、先行エレメント２と後行エレメント３との間で面内せん断力を効率的に伝達させることができる。 Next, the operation and effects of the continuous underground wall 1 and the construction method for the continuous underground wall 1 according to the first embodiment of the present invention described above will be described with reference to the drawings.
In the continuous underground wall 1 and the method for constructing the continuous underground wall 1 according to the first embodiment described above, the joint portion 4 having the corrugated steel plate 41 is provided between the leading element 2 and the trailing element 3. , the concrete 21 of the leading element 2 and the concrete 31 of the trailing element 3 are engaged with each other through the corrugated steel plate 41, and a shear key is formed at the joint portion between the leading element 2 and the trailing element 3. Thereby, the in-plane shear force can be efficiently transmitted between the leading element 2 and the trailing element 3 .

また、波形鋼板４１を介して噛み合ったコンクリート２１，３１から、先行エレメント２と後行エレメント３との間の面内せん断力の伝達が行われるため、継手部４の金属部材による面内せん断力の伝達を行う場合比べて、継手部４を簡便な構造とすることができる。 In addition, since the in-plane shear force between the leading element 2 and the trailing element 3 is transmitted from the concrete 21 and 31 meshed via the corrugated steel plate 41, the in-plane shear force due to the metal member of the joint portion 4 The joint portion 4 can have a simple structure as compared with the case where the transmission is performed.

継手部４は、先行エレメント２と後行エレメント３との間に設置されるため、先行エレメント２が配置される先行掘削部１２を掘削する際に、後行エレメント３が配置される領域に余掘りを行う必要がない。このため、先行エレメント２のコンクリート２１を打設する際に、余掘り部分にコンクリート２１が入り込まないようにする部材を設ける必要がなく、連続地中壁１を容易に施工することができる。
また、継手部４は、先行エレメント２を構築した後に撤去する部材に支持される構成ではないため、継手部４が先行エレメント２を構築した後に撤去する部材に支持されている場合と比べて、先行エレメント２を支持する部材を撤去する手間がなく、連続地中壁１を容易に施工することができる。 Since the joint part 4 is installed between the leading element 2 and the trailing element 3, when excavating the leading excavating part 12 in which the leading element 2 is placed, there is a surplus in the region where the trailing element 3 is placed. No need to dig. Therefore, when placing the concrete 21 of the preceding element 2, it is not necessary to provide a member for preventing the concrete 21 from entering the overcut portion, and the continuous underground wall 1 can be easily constructed.
In addition, since the joint portion 4 is not configured to be supported by a member to be removed after constructing the preceding element 2, compared to the case where the joint portion 4 is supported by a member to be removed after constructing the preceding element 2, The continuous underground wall 1 can be easily constructed without removing the member supporting the preceding element 2. - 特許庁

また、先行エレメントコンクリート打設工程では、継手部４は、波形鋼板４１の前端部４１ａ、第１側部材４２および第２側部材４３の前板部４２１，４３１の前面を先行掘削部１２の前端面１２１と当接しているため、先行エレメント２のコンクリート２１の側圧を、継手部４を介して地盤１１が負担することができる。これにより、継手部４のみが先行エレメント２のコンクリート２１の側圧を負担する場合と比べて、継手部４を簡便な構造とすることができ、例えば、波形鋼板４１の厚さを薄くすることができる。 In the preceding element concrete placing process, the front end portion 41 a of the corrugated steel plate 41 and the front surfaces of the front plate portions 421 and 431 of the first side member 42 and the second side member 43 are placed at the front end of the preceding excavation portion 12 . Since it is in contact with the surface 121 , the side pressure of the concrete 21 of the leading element 2 can be borne by the ground 11 via the joint portion 4 . As a result, compared to the case where only the joint portion 4 bears the lateral pressure of the concrete 21 of the preceding element 2, the joint portion 4 can have a simpler structure, and for example, the thickness of the corrugated steel plate 41 can be reduced. can.

また、第１実施形態による連続地中壁１および連続地中壁１の施工方法では、継手部４の第１側部材４２および第２側部材４３に上下方向全体にわたってシート部材５１を取り付け、シート部材５１を先行掘削部１２の側面１２２と当接させている。
このような構成とすることにより、先行エレメント２のコンクリート２１が後行エレメント３側に流出しないため、後行掘削部１３の掘削を容易にできるとともに、継手部４の後行エレメント３側に先行エレメント２のコンクリート２１が付着しないため、連続地中壁１を容易に施工することができる。 Further, in the continuous underground wall 1 and the construction method of the continuous underground wall 1 according to the first embodiment, the sheet member 51 is attached to the first side member 42 and the second side member 43 of the joint portion 4 over the entire vertical direction, and the sheet member The member 51 is brought into contact with the side surface 122 of the preceding excavation section 12 .
With this configuration, the concrete 21 of the leading element 2 does not flow out to the trailing element 3 side. Since the concrete 21 of the element 2 does not adhere, the continuous underground wall 1 can be easily constructed.

（第２実施形態）
次に、他の実施形態について、添付図面に基づいて説明するが、上述の第１実施形態と同一又は同様な部材、部分には同一の符号を用いて説明を省略し、上記の実施形態と異なる構成について説明する。
図８に示すように、本発明の第２実施形態による連続地中壁１Ｂは、継手部４Ｂの波形鋼板４１Ｂが壁厚さ方向に２つ並んで設けられていて、２つの波形鋼板４１Ｂが連結部材６を介して連結されている。
連結部材６は、断面形状がコの字形（Ｃ字形）となり溝部６１が形成された長尺の型材で、上下方向にのび、溝部６１が前側に開口する向きに配置されている。 (Second embodiment)
Next, another embodiment will be described with reference to the accompanying drawings. The same or similar members and portions as those of the above-described first embodiment are denoted by the same reference numerals, and the description thereof will be omitted. Different configurations are described.
As shown in FIG. 8, in the continuous underground wall 1B according to the second embodiment of the present invention, two corrugated steel plates 41B of the joint portion 4B are provided side by side in the wall thickness direction. They are connected via a connecting member 6 .
The connecting member 6 is a long shape member having a U-shaped (C-shaped) cross-sectional shape and having a groove 61 formed therein.

連結部材６は、溝部６１の底面を形成する連結後板部６２と、溝部６１の側面を形成する一対の連結側板部６３，６４と、を有している。
連結後板部６２は、板面が壁幅方向を向いている。
一対の連結側板部６３，６４は、連結後板部６２の壁厚さ方向の両端部から前側に突出していて、板面が壁厚さ方向を向いている。一対の連結側板部６３，６４は、前後方向の寸法（壁幅方向の寸法）が波形鋼板４１Ｂの前後方向の寸法と同じ長さ、または長い寸法に設定されている。一対の連結側板部６３，６４のうち、連結後板部６２の壁厚さ方向の一方側の端部から前側に突出する連結側板部６３を第１連結板部６３とし、連結後板部６２の壁厚さ方向の他方側の端部から前側に突出する連結側板部６４を第２連結板部６４とする。 The connecting member 6 has a connecting rear plate portion 62 forming the bottom surface of the groove portion 61 and a pair of connecting side plate portions 63 and 64 forming side surfaces of the groove portion 61 .
The plate surface of the rear connection plate portion 62 faces the wall width direction.
The pair of connecting side plate portions 63 and 64 protrude forward from both end portions of the rear connecting plate portion 62 in the wall thickness direction, and the plate surfaces face the wall thickness direction. The pair of connecting side plate portions 63 and 64 are set so that the dimension in the front-rear direction (the dimension in the wall width direction) is the same as or longer than the dimension in the front-rear direction of the corrugated steel plate 41B. Of the pair of connecting side plate portions 63 and 64, the connecting side plate portion 63 projecting forward from one end of the wall thickness direction of the connecting rear plate portion 62 is defined as a first connecting plate portion 63, and the connecting rear plate portion 62 A connecting side plate portion 64 protruding forward from the end portion on the other side in the wall thickness direction is referred to as a second connecting plate portion 64 .

２つの波形鋼板４１Ｂのうちの壁厚さ方向の一方側の第１波形鋼板４５は、壁厚さ方向の一方側の端部が第１側部材４２の側板部４２２に接合され、壁厚さ方向の他方側の端部が連結部材６の第１連結側板部６３に接合されている。
第１連結側板部６３は、前端部が第１波形鋼板４５の前端部と前後方向に同じ位置または、第１波形鋼板４５の前端部よりもやや前側（例えば１～２ｍｍ前側）に位置し、後端部が第１波形鋼板４５の後端部と前後方向に同じ位置または、第１波形鋼板４５の後端部よりもやや後側に配置されている。
このため、第１波形鋼板４５の凹条部４１２の壁厚さ方向の端部は、第１側部材４２および第１連結側板部６３によって塞がれている。 Of the two corrugated steel plates 41B, the first corrugated steel plate 45 on one side in the wall thickness direction is joined at one end in the wall thickness direction to the side plate portion 422 of the first side member 42 so that the wall thickness The end on the other side in the direction is joined to the first connecting side plate portion 63 of the connecting member 6 .
The front end portion of the first connecting side plate portion 63 is located at the same position in the front-rear direction as the front end portion of the first corrugated steel plate 45, or slightly forward (for example, 1 to 2 mm forward) from the front end portion of the first corrugated steel plate 45, The rear end portion is arranged at the same position as the rear end portion of the first corrugated steel plate 45 in the front-rear direction or slightly behind the rear end portion of the first corrugated steel plate 45 .
For this reason, the wall-thickness direction end of the recessed streak portion 412 of the first corrugated steel plate 45 is closed by the first side member 42 and the first connecting side plate portion 63 .

２つの波形鋼板４１Ｂのうちの壁厚さ方向の他方側の第２波形鋼板４６は、壁厚さ方向の他方側の端部が第２側部材４３の側板部４２２，４３２に接合され、壁厚さ方向の一方側の端部が連結部材６の第２連結側板部６４に接合されている。
第２連結側板部６４は、前端部が第２波形鋼板４６の前端部と前後方向に同じ位置または、第２波形鋼板４６の前端部よりもやや前側（例えば１～２ｍｍ前側）に位置し、後端部が第２波形鋼板４６の後端部よりもやや後側に配置されている。
このため、第２波形鋼板４６の凹条部４１２の壁厚さ方向の端部は、第２側部材４３および第２連結側板部６４によって塞がれている。 Of the two corrugated steel plates 41B, the second corrugated steel plate 46 on the other side in the wall thickness direction is joined to the side plate portions 422 and 432 of the second side member 43 at the other end portion in the wall thickness direction. One end in the thickness direction is joined to the second connecting side plate portion 64 of the connecting member 6 .
The front end of the second connecting side plate portion 64 is located at the same position in the front-rear direction as the front end of the second corrugated steel plate 46, or slightly forward (for example, 1 to 2 mm forward) from the front end of the second corrugated steel plate 46, The rear end portion of the second corrugated steel plate 46 is positioned slightly rearward of the rear end portion of the second corrugated steel plate 46 .
For this reason, the wall-thickness-direction end of the recessed streak portion 412 of the second corrugated steel plate 46 is closed by the second side member 43 and the second connecting side plate portion 64 .

連結部材６の溝部６１には、後行エレメント３のコンクリート３１が充填されている。第１波形鋼板４５と第２波形鋼板４６との間には、連結部材６が設けられ、連結部材６の溝部６１に後行エレメント３のコンクリート３１が充填されている。
連結部材６および連結部材６の溝部６１に充填されたコンクリート３１は、第１波形鋼板４５および第２波形鋼板４６の一方側から他方側に伝わる水を止水することができる。 The groove 61 of the connecting member 6 is filled with the concrete 31 of the trailing element 3 . A connecting member 6 is provided between the first corrugated steel plate 45 and the second corrugated steel plate 46 , and the groove 61 of the connecting member 6 is filled with the concrete 31 of the trailing element 3 .
The connecting member 6 and the concrete 31 filled in the groove 61 of the connecting member 6 can stop water from traveling from one side of the first corrugated steel plate 45 and the second corrugated steel plate 46 to the other side.

第２実施形態による連続地中壁１Ｂの施工方法では、第１実施形態による連続地中壁１の施工方法と同様に行い、継手部設置工程では、連結部材６の前端部を先行掘削部１２の前端面１２１と当接させ、後行エレメントコンクリート打設工程において、連結部材６の溝部６１にもコンクリート２１，３１を充填する。
なお、第１連結側板部６３および第２連結側板部６４の前端部が第１波形鋼板４５の前端部よりもやや前側に位置している場合には、後行掘削部１３を掘削する際に、掘削機１５を第１連結側板部６３および第２連結側板部６４の前端部と当接させることで、掘削機１５が第１波形鋼板４５および第２波形鋼板４６と接触することを防止することができる。 In the method for constructing the continuous underground wall 1B according to the second embodiment, the method for constructing the continuous underground wall 1B is performed in the same manner as the method for constructing the continuous underground wall 1 according to the first embodiment. , and the groove 61 of the connecting member 6 is also filled with the concrete 21, 31 in the succeeding element concrete placing step.
Note that when the front ends of the first connecting side plate portion 63 and the second connecting side plate portion 64 are positioned slightly forward of the front end portion of the first corrugated steel plate 45, when the trailing excavation portion 13 is excavated, By bringing the excavator 15 into contact with the front ends of the first connecting side plate portion 63 and the second connecting side plate portion 64, the excavator 15 is prevented from coming into contact with the first corrugated steel plate 45 and the second corrugated steel plate 46. be able to.

また、図９に示すように、連結部材６の第１連結側板部６３および第２連結側板部６４それぞれの前端部に互いに近接する方向に突出する爪部６３１，６４１を設けることで、連結部材６の溝部６１を、継手部４Ｂを洗浄する際の高圧洗浄機１６のガイドとして使用することができる。 Further, as shown in FIG. 9, claw portions 631 and 641 protruding in a direction approaching each other are provided at the front end portions of the first connection side plate portion 63 and the second connection side plate portion 64 of the connection member 6, respectively. 6 can be used as a guide for the high pressure washer 16 when cleaning the joint portion 4B.

上述した本発明の第２実施形態による連続地中壁１Ｂおよび連続地中壁１Ｂの施工方法では、第１実施形態による連続地中壁１および連続地中壁１の施工方法と同様の効果を奏するとともに、連続地中壁１Ｂの止水性能を高めることができる。また、第１波形鋼板４５と第２波形鋼板４６とを連結部材６を介して連結することができるため、連続地中壁１Ｂの壁厚さ方向の寸法が大きい場合でも、連結部材６を介して波形鋼板４１Ｂを壁厚さ方向に複数配列することで所定の強度を有する継手部４Ｂを製作することができる。 The continuous underground wall 1B and the method for constructing the continuous underground wall 1B according to the second embodiment of the present invention described above have the same effect as the continuous underground wall 1 and the method for constructing the continuous underground wall 1 according to the first embodiment. In addition, the water stopping performance of the continuous underground wall 1B can be enhanced. Further, since the first corrugated steel plate 45 and the second corrugated steel plate 46 can be connected via the connecting member 6, even if the dimension in the wall thickness direction of the continuous underground wall 1B is large, By arranging a plurality of corrugated steel plates 41B in the wall thickness direction, a joint portion 4B having a predetermined strength can be manufactured.

（第３実施形態）
図１０に示すように、本発明の第３実施形態による連続地中壁１Ｃは、継手部４Ｃが、第２実施形態による連続地中壁１Ｂの継手部４Ｂにおける連結部材６の内部に、止水部材６５が接合されている形態である。
止水部材６５は、長尺の平板状に形成されていて、連結部材６の連結後板部６２の前面から前側に突出している。 (Third embodiment)
As shown in FIG. 10, in the continuous underground wall 1C according to the third embodiment of the present invention, the joint portion 4C is stopped inside the connecting member 6 at the joint portion 4B of the continuous underground wall 1B according to the second embodiment. It is a form in which the water member 65 is joined.
The water stop member 65 is formed in the shape of an elongated flat plate and protrudes forward from the front surface of the rear connection plate portion 62 of the connection member 6 .

第３実施形態による連続地中壁１Ｃの施工方法では、第２実施形態による連続地中壁１Ｂの施工方法と同様に行い、後行エレメントコンクリート打設工程において、連結部材６の溝部６１に後行エレメント３のコンクリート３１を充填して止水部材６５をコンクリート３１に埋設する。 In the construction method of the continuous underground wall 1C according to the third embodiment, it is carried out in the same manner as the construction method of the continuous underground wall 1B according to the second embodiment. The concrete 31 of the row element 3 is filled and the water stop member 65 is embedded in the concrete 31 .

上述した本発明の第３実施形態による連続地中壁１Ｃおよび連続地中壁１Ｃの施工方法では、第２実施形態による連続地中壁１Ｂおよび連続地中壁１Ｂの施工方法と同様の効果を奏し、連続地中壁１Ｃの止水性能をさらに高めることができる。 The continuous underground wall 1C and the method for constructing the continuous underground wall 1C according to the third embodiment of the present invention described above have the same effect as the continuous underground wall 1B and the method for constructing the continuous underground wall 1B according to the second embodiment. As a result, the water stopping performance of the continuous underground wall 1C can be further enhanced.

（第４実施形態）
図１１および図１２に示すように、本発明の第４実施形態による連続地中壁１Ｄは、継手部４Ｄが、第２実施形態による連続地中壁１Ｂの継手部４Ｂにおける連結部材６の溝部６１の内部にフラットバー６６が上下方向に間隔をあけて接合されている形態である。また、継手部４Ｄには、爪部６３１，６４１が設けられている。
フラットバー６６は、連結部材６の連結後板部６２の前面、第１連結側板部６３および第２連結側板部６４の互いに対向する面それぞれに接合されている。 (Fourth embodiment)
As shown in FIGS. 11 and 12, in the continuous underground wall 1D according to the fourth embodiment of the present invention, the joint portion 4D is the groove portion of the connecting member 6 in the joint portion 4B of the continuous underground wall 1B according to the second embodiment. In this form, flat bars 66 are joined to the inside of 61 with a space therebetween in the vertical direction. Further, claw portions 631 and 641 are provided on the joint portion 4D.
The flat bar 66 is joined to the front surface of the rear connection plate portion 62 of the connection member 6 and the mutually facing surfaces of the first connection side plate portion 63 and the second connection side plate portion 64 .

第４実施形態による連続地中壁１Ｄの施工方法では、第２実施形態による連続地中壁１Ｂの施工方法と同様に行い、後行エレメントコンクリート打設工程において、連結部材６の溝部６１に後行エレメント３のコンクリート３１を充填してフラットバー６６をコンクリート３１に埋設する。 In the method for constructing the continuous underground wall 1D according to the fourth embodiment, the method for constructing the continuous underground wall 1B is performed in the same manner as the method for constructing the continuous underground wall 1B according to the second embodiment. The concrete 31 of the row element 3 is filled and the flat bar 66 is embedded in the concrete 31 .

上述した本発明の第４実施形態による連続地中壁１Ｄおよび連続地中壁１Ｄの施工方法では、第２実施形態による連続地中壁１Ｂおよび連続地中壁１Ｂの施工方法と同様の効果を奏する。また、連続地中壁１Ｄは、連結部材６にフラットバー６６が設けられていることにより、連結部材６が設けられている部分においても、先行エレメント２と後行エレメント３とが互いに面内せん断力を伝達可能に構成されている。 The continuous underground wall 1D and the method for constructing the continuous underground wall 1D according to the fourth embodiment of the present invention described above have the same effect as the continuous underground wall 1B and the method for constructing the continuous underground wall 1B according to the second embodiment. Play. Further, in the continuous underground wall 1D, since the connecting member 6 is provided with the flat bar 66, even in the portion where the connecting member 6 is provided, the leading element 2 and the trailing element 3 are mutually sheared in the plane. It is configured to be able to transmit force.

以上、本発明による連続地中壁および連続地中壁の施工方法の実施形態について説明したが、本発明は上記の実施形態に限定されるものではなく、その趣旨を逸脱しない範囲で適宜変更可能である。
例えば、上記の実施形態では、継手部４は、波形鋼板４１の壁厚さ方向の両端部それぞれに接合された一対の側部材を有し、継手部設置工程では、一対の側部材に上下方向全体にわたってシート部材５１を取り付け、シート部材５１を先行掘削部１２の側面１２２と当接させている。これに対し、シート部材５１および押さえ部材５２が設けられていなくてもよい。また、シート部材５１および押さえ部材５２が設けられている場合に、シート部材５１に被係止部５３が設けられていなくてもよい。 Although the embodiment of the continuous underground wall and the construction method of the continuous underground wall according to the present invention has been described above, the present invention is not limited to the above-described embodiments, and can be changed as appropriate without departing from the scope of the present invention. is.
For example, in the above-described embodiment, the joint portion 4 has a pair of side members respectively joined to both end portions in the wall thickness direction of the corrugated steel plate 41, and in the joint portion installation step, the pair of side members are vertically A sheet member 51 is attached over the entire area, and the sheet member 51 is brought into contact with the side surface 122 of the preceding excavation section 12 . On the other hand, the sheet member 51 and the pressing member 52 may not be provided. Further, when the sheet member 51 and the pressing member 52 are provided, the locked portion 53 may not be provided on the sheet member 51 .

また、上記の第４実施形態による連続地中壁１Ｄは、継手部４Ｄが、連結部材６の溝部６１の内部にフラットバー６６が上下方向に間隔をあけて接合されている形態である。これに対し、連結部材６が表面に凹凸が形成された縞鋼板などで形成されていて、この凹凸を介して、先行エレメント２と後行エレメント３とが互いに面内せん断力を伝達可能に構成されていてもよい。 Further, the continuous underground wall 1D according to the fourth embodiment has a form in which the flat bar 66 is joined to the interior of the groove 61 of the connecting member 6 with a space therebetween in the vertical direction. On the other hand, the connecting member 6 is formed of a checkered steel plate or the like having unevenness on the surface, and the leading element 2 and the trailing element 3 are configured to be able to transmit in-plane shear force to each other via the unevenness. may have been

１，１Ｂ，１Ｃ，１Ｄ連続地中壁
２先行エレメント（第１エレメント）
３後行エレメント（第２エレメント）
４，４Ｂ，４Ｃ，４Ｄ継手部
６連結部材
１１地盤
１２先行掘削部
１３後行掘削部
２１，３１コンクリート
４１，４１Ｂ波形鋼板
４２第１側部材（側部材）
４３第２側部材（側部材）
４５第１波形鋼板（波形鋼板）
４６第２波形鋼板（波形鋼板）
５１シート部材
６１溝部
６６フラットバー
１２１前端面
１２２側面
４１１凸条部
４１２凹条部 1, 1B, 1C, 1D Continuous underground wall 2 Leading element (first element)
3 trailing element (second element)
4, 4B, 4C, 4D Joint portion 6 Connection member 11 Ground 12 Preceding excavation portion 13 Subsequent excavation portion 21, 31 Concrete 41, 41B Corrugated steel plate 42 First side member (side member)
43 Second side member (side member)
45 First corrugated steel plate (corrugated steel plate)
46 Second corrugated steel plate (corrugated steel plate)
51 sheet member 61 groove 66 flat bar 121 front end surface 122 side surface 411 protruding portion 412 concave portion

Claims

In a continuous underground wall in which a first element and a second element constructed adjacent to the ground are connected via a joint,
The joint portion has a corrugated steel plate provided over the entire vertical direction on the end surfaces of the first element and the second element on the side where they are connected to each other,
The corrugated steel plate protrudes or dents in the width direction of the wall where the first element and the second element are adjacent, and alternately has ridges and ridges extending in the wall thickness direction, which is a horizontal direction orthogonal to the wall width direction. , the concrete of the first element is fixed on one surface, and the concrete of the second element is fixed on the other surface,
A plurality of the corrugated steel plates are arranged in the wall thickness direction,
A connecting member is provided between the corrugated steel plates adjacent in the wall thickness direction to connect the corrugated steel plates over the entire vertical direction,
A continuous underground wall, wherein the connecting member is formed with a groove extending vertically and opening toward the first element or the second element.

2. The continuous underground wall according to claim 1, further comprising a pair of side members respectively joined to both ends of the corrugated steel plate in the wall thickness direction and sandwiching the grooved portion from both sides.

3. The continuous underground according to claim 2, wherein the pair of side members are configured to be capable of attaching a sheet member for preventing the concrete of the first element from flowing out to the side of the second element. wall.

2. The continuous underground wall according to claim 1 , wherein a horizontally projecting flat bar is attached to the connecting member.

In a method for constructing a continuous underground wall, a leading element and a trailing element constructed adjacent to the ground are connected via a joint, and the leading element and the joint are constructed prior to the trailing element,
The joint portion has a corrugated steel plate provided over the entire vertical direction on the end surface of the leading element and the trailing element on the side where the leading element and the trailing element are connected to each other,
The corrugated steel plate protrudes or dents in the wall width direction where the leading element and the trailing element are adjacent to each other, and alternately has protruding streaks and recessed streaks extending in the wall thickness direction, which is the horizontal direction orthogonal to the wall width direction. arrayed,
a pre-excavation step of excavating a region of the ground where the pre-existing element is to be constructed to form a pre-excavation;
The joint portion is provided at the end of the preceding excavation portion on the side where the trailing element is constructed in the wall width direction, and the surface of the corrugated steel plate on the side where the trailing element is constructed is brought into surface contact with the ground. a joint installation process;
a preceding element concrete placing step of placing concrete of the preceding element in the preceding excavation portion;
a trailing excavation step of excavating a region of the ground where the trailing element is to be constructed to form a trailing excavation portion, and exposing a surface of the corrugated steel plate on which the trailing element is to be constructed;
a trailing element concrete placing step of placing concrete of the trailing element in the trailing excavation section;
In the preceding element concrete placing step, the concrete of the preceding element is placed so as to be fixed to the surface of the corrugated steel plate on which the preceding element is to be constructed,
In the trailing element concrete placing step, the concrete of the trailing element is cast so as to be fixed to the surface of the corrugated steel plate on which the trailing element is to be constructed. .

The joint portion has a pair of side members respectively joined to both ends of the corrugated steel plate in the wall thickness direction,
6. The continuous underground according to claim 5 , wherein in the joint portion installation step, a sheet member is attached to the pair of side members over the entire vertical direction, and the sheet member is brought into contact with the side surface of the preceding excavation portion. wall construction method.