JP6917641B2

JP6917641B2 - Reinforced soil wall method

Info

Publication number: JP6917641B2
Application number: JP2019075707A
Authority: JP
Inventors: 勗岡田; 達朗石川
Original assignee: 株式会社ジオベクトル
Priority date: 2019-04-11
Filing date: 2019-04-11
Publication date: 2021-08-11
Anticipated expiration: 2039-04-11
Also published as: JP2020172806A

Description

本発明は、地山の前面に壁面材を上下方向に積層させて擁壁を形成し、該擁壁により地山を補強する補強土壁工法に関する。 The present invention relates to a reinforced soil wall method in which a wall material is vertically laminated on the front surface of a ground to form a retaining wall, and the ground is reinforced by the retaining wall.

従来、山岳等の道路や敷地などに供される土壁の新設、拡幅若しくは復旧工事に際し、地山の前面に擁壁を形成して土壁を補強する補強土壁工法が採用されている。この補強土壁工法には、擁壁面を構成する壁面材の背面側に盛土を投入するとともに、この壁面材の背面に固定したアンカー部材を盛土の地中に略水平方向に延設することで、この壁面材を盛土に対し拘束させ、壁面材の構造上の安定化を図るようにした工法がある（例えば、特許文献１参照）。 Conventionally, a reinforced soil wall method has been adopted in which a retaining wall is formed in front of the ground to reinforce the soil wall when constructing, widening or restoring the soil wall used for roads and sites such as mountains. In this reinforced soil wall construction method, embankment is put on the back side of the wall material that constitutes the retaining wall, and the anchor member fixed to the back of this wall material is extended in the ground of the embankment in a substantially horizontal direction. , There is a construction method in which this wall material is restrained against the embankment to stabilize the structure of the wall material (see, for example, Patent Document 1).

特開２００７−１７７５２９号公報（第５頁、第５図）Japanese Unexamined Patent Publication No. 2007-177529 (page 5, FIG. 5)

しかしながら、従来の壁面材及びアンカー部材を用いた補強土壁工法にあっては、例えば図１１に示される地山１２０を補強して山岳道路Ｒする擁壁１００のように、上下方向に立設された最前面の壁面材１０２の背面に取付けたアンカー部材１０４は、この壁面材１０２の安定性・構造強度を満足するために、壁面材１０２の高さ寸法Ｐと略同寸法以上の水平寸法Ｑに延設する必要があることから、壁面材１０２の背面側に投入される盛土１１１の土量が嵩むばかりか、アンカー部材１０４の延設領域を得るために地山１２０の前面部分１２５を掘削して傾斜面１２３を形成する場合もあり、このような補強土壁構造の構築に要する施工費や施工日数の増大を招くという問題がある。 However, in the conventional reinforced soil wall method using wall material and anchor member, for example, the ground 120 shown in FIG. 11 is reinforced and erected in the vertical direction like the retaining wall 100 on the mountain road R. The anchor member 104 attached to the back surface of the frontmost wall surface material 102 has a horizontal dimension equal to or larger than the height dimension P of the wall surface material 102 in order to satisfy the stability and structural strength of the wall surface material 102. Since it is necessary to extend to Q, not only the amount of soil of the embankment 111 to be put into the back side of the wall surface material 102 increases, but also the front portion 125 of the ground 120 is provided in order to obtain the extension area of the anchor member 104. In some cases, excavation is performed to form an inclined surface 123, which causes a problem that the construction cost and the number of construction days required for constructing such a reinforced soil wall structure are increased.

本発明は、このような問題点に着目してなされたもので、壁面材の安定性を確保しつつ施工費や施工日数を抑制することができる補強土壁工法を提供することを目的とする。 The present invention has been made by paying attention to such a problem, and an object of the present invention is to provide a reinforced soil wall construction method capable of suppressing construction costs and construction days while ensuring the stability of wall materials. ..

前記課題を解決するために、本発明の補強土壁工法は、
地山よりも前面側に壁面材からなる擁壁を構築し、該擁壁により地山を補強する補強土壁工法であって、
前記壁面材は、複数の略帯状をなす帯部材が所定間隔毎に接合されて形成され、該帯部材同士の非接合部位が互いに離間されることで充填材を拘束する拘束部を有するジオセルで構成され、
地山よりも前面側に複数のジオセルを上下に積層して第１壁部を形成する第１工程と、
前記第１壁部の後面から地山に向け複数のジオセルを前後に連設して第２壁部を形成する第２工程と、を少なくとも備え、
前記第２工程において、前記第２壁部を構成する一部の前記ジオセルの前記帯部材同士の非接合部位を前後方向に所定幅に離間させて充填材を投入するとともに、前記第２壁部を構成する残りの前記ジオセルの前記帯部材同士の非接合部位の離間幅を前記所定幅よりも小さい特定幅に調整して充填材を投入した後、前記ジオセルの後端部を地山の前面に当接させることで鉛直方向に支持させることを特徴としている。
この特徴によれば、前後方向に連設されたジオセルにより疑似的な杭として作用する第２壁部が、その前後方向の延長寸法を調整されることで、地山の前面側にて上下に積層されて壁面材を構成する第１壁部と地山の前面との間に架け渡され、この第２壁部の後端部が土圧の発生しない安定した地山の前面に当接して鉛直方向に支持されるため、第１壁部と地山との間を大きく離間させる施工を要さずとも、第２壁部を介して第１壁部を地山に凭れさせて安定化させることができ、構造強度を確保した補強土壁構造を得ることができる。 In order to solve the above problems, the reinforced soil wall method of the present invention
It is a reinforced soil wall construction method in which a retaining wall made of wall material is constructed on the front side of the ground and the ground is reinforced by the retaining wall.
The wall surface material is a geocell having a restraining portion that restrains a filler by forming a plurality of substantially band-shaped band members joined at predetermined intervals and separating non-joining portions of the band members from each other. Configured
The first step of stacking multiple geocells on the front side of the ground to form the first wall, and
At least a second step of forming a second wall portion by connecting a plurality of geocells back and forth from the rear surface of the first wall portion toward the ground is provided.
In the second step, the filler is charged with the non-joining portions of the band members of some of the geocells constituting the second wall portion separated from each other by a predetermined width in the front-rear direction, and the second wall portion is charged. After adjusting the separation width of the non-joining portion between the band members of the remaining geocells to a specific width smaller than the predetermined width and charging the filler, the rear end portion of the geocell is set on the front surface of the ground. It is characterized in that it is supported in the vertical direction by contacting with.
According to this feature, the second wall part, which acts as a pseudo pile by geocells connected in the front-rear direction, can be moved up and down on the front side of the ground by adjusting the extension dimension in the front-back direction. It is bridged between the first wall part that is laminated and constitutes the wall material and the front surface of the ground, and the rear end part of this second wall part comes into contact with the front surface of the stable ground where earth pressure is not generated. Since it is supported in the vertical direction, it stabilizes the first wall part by leaning against the ground through the second wall part without the need for construction that greatly separates the first wall part from the ground. It is possible to obtain a reinforced earth wall structure that secures structural strength.

前記第２工程において、前記第２壁部を上下に離間して複数配設することを特徴としている。
この特徴によれば、上下に複数配設された第２壁部により地山に架け渡された第１壁部の構造強度を高めることができる。 The second step is characterized in that a plurality of the second wall portions are vertically separated from each other.
According to this feature, the structural strength of the first wall portion spanning the ground can be increased by the second wall portions arranged one above the other.

前記第２工程において、前記第２壁部を構成する複数の前記拘束部のうち、最後端の拘束部の非接合部位の離間幅を前記特定幅に調整することを特徴としている。
この特徴によれば、第１壁部と地山との離間距離に関わらず、最後端の拘束部を前後方向に調整するだけで、第２壁部の前後延長を容易に設定することができる。 The second step is characterized in that, among the plurality of restraint portions constituting the second wall portion, the separation width of the non-joining portion of the rearmost restraint portion is adjusted to the specific width.
According to this feature, regardless of the distance between the first wall portion and the ground, the front-rear extension of the second wall portion can be easily set by simply adjusting the restraint portion at the rearmost end in the front-rear direction. ..

前記第２工程において、前記第２壁部を構成する複数の前記拘束部のうち、最後端の拘束部の内部に、前後方向に伸縮可能な固定治具を配設することを特徴としている。
この特徴によれば、最後端の拘束部の内部に配設した固定治具により、前側の拘束部内に充填した充填材を押し固めるとともに、第２壁部の後端部を地山の前面に向けて確実に当接させることができる。 The second step is characterized in that, among the plurality of restraint portions constituting the second wall portion, a fixing jig that can be expanded and contracted in the front-rear direction is arranged inside the restraint portion at the rearmost end.
According to this feature, the fixing jig arranged inside the restraint portion at the rearmost end compacts the filler filled in the restraint portion on the front side, and the rear end portion of the second wall portion is placed on the front surface of the ground. It can be surely brought into contact with each other.

前記第２工程よりも前に、地山の前面に、前記第２壁部の後底面を載置するための水平段部を切削形成することを特徴としている。
この特徴によれば、地山に切削形成した水平段部に、第２壁部の後底面を載置することで、この第２壁部の荷重を地山の広い面積で受けて安定的に支持することができる。 Prior to the second step, a horizontal step portion for mounting the rear bottom surface of the second wall portion is cut and formed on the front surface of the ground.
According to this feature, by placing the rear bottom surface of the second wall portion on the horizontal step portion cut and formed on the ground, the load of the second wall portion is received over a wide area of the ground and is stable. Can be supported.

前記第２工程よりも前に、地山の前面に、前記第２壁部の湾曲した後端面に対向する湾曲状の垂直部を切削形成することを特徴としている。
この特徴によれば、地山に切削形成した垂直部により、第２壁部を構成するジオセルの後端面を支持することで、この第２壁部を三次元的に保護することができ、地震等の不測の外力に抗して強固な構造を得ることができる。 Prior to the second step, a curved vertical portion facing the curved rear end surface of the second wall portion is formed by cutting on the front surface of the ground.
According to this feature, the vertical portion formed by cutting on the ground supports the rear end surface of the geocell constituting the second wall portion, so that the second wall portion can be protected three-dimensionally and an earthquake occurs. It is possible to obtain a strong structure against unexpected external forces such as.

前記第１壁部の後面から前記地山に向け複数のジオセルを前後に連設して形成され、該地山の前面から離間した第３壁部を形成する第３工程を更に備えることを特徴としている。
この特徴によれば、地山の形状に関わらず、例えば地山の前面であるオーバーハング面の近傍まで第３壁部を形成することで、第２壁部と協働して構造強度を補強することができる。 It is characterized by further comprising a third step of forming a third wall portion separated from the front surface of the ground by forming a plurality of geocells in a row in the front-rear direction from the rear surface of the first wall portion toward the ground. It is said.
According to this feature, regardless of the shape of the ground, for example, by forming the third wall portion near the overhang surface which is the front surface of the ground, the structural strength is reinforced in cooperation with the second wall portion. can do.

実施例１における補強土壁工法により構築した擁壁を示す側断面図である。It is a side sectional view which shows the retaining wall constructed by the reinforced soil wall method in Example 1. FIG. ジオセルを示す斜視図である。It is a perspective view which shows the geocell. ジオセルに充填材を充填して積層した状態を示す斜視図である。It is a perspective view which shows the state which filled with the filler in the geocell and laminated. （ａ）は図１の点線囲い部の拡大図であり、（ｂ）は（ａ）のＡ−Ａ矢視図である。(A) is an enlarged view of the dotted line enclosure portion of FIG. 1, and (b) is a view taken along the line AA of (a). 実施例１における補強土壁工法により構築した擁壁と、従来の補強土壁工法により構築した擁壁とを比較した側断面図である。It is a side sectional view comparing the retaining wall constructed by the reinforced soil wall construction method in Example 1 and the retaining wall constructed by the conventional reinforced soil wall construction method. 地山の曲面状の前面に配設された第２壁部を示す平面矢視図である。It is a plan view which shows the 2nd wall part arranged in the curved front surface of the ground. （ａ）は変形例１における図１の点線囲い部の拡大図であり、（ｂ）は（ａ）のＢ−Ｂ矢視図である。(A) is an enlarged view of the dotted line enclosure portion of FIG. 1 in the modified example 1, and (b) is a view taken along the line BB of (a). （ａ）は変形例２における図１の点線囲い部の拡大図であり、（ｂ）は（ａ）のＣ−Ｃ矢視図である。(A) is an enlarged view of the dotted line enclosure portion of FIG. 1 in the modified example 2, and (b) is a view taken along the line CC of (a). （ａ）は変形例３における図１の点線囲い部の拡大図であり、（ｂ）は（ａ）のＤ−Ｄ矢視図である。(A) is an enlarged view of the dotted line enclosure portion of FIG. 1 in the modified example 3, and (b) is a view taken along the line DD of (a). 実施例２における補強土壁工法により構築した擁壁を示す側断面図である。It is a side sectional view which shows the retaining wall constructed by the reinforced soil wall method in Example 2. FIG. 従来の補強土壁工法により構築した擁壁を示す側断面図である。It is a side sectional view which shows the retaining wall constructed by the conventional reinforced soil wall method.

本発明に係る補強土壁工法を実施するための形態を実施例に基づいて以下に説明する。 A mode for carrying out the reinforced soil wall construction method according to the present invention will be described below based on examples.

実施例１に係る補強土壁工法につき、図１から図９を参照して説明する。以下、図１の紙面右側を擁壁の正面側（前側）として説明する。 The reinforced soil wall method according to the first embodiment will be described with reference to FIGS. 1 to 9. Hereinafter, the right side of the paper surface of FIG. 1 will be described as the front side (front side) of the retaining wall.

図１の符号１は、本発明の適用された擁壁である。この擁壁１は、土壁である地山２０の正面（図示右側）全体を覆うことによって、地山２０の前側を補強し、その上面に供している山岳道路Ｒや敷地などの基礎構造とするものである。この擁壁１は、地山２０よりも前面側に複数のジオセル２を上下に積層して形成される第１壁部３と、この第１壁部３の後面から地山２０に向け複数のジオセル２を前後に連設して形成される第２壁部４とから主として構成され、下方から上方に順次施工される。 Reference numeral 1 in FIG. 1 is a retaining wall to which the present invention is applied. This retaining wall 1 reinforces the front side of the ground 20 by covering the entire front surface (right side in the drawing) of the ground wall, which is a soil wall, and serves as a basic structure such as a mountain road R and a site provided on the upper surface thereof. Is what you do. The retaining wall 1 includes a first wall portion 3 formed by stacking a plurality of geocells 2 on the front side of the ground 20 and a plurality of geocells 2 from the rear surface of the first wall 3 toward the ground 20. It is mainly composed of a second wall portion 4 formed by connecting geocells 2 in the front-rear direction, and is constructed sequentially from the bottom to the top.

先ず、本実施例の補強対象となる地山２０は、その自然状態で末広がり状の緩斜面２２が形成された下部領域２１を有しており、擁壁１の構築前の施工として、当該下部領域２１を切土することによって、地山２０の前面２３が上方に向かうにつれて後方に略均一の傾斜角度の傾斜面として形成されるとともに、地山２０の末端には水平面２４が形成されている。 First, the ground 20 to be reinforced in this embodiment has a lower region 21 in which a divergent gentle slope 22 is formed in its natural state, and the lower portion is constructed before the construction of the retaining wall 1. By cutting the region 21, the front surface 23 of the ground 20 is formed as an inclined surface having a substantially uniform inclination angle rearward as the front surface 23 is directed upward, and a horizontal plane 24 is formed at the end of the ground 20. ..

図２に示されるように、ジオセル２は、合成樹脂等の可撓性を有する材料で形成された複数枚の略帯状をなす帯部材５により構成されている。これらの帯部材５は、その幅方向が垂直を向き、その長手方向が略水平を向くように配置されており、互いに帯部材５が積層配置された状態で、その長手方向の所定間隔毎に接合されている。帯部材５同士の接合部位は、圧力を加えながら溶着若しくは圧着される接合部６となっている。 As shown in FIG. 2, the geocell 2 is composed of a plurality of substantially band-shaped band members 5 made of a flexible material such as a synthetic resin. These band members 5 are arranged so that their width directions are vertical and their longitudinal directions are substantially horizontal. In a state where the band members 5 are stacked and arranged with each other, at predetermined intervals in the longitudinal direction. It is joined. The joint portion between the band members 5 is a joint portion 6 that is welded or crimped while applying pressure.

前側の第１壁部を構成するジオセル２の正面側の１枚の帯部材５は、土の色と同系色の茶系の色合いに着色されているとともに、その他の帯部材５は、黒系の色合いに着色されている。なお、ジオセル２の色合いは施工現場に合わせて適宜変更してもよい。また、このジオセル２を前後方向に広げると、帯部材５同士の接合部位を除く非接合部位が互いに離間されることで、土砂等の充填材を拘束する拘束部７を形成できる。この拘束部７は、千鳥状またはハニカム状に配置されるようになっている。この拘束部７内に、土砂等の充填材を入れて締め固め（図３参照）第１壁部３とし、複数の第１壁部３を上下に積層して層構造に形成できるようになっている。 One band member 5 on the front side of the geocell 2 constituting the first wall portion on the front side is colored in a brownish color similar to the color of the soil, and the other band members 5 are blackish. It is colored in the shade of. The color of Geocell 2 may be changed as appropriate according to the construction site. Further, when the geocell 2 is expanded in the front-rear direction, the non-joining portions other than the joining portion between the band members 5 are separated from each other, so that the restraining portion 7 for restraining the filler such as earth and sand can be formed. The restraint portions 7 are arranged in a staggered or honeycomb shape. Filling material such as earth and sand is put in the restraining portion 7 to form a compacting (see FIG. 3) first wall portion 3, and a plurality of first wall portions 3 can be laminated vertically to form a layered structure. ing.

このジオセル２の帯部材５には、複数の小さな貫通孔８が形成されており、互いの拘束部７が貫通孔８により連通される。なお、正面側の１枚の帯部材５には、貫通孔８は形成されておらず、拘束部７内の土砂が流出しないようになっている。また、ジオセル２は、可撓性を有することで巻回してコンパクトにまとめた状態で搬送できるとともに、施工現場にて現状に適した長さに切断することもできる。なお、後側のジオセル２も、前側のジオセル２と同寸法の帯部材５を互いに積層し、前側のジオセル２と同じ長手方向の間隔で接合された、同一規格のジオセルである。また本実施例では、第２壁部４を構成するジオセル２は、第１壁部３を構成するジオセル２とは別体の複数枚の帯部材５により構成されているが、これに限らず例えば、多数枚の帯部材５を前後に順次接合することで、第１壁部３を構成するジオセル２と、第２壁部４を構成するジオセル２とを、一体に構成してもよい。 A plurality of small through holes 8 are formed in the band member 5 of the geocell 2, and the restraining portions 7 communicate with each other through the through holes 8. A through hole 8 is not formed in one strip member 5 on the front side so that the earth and sand in the restraint portion 7 does not flow out. Further, since the geocell 2 has flexibility, it can be wound and transported in a compact state, and can be cut to a length suitable for the current situation at a construction site. The rear geocell 2 is also a geocell of the same standard in which band members 5 having the same dimensions as the front geocell 2 are laminated with each other and joined at the same longitudinal interval as the front geocell 2. Further, in the present embodiment, the geocell 2 constituting the second wall portion 4 is composed of a plurality of band members 5 separate from the geocell 2 constituting the first wall portion 3, but the present invention is not limited to this. For example, the geocell 2 constituting the first wall portion 3 and the geocell 2 constituting the second wall portion 4 may be integrally formed by sequentially joining a large number of band members 5 in the front-rear direction.

なお、以下に説明する擁壁１において、最下層に第１壁部３と第２壁部４とを前後に連設して配置しているが、擁壁１の高さ、地形等の条件により省略可能であり、必須の構成ではない。 In the retaining wall 1 described below, the first wall portion 3 and the second wall portion 4 are arranged in a row in the front-rear direction in the lowermost layer, but the conditions such as the height and topography of the retaining wall 1 are arranged. It is optional and is not an essential configuration.

図３に示されるように、地山２０の前面に擁壁を形成する施工の際には、第１工程として、第１壁部３を構成するジオセル２の拘束部７内に充填材１２を入れて締め固め第１壁部３とし、該第１壁部３を上下に積層させる。また、積層される第１壁部３は、下方位置の第１壁部３の拘束部７に、上方位置の第１壁部３の拘束部７の一部或いは略全部が被るように配置される。 As shown in FIG. 3, when forming a retaining wall on the front surface of the ground 20, as a first step, a filler 12 is placed in the restraining portion 7 of the geocell 2 constituting the first wall portion 3. It is put in and compacted to form a first wall portion 3, and the first wall portion 3 is laminated one above the other. Further, the laminated first wall portion 3 is arranged so that a part or substantially all of the restraint portion 7 of the first wall portion 3 at the upper position is covered by the restraint portion 7 of the first wall portion 3 at the lower position. NS.

詳しくは、図１及び３に示されるように、積層される第１壁部３は、以下のように形成される。１段目（最下段）となる第１壁部３の前後方向に３列の拘束部７が形成され、当該第１壁部３の最前の拘束部７に、その上方位置の第１壁部３の最前の拘束部７の略全部の領域が被さるように配置され、本実施例では帯部材５の厚み寸法だけ僅かに後側に位置するように配置される。以下同様に、第１壁部３を上方向に積層配置し、第１壁部３と地山２０との間に盛土１１を充填、押し固めて第１壁部３の各段層が形成される。このように積層される第１壁部３は、上方位置の第１壁部３の拘束部７に拘束された充填材１２の自重によって、下方位置の第１壁部３が押し付けられて形成される。すなわち本実施例の第１壁部３は、上方に向けて僅かに後方に傾斜した略垂直方向を向く、いわゆる疑似直壁として構築される。 Specifically, as shown in FIGS. 1 and 3, the laminated first wall portion 3 is formed as follows. Three rows of restraint portions 7 are formed in the front-rear direction of the first wall portion 3 which is the first step (bottom step), and the first wall portion located above the restraint portion 7 in front of the first wall portion 3 is formed. It is arranged so as to cover substantially the entire area of the foremost restraint portion 7 of 3, and in this embodiment, it is arranged so as to be slightly rearward by the thickness dimension of the band member 5. Similarly, the first wall portion 3 is laminated in the upward direction, and the embankment 11 is filled and compacted between the first wall portion 3 and the ground 20 to form each step layer of the first wall portion 3. NS. The first wall portion 3 laminated in this way is formed by pressing the first wall portion 3 at the lower position by the weight of the filler 12 restrained by the restraining portion 7 of the first wall portion 3 at the upper position. NS. That is, the first wall portion 3 of the present embodiment is constructed as a so-called pseudo straight wall that is slightly inclined rearward and faces a substantially vertical direction.

つぎに、第１壁部３と第２壁部４との積層について説明する。上記したように、第１壁部３を最下段から順に上方に積層するとともに、第１壁部３と地山２０との間の空間は盛土１１が充填され、押し固められる。更に、所定段（本実施例では下から１段目，６段目，１１段目，１５段目‥）においては、第２工程として、第１壁部３の後側に水平方向に連設して、第２壁部４が配設される。ここで、例えば１段目の第１壁部３とその後側に配設される第２壁部４の上面には、２段目の第１壁部３が被さるように積層され、その後部側の空間に盛土１１が充填される。この工程を繰り返して、第１壁部３の後側に第２壁部４、４、…が上下に離間した状態で配設される。 Next, the lamination of the first wall portion 3 and the second wall portion 4 will be described. As described above, the first wall portion 3 is laminated upward in order from the bottom, and the space between the first wall portion 3 and the ground 20 is filled with the embankment 11 and compacted. Further, in the predetermined steps (in this embodiment, the first step, the sixth step, the eleventh step, the fifteenth step, etc. from the bottom), as the second step, they are continuously provided horizontally behind the first wall portion 3. Then, the second wall portion 4 is arranged. Here, for example, the first wall portion 3 of the first stage and the upper surface of the second wall portion 4 arranged on the rear side thereof are laminated so as to cover the first wall portion 3 of the second stage, and the rear portion side. The space is filled with embankment 11. By repeating this step, the second wall portions 4, 4, ... Are arranged on the rear side of the first wall portion 3 in a state of being vertically separated from each other.

このように積層される第１壁部３は、拘束部７に拘束された土砂の自重によって、第１壁部３同士が互いに押し付けられ一体の壁に構成される。そして、積層される第１壁部３の後部側に第２壁部４を配設することで、該第２壁部４及び周囲の盛土１１が一体となって略水平方向の疑似的な杭として作用し、積層される第１壁部３の高さ方向の途中位置が支持される。すなわち、図１において、積層される第１壁部３の後方側に高さ方向の複数箇所に互いに離間して配設された第２壁部４が、疑似的な杭として作用するので、積層される第１壁部３と後部側の第２壁部４とが一体となり、杭等を使用しないで強固な擁壁１を構築できる。 The first wall portions 3 laminated in this way are formed into an integral wall by pressing the first wall portions 3 against each other by the weight of the earth and sand constrained by the restraint portion 7. Then, by disposing the second wall portion 4 on the rear side of the first wall portion 3 to be laminated, the second wall portion 4 and the surrounding embankment 11 are integrated into a pseudo-pile in a substantially horizontal direction. The intermediate position in the height direction of the first wall portion 3 to be laminated is supported. That is, in FIG. 1, the second wall portions 4 arranged at a plurality of locations in the height direction on the rear side of the first wall portions 3 to be laminated act as pseudo piles, so that they are laminated. The first wall portion 3 to be formed and the second wall portion 4 on the rear side are integrated, and a strong retaining wall 1 can be constructed without using piles or the like.

なお、第１壁部３と第２壁部４は、同じ規格であって別体のジオセル２を前後に当接して隣接配置されている。なお、第１壁部３と第２壁部４は、クリップ等で接続して配設されていてもよいし、第１壁部３と第２壁部４との間に若干の隙間を設けて配置されていてもよい。 The first wall portion 3 and the second wall portion 4 have the same standard and are arranged adjacent to each other with separate geocells 2 in contact with each other in the front-rear direction. The first wall portion 3 and the second wall portion 4 may be arranged by being connected by a clip or the like, or a slight gap may be provided between the first wall portion 3 and the second wall portion 4. May be arranged.

次に、図４に示されるように、拘束部７に充填材１２として土砂を充填する態様について説明する。上記した第１壁部３を構成する各拘束部７，７，…は、その内部に一定の充満量の充填材１２を充填することで、帯部材５の非接合部位が前後方向に所定寸法Ｌに拡幅される。 Next, as shown in FIG. 4, a mode in which the restraint portion 7 is filled with earth and sand as the filler 12 will be described. Each of the restraint portions 7, 7, ... Constituting the first wall portion 3 described above is filled with a certain amount of filler 12 inside, so that the non-joining portion of the band member 5 has a predetermined dimension in the front-rear direction. It is widened to L.

よって、第１壁部３の前後寸法は、拘束部７の前後方向の所定寸法Ｌ×第１壁部３の前後の列数ｎ（本実施例ではｎ＝３）で導出される。 Therefore, the front-rear dimension of the first wall portion 3 is derived by the predetermined dimension L in the front-rear direction of the restraint portion 7 × the number of rows n before and after the first wall portion 3 (n = 3 in this embodiment).

つぎに、第２壁部４の配置態様について説明する。第２壁部４は、調整部として本実施例では最後端に位置する拘束部１７と、当該拘束部１７を除く残り全ての拘束部７とにより前後寸法が形成される。先ず、最後端の拘束部１７を除く残り全ての各拘束部７，７，…は、その内部が充満する一定量の充填材１２を充填することで、帯部材５の非接合部位が前後方向に所定寸法Ｌに順次拡幅される。更に、第２壁部４の最後端を構成する拘束部１７は、その内部が充満するに満たない少量に土量調整した充填材１２を充填することで、帯部材５の非接合部位が前後方向に調整された特定寸法Ｍ（特定寸法Ｍ<所定寸法Ｌ）に拡幅される。 Next, the arrangement mode of the second wall portion 4 will be described. The front and rear dimensions of the second wall portion 4 are formed by the restraint portion 17 located at the rearmost end in this embodiment as an adjustment portion and all the remaining restraint portions 7 except the restraint portion 17. First, all the remaining restraint portions 7, 7, ... Except for the rearmost restraint portion 17, are filled with a fixed amount of filler 12 that fills the inside thereof, so that the non-joining portion of the band member 5 is in the front-rear direction. The width is sequentially widened to a predetermined dimension L. Further, the restraint portion 17 forming the rearmost end of the second wall portion 4 is filled with the filler 12 whose soil amount is adjusted to a small amount that is less than the inside thereof, so that the non-joining portion of the band member 5 is moved back and forth. It is widened to a specific dimension M (specific dimension M <predetermined dimension L) adjusted in the direction.

よって、第２壁部４の前後寸法Ｔは、拘束部７の前後方向の所定寸法Ｌ×最後端の拘束部１７を除く拘束部７の前後列数ｐ（本実施例ではｐ＝３）＋最後端の拘束部１７の前後方向の特定寸法Ｍで導出される。 Therefore, the front-rear dimension T of the second wall portion 4 is the predetermined dimension L in the front-rear direction of the restraint portion 7 × the number of front-rear rows p of the restraint portion 7 excluding the restraint portion 17 at the rearmost end (p = 3 in this embodiment) + It is derived with a specific dimension M in the front-rear direction of the restraint portion 17 at the rearmost end.

図４に示されるように、このように前後寸法が調整された第２壁部４は、最後端の拘束部１７の後底面の角部１８が地山２０の傾斜面を成す前面２３に上下方向に当接することで、鉛直方向に支持されている。 As shown in FIG. 4, the second wall portion 4 whose front-rear dimensions have been adjusted in this way is vertically above and below the front surface 23 where the corner portion 18 of the rear bottom surface of the rearmost restraint portion 17 forms the inclined surface of the ground 20. By abutting in the direction, it is supported in the vertical direction.

すなわち、前後方向に連設された第２壁部４は、その最後端の拘束部１７の特定寸法Ｍが自在に調整されることで、第１壁部３の最後面と地山２０の前面２３との離間寸法に関わらず、第２壁部４を当該離間寸法と略同じ寸法に形成することができ、これら第１壁部３と地山２０の前面２３とに略水平方向に架け渡される。 That is, the second wall portion 4 continuously provided in the front-rear direction has the rearmost surface of the first wall portion 3 and the front surface of the ground 20 by freely adjusting the specific dimension M of the restraint portion 17 at the rearmost end thereof. Regardless of the distance from the 23, the second wall 4 can be formed to have substantially the same size as the distance, and is bridged between the first wall 3 and the front surface 23 of the ground 20 in a substantially horizontal direction. Is done.

なお、ジオセル２の拘束部７に入れる充填材として本実施例では、施工現場で採取した土砂を用いる。そして、その土砂内に生息する植物の在来種がジオセル２の拘束部７内で自生するようになる。施工後において、所定期間経過すると、ジオセル２の拘束部７内で成長した植物の根が、帯部材５の貫通孔８（図２参照）に入り込み、帯部材５に絡みつくようになる。そして、この帯部材５に絡みついた植物の根が土中深くまで延びる。 In this embodiment, earth and sand collected at the construction site are used as the filler to be put into the restraint portion 7 of the geocell 2. Then, the native species of the plants that inhabit the earth and sand will grow naturally in the restraint part 7 of the geocell 2. After a predetermined period of time has passed after the construction, the roots of the plants grown in the restraint portion 7 of the geocell 2 enter the through hole 8 (see FIG. 2) of the band member 5 and become entangled with the band member 5. Then, the roots of the plants entwined with the band member 5 extend deep into the soil.

このように、拘束部７内に自生する植物の根が帯部材５の貫通孔８に絡みつき、ジオセル２と土砂との間の摩擦力を向上させるとともに、植物の根を介してジオセル２同士や、第１壁部３と第２壁部４とが連結され、擁壁１の強度を向上させることができる。 In this way, the roots of the plants that grow naturally in the restraint portion 7 are entwined with the through holes 8 of the band member 5, improving the frictional force between the geocells 2 and the earth and sand, and the geocells 2 and the other through the roots of the plants. , The first wall portion 3 and the second wall portion 4 are connected, and the strength of the retaining wall 1 can be improved.

また、ジオセル２の帯部材５の表面には、エンボス加工が施され、微小な凹凸部（図示せず）が形成される。この微小な凹凸部が拘束部７内の土砂とジオセル２との間の摩擦力を向上させて、擁壁１の強度を向上させることができる。さらに、帯部材５の貫通孔８には、土砂が入り込むようになり、この貫通孔８が拘束部７内の土砂とジオセル２との間の摩擦力を向上させて、擁壁１の強度を向上させることができる。 Further, the surface of the band member 5 of the geocell 2 is embossed to form minute uneven portions (not shown). The minute uneven portion can improve the frictional force between the earth and sand in the restraint portion 7 and the geocell 2, and can improve the strength of the retaining wall 1. Further, earth and sand enter into the through hole 8 of the band member 5, and the through hole 8 improves the frictional force between the earth and sand in the restraint portion 7 and the geocell 2 to increase the strength of the retaining wall 1. Can be improved.

このように、本発明に係る補強土壁工法によれば、前後方向に連設されたジオセル２により疑似的な杭として作用する第２壁部４が、その前後方向の延長寸法を調整されることで、地山２０の前面側にて上下に積層されて壁面材を構成する第１壁部３と地山２０の前面との間に架け渡され、この第２壁部４の後端部が土圧の発生しない安定した地山２０の前面に当接して鉛直方向に支持されるため、第１壁部３と地山２０との間を大きく離間させる施工を要さずとも、第２壁部４を介して第１壁部３を地山２０に凭れさせて安定化させることができ、構造強度を確保した補強土壁構造を得ることができる。 As described above, according to the reinforced soil wall method according to the present invention, the second wall portion 4 acting as a pseudo pile by the geocells 2 connected in the front-rear direction is adjusted in the extension dimension in the front-rear direction. As a result, it is bridged between the first wall portion 3 which is vertically laminated on the front side of the ground 20 to form the wall material and the front surface of the ground 20, and the rear end portion of the second wall portion 4. Is in contact with the front surface of the stable ground 20 where earth pressure is not generated and is supported in the vertical direction. It is possible to stabilize the first wall portion 3 by leaning against the ground 20 via the wall portion 4, and it is possible to obtain a reinforced soil wall structure having secured structural strength.

上記したように、本発明に係る補強土壁工法によると、第１壁部３を地山２０に凭れさせて、高い構造強度を確保した補強土壁構造を得ることができるため、図５に示されるように、本発明に係る補強土壁工法で構築された擁壁１の第１壁部３は、従来の補強土壁工法（図５の点線部参照）により構築された擁壁５１の最前面の壁面材５３よりも後方側、すなわち、地山２０の前面２３に近接した前方位置に配設することができる。 As described above, according to the reinforced soil wall method according to the present invention, the first wall portion 3 can be leaned against the ground 20 to obtain a reinforced soil wall structure having high structural strength. As shown, the first wall portion 3 of the retaining wall 1 constructed by the reinforced soil wall construction method according to the present invention is the retaining wall 51 constructed by the conventional reinforced soil wall construction method (see the dotted line portion in FIG. 5). It can be arranged on the rear side of the frontmost wall surface member 53, that is, in the front position close to the front surface 23 of the ground 20.

よって、本発明に係る擁壁１と地山２０の前面２３との間に配設される第１壁部３、第２壁部４の内部の充填材、及びその周囲の盛土１１の体積Ｖ１は、従来の擁壁５１の壁面材５３の後面と地山２０の前面５８との間に配設される盛土の体積Ｖ２に対して、略３５〜５５％程度に減容化されるため、工事規模の縮小化に伴い、工費を安価にして且つ工期の大幅な短縮化を達成することができる。 Therefore, the volume V1 of the filling material inside the first wall portion 3, the second wall portion 4 and the embankment 11 around the first wall portion 3 and the second wall portion 4 arranged between the retaining wall 1 according to the present invention and the front surface 23 of the ground 20. Is reduced to about 35 to 55% of the volume V2 of the embankment disposed between the rear surface of the wall surface material 53 of the conventional retaining wall 51 and the front surface 58 of the ground 20. As the construction scale is reduced, the construction cost can be reduced and the construction period can be significantly shortened.

また、第２工程において、第２壁部４を上下に離間して複数配設することで、これらの第２壁部４により地山２０に架け渡された第１壁部３の構造強度を高めることができる。 Further, in the second step, by arranging a plurality of the second wall portions 4 so as to be vertically separated from each other, the structural strength of the first wall portion 3 bridged to the ground 20 by these second wall portions 4 can be increased. Can be enhanced.

また、第２工程において、第２壁部４を構成する複数の拘束部のうち、最後端の拘束部１７の非接合部位の離間幅を特定寸法Ｍに調整することで、第１壁部３と地山２０との離間距離に関わらず、最後端の拘束部１７を前後方向に調整するだけで、第２壁部４の前後延長を容易に設定することができる。 Further, in the second step, the first wall portion 3 is formed by adjusting the separation width of the non-joining portion of the rearmost restraint portion 17 to the specific dimension M among the plurality of restraint portions constituting the second wall portion 4. Regardless of the distance between the ground and the ground 20, the front-rear extension of the second wall portion 4 can be easily set only by adjusting the restraint portion 17 at the rearmost end in the front-rear direction.

なお、地山２０の前面２３は、その長手方向に略平坦な傾斜面に形成されるものに限られず、例えば図６に示されるように、地山２０の長手方向に曲面状の前面２３’が形成される場合も多い。このような場合、長手方向に平坦に形成した第１壁部３と、長手方向に曲面状に形成された地山２０の前面２３’との離間寸法は、一律ではなく長手方向に漸次変動する。このとき、第２壁部４の長手方向に沿って配設した拘束部１７，１７，１７の寸法を、図示の特定寸法Ｍ１，Ｍ２，Ｍ３というように、地山２０の曲面形状の前面２３’に沿うように漸次異ならせることで、このような平坦の第１壁部３と地山２０の前面２３’との離間寸法の変動分を吸収することができる。 The front surface 23 of the ground 20 is not limited to one formed on a substantially flat inclined surface in the longitudinal direction thereof. For example, as shown in FIG. 6, the front surface 23 ′ curved in the longitudinal direction of the ground 20. Is often formed. In such a case, the distance between the first wall portion 3 formed flat in the longitudinal direction and the front surface 23'of the ground 20 formed in a curved shape in the longitudinal direction is not uniform but gradually fluctuates in the longitudinal direction. .. At this time, the dimensions of the restraint portions 17, 17, 17 arranged along the longitudinal direction of the second wall portion 4 are the specified dimensions M1, M2, M3 shown in the drawing, and the front surface 23 of the curved surface shape of the ground 20 is formed. By gradually changing the distance along the'.

このようにすることで、拘束部１７の特定寸法Ｍ１，Ｍ２，Ｍ３を長手方向に沿って漸次変動した第２壁部４により、平坦の第１壁部３と地山２０の曲面状の前面２３’との間を、長手方向に沿って架け渡すことができ、第１壁部３の安定性を満足することができる。 By doing so, the flat first wall portion 3 and the curved front surface of the ground 20 are formed by the second wall portion 4 in which the specific dimensions M1, M2, and M3 of the restraint portion 17 are gradually changed along the longitudinal direction. It can be bridged with 23'along the longitudinal direction, and the stability of the first wall portion 3 can be satisfied.

次に、第２壁部４の後端が地山２０の前面２３に当接して鉛直方向に支持される構成の変形例１〜３について説明する。なお、前述した実施例ないし先に説明した変形例と重複する構成については、同じ符号を付して説明を省略する。 Next, modifications 1 to 3 of a configuration in which the rear end of the second wall portion 4 abuts on the front surface 23 of the ground 20 and is supported in the vertical direction will be described. The same reference numerals are given to the configurations that overlap with the above-described embodiment or the above-described modification, and the description thereof will be omitted.

先ず図７に示されるように、変形例１を説明すると、第２壁部４を配設する第２工程よりも前工程として、この第２壁部４の底面と同じ高さ位置にて、地山２０の傾斜面を成す前面２３を一部切削加工し、略水平を向く水平段部２６を予め形成しておく。 First, as shown in FIG. 7, a modification 1 will be described. As a step prior to the second step of arranging the second wall portion 4, at the same height position as the bottom surface of the second wall portion 4. A part of the front surface 23 forming the inclined surface of the ground 20 is machined to form a horizontal step portion 26 facing substantially horizontal in advance.

上述と同様に前後寸法が調整された第２壁部４の後底面１６は、図７に示されるように、地山２０の傾斜面を成す前面２３に予め形成された水平段部２６の上面に長手方向に沿って載置されている。 As shown in FIG. 7, the rear bottom surface 16 of the second wall portion 4 whose front-rear dimensions have been adjusted in the same manner as described above is the upper surface of the horizontal step portion 26 formed in advance on the front surface 23 forming the inclined surface of the ground 20. It is placed along the longitudinal direction in.

このように、地山２０に切削形成した略水平を向く水平段部２６に、第２壁部４の後底面１６を載置することで、この第２壁部４の荷重を地山２０の広い面積で受けて鉛直方向に安定的に支持することができる。 By placing the rear bottom surface 16 of the second wall portion 4 on the horizontally oriented horizontal step portion 26 formed by cutting on the ground 20 in this way, the load of the second wall portion 4 can be applied to the ground 20. It can be received over a wide area and stably supported in the vertical direction.

次に図８に示されるように、変形例２を説明すると、前後寸法を自在に調整可能な調整部としての拘束部１７が、第２壁部４の最後端を除く任意の箇所（本変形例では最後端の拘束部７の前側に隣接した箇所）に設けられている。更に、最後端の拘束部７内には、前後方向に伸縮可能に構成され、重ね合わせた複数の帯部材５の対向する内面を押し当てて固定する固定治具３０が配設されている。 Next, as shown in FIG. 8, a modification 2 will be described in which the restraint portion 17 as an adjustment portion whose front-rear dimensions can be freely adjusted is at an arbitrary location (this deformation) except for the rearmost end of the second wall portion 4. In the example, it is provided at the position adjacent to the front side of the restraint portion 7 at the rearmost end). Further, in the restraining portion 7 at the rearmost end, a fixing jig 30 which is configured to be expandable and contractible in the front-rear direction and which presses and fixes the opposing inner surfaces of the plurality of overlapping band members 5 is arranged.

このようにすることで、固定治具３０の前後の両端部３１，３２により、最後端の拘束部７内面を前後に押し当てることで、前側の拘束部内の充填材１２を前方に押し固めるとともに、最後端の拘束部７を構成する帯部材５の後端面を地山２０の前面２３に確実に当接させる状態として、且つこの状態で当該拘束部７内に充填材１２を十分に充填することができる。 By doing so, the inner surface of the restraint portion 7 at the rearmost end is pressed back and forth by the front and rear end portions 31 and 32 of the fixing jig 30, so that the filler 12 in the restraint portion on the front side is compacted forward. , The rear end surface of the band member 5 constituting the rearmost restraint portion 7 is surely brought into contact with the front surface 23 of the ground 20, and in this state, the filler 12 is sufficiently filled in the restraint portion 7. be able to.

またこのように、固定治具３０によって後方に押圧された第２壁部４の後底面の角部１８が、地山２０の傾斜面を成す前面２３に確実に当接するため、鉛直方向に支持される支持力を高めることができる。 Further, in this way, the corner portion 18 of the rear bottom surface of the second wall portion 4 pressed rearward by the fixing jig 30 is surely in contact with the front surface 23 forming the inclined surface of the ground 20, so that it is supported in the vertical direction. It is possible to increase the bearing capacity.

次に図９に示されるように、変形例３を説明すると、第２壁部４を配設するよりも前工程として、この第２壁部４の底面と同じ高さ位置にて、地山２０の傾斜面を成す前面２３を一部切削加工し、略水平を向く水平段部２７を形成するとともに、この水平段部２７の基端に連なり略垂直を向く垂直部２８を形成する。 Next, as shown in FIG. 9, a modification 3 will be described. As a preliminary step to disposing the second wall portion 4, the ground is located at the same height as the bottom surface of the second wall portion 4. A part of the front surface 23 forming the inclined surface of 20 is machined to form a horizontal step portion 27 facing substantially horizontal, and a vertical portion 28 connected to the base end of the horizontal step portion 27 and facing substantially vertical is formed.

この垂直部２８は、上下方向に略垂直に形成され、且つ、第２壁部４の後端面１９に長手方向に形成される一定周期の湾曲した凹凸形状に対応して補完するように、長手方向に一定周期の湾曲した凸凹形状に形成されたものである。 The vertical portion 28 is formed substantially vertically in the vertical direction, and is longitudinally formed so as to correspond to a curved uneven shape having a fixed period formed in the longitudinal direction on the rear end surface 19 of the second wall portion 4. It is formed in an uneven shape that is curved in a certain period in the direction.

また、前後寸法を自在に調整可能な調整部としての拘束部１７が、第２壁部４の最後端の拘束部７の前側に隣接した箇所に設けられ、更に、最後端の拘束部７内に配設した固定治具３０の前後の両端部３１，３２により、最後端の拘束部７内を前後に押し当てることで、最後端の拘束部７を構成する帯部材５の後端面１９を、地山２０に形成した垂直部２８に確実に当接させる状態とすることができる。 Further, a restraint portion 17 as an adjusting portion whose front-rear dimension can be freely adjusted is provided at a position adjacent to the front side of the restraint portion 7 at the rearmost end of the second wall portion 4, and further, inside the restraint portion 7 at the rearmost end. By pressing the inside of the rearmost restraint portion 7 back and forth by the front and rear end portions 31 and 32 of the fixing jig 30 arranged in the above, the rear end surface 19 of the band member 5 constituting the rearmost restraint portion 7 is pressed. , It is possible to make sure that the vertical portion 28 formed on the ground 20 is in contact with the ground.

このようにすることで、地山２０の前面２３に形成した凹凸状の垂直部２８に第２壁部４の凸凹状の後端面１９が嵌合するように、曲面同士を面接触させて配置できる結果、この地山２０の垂直部２８によって第２壁部４を三次元的に保護することができ、例えば地震等の不測の外力に抗して強固な構造を得ることができる。 By doing so, the curved surfaces are arranged in surface contact with each other so that the uneven rear end surface 19 of the second wall portion 4 fits into the uneven vertical portion 28 formed on the front surface 23 of the ground 20. As a result, the vertical portion 28 of the ground 20 can protect the second wall portion 4 three-dimensionally, and a strong structure can be obtained against an unexpected external force such as an earthquake.

次に、実施例２に係る補強土壁工法につき、図１０を参照して説明する。尚、前記実施例１と同一構成で重複する説明を省略する。 Next, the reinforced soil wall construction method according to the second embodiment will be described with reference to FIG. It should be noted that the same configuration as that of the first embodiment and the overlapping description will be omitted.

本実施例で適用される擁壁１０は、地震等の不測の外力によって一部が崩落した地山４０の正面（図示右側）全体を覆うことによって、地山４０の前側を補強するものである。この擁壁１０は、地山４０よりも前面側に複数のジオセル２を上下に積層して形成される第１壁部３と、この第１壁部３の後面から地山４０に向け複数のジオセル２を前後に連設して形成される第２壁部４と、この第２壁部４とは異なる高さ位置にて、第１壁部３の後面から地山４０に向け複数のジオセル２を前後に連設して形成される第３壁部９とから主として構成され、下方から上方に順次施工される。 The retaining wall 10 applied in this embodiment reinforces the front side of the ground 40 by covering the entire front surface (right side in the drawing) of the ground 40 which has partially collapsed due to an unexpected external force such as an earthquake. .. The retaining wall 10 has a first wall portion 3 formed by vertically stacking a plurality of geocells 2 on the front side of the ground 40, and a plurality of retaining walls 10 from the rear surface of the first wall portion 3 toward the ground 40. A plurality of geocells from the rear surface of the first wall portion 3 toward the ground 40 at a height position different from that of the second wall portion 4 formed by connecting the geocells 2 in the front-rear direction and the second wall portion 4. It is mainly composed of a third wall portion 9 formed by connecting 2 in the front-rear direction, and is constructed sequentially from the bottom to the top.

本実施例の補強対象となる地山４０は、その一部崩落後の自然状態で前面が上方に向かうにつれて前方に張出した、いわゆるオーバーハングした上部領域４１と、末広がり状の緩斜面４３が形成された下部領域４２を有している。 The ground 40 to be reinforced in this embodiment is formed by a so-called overhanging upper region 41 and a divergent gentle slope 43, which project forward as the front surface moves upward in the natural state after the partial collapse. It has a lower area 42 that has been removed.

擁壁１０の構築前の施工として、これら上部領域４１及び下部領域４２を切土することによって、地山２０の前面は、上方に向かうにつれて後方に略均一の傾斜角度の傾斜面４４と、上方に向かうにつれて前方に張出したオーバーハング面４５と、緩斜面４６とが形成され、更に地山２０の末端には水平面４７が形成されている。 By cutting the upper region 41 and the lower region 42 as the construction before the construction of the retaining wall 10, the front surface of the ground 20 has an inclined surface 44 having a substantially uniform inclination angle rearward as it goes upward, and above. An overhang surface 45 extending forward and a gentle slope 46 are formed toward the direction of the ground 20, and a horizontal plane 47 is formed at the end of the ground 20.

地山４０の前面に擁壁を形成する施工の際には、第１壁部３を構成するジオセル２の拘束部７内に充填材１２を入れて締め固め第１壁部３とし、該第１壁部３を上下に積層させる。また、積層される第１壁部３は、下方位置の第１壁部３の拘束部７に、上方位置の第１壁部３の拘束部７の一部或いは略全部が被るように配置される（図３参照）。 When forming a retaining wall on the front surface of the ground 40, a filler 12 is put in the restraining portion 7 of the geocell 2 constituting the first wall portion 3 and compacted to form the first wall portion 3. 1 The wall portion 3 is laminated one above the other. Further, the laminated first wall portion 3 is arranged so as to cover a part or substantially all of the restraint portion 7 of the first wall portion 3 at the upper position on the restraint portion 7 of the first wall portion 3 at the lower position. (See Fig. 3).

つぎに、第１壁部３と、第２壁部４ないし第３壁部９との積層について説明する。上記したように、第１工程として、第１壁部３を最下段から順に上方に積層するとともに、第１壁部３と地山４０との間の空間は盛土１１が充填され、押し固められる。 Next, the lamination of the first wall portion 3 and the second wall portion 4 to the third wall portion 9 will be described. As described above, as the first step, the first wall portion 3 is laminated upward in order from the bottom stage, and the space between the first wall portion 3 and the ground 40 is filled with the embankment 11 and compacted. ..

更に第２工程として、地山４０の傾斜面４４及び緩斜面４６の高さ位置に対応する所定段（本実施例では下から７段目，１８段目，２３段目，２８段目及び最上段）においては、第１壁部３の後側に連設して、第２壁部４が配設される。ここで、例えば下段の第１壁部３とその後側に配設される第２壁部４の上面には、上段の第１壁部３が被さるように積層され、その後部側の空間に盛土１１が充填される。この工程を繰り返して、第１壁部３の後側に第２壁部４、４、…が上下に離間した状態で配設される。 Further, as the second step, predetermined steps corresponding to the height positions of the inclined surface 44 and the gentle slope 46 of the ground 40 (in this embodiment, the 7th step, the 18th step, the 23rd step, the 28th step, and the most). In the upper row), the second wall portion 4 is arranged so as to be continuously provided on the rear side of the first wall portion 3. Here, for example, the upper surface of the lower first wall portion 3 and the second wall portion 4 arranged on the rear side are laminated so as to cover the upper first wall portion 3, and the space on the rear side is filled with embankment. 11 is filled. By repeating this step, the second wall portions 4, 4, ... Are arranged on the rear side of the first wall portion 3 in a state of being vertically separated from each other.

前後方向に連設された第２壁部４は、その最後端の拘束部の前後寸法が自在に調整されることで、第１壁部３の最後面と地山４０の傾斜面４４ないし緩斜面４６との離間寸法に関わらず、第２壁部４を当該離間寸法と略同じ寸法に形成することができ、第２壁部４の後部が地山４０の傾斜面４４ないし緩斜面４６に当接して、鉛直方向に支持される。すなわち第２壁部４は、これら第１壁部３と地山４０の傾斜面４４ないし緩斜面４６とに略水平方向に架け渡される。 The second wall portion 4, which is continuously provided in the front-rear direction, has the rearmost surface of the first wall portion 3 and the inclined surface 44 or loose of the ground 40 by freely adjusting the front-rear dimension of the restraint portion at the rearmost end thereof. Regardless of the distance from the slope 46, the second wall 4 can be formed to have substantially the same size as the distance, and the rear portion of the second wall 4 is formed on the slope 44 to the gentle slope 46 of the ground 40. It abuts and is supported in the vertical direction. That is, the second wall portion 4 is bridged between the first wall portion 3 and the inclined surface 44 or the gentle slope 46 of the ground 40 in a substantially horizontal direction.

また第３工程として、これらの第２壁部４、４、…に加えて、地山４０のオーバーハング面４５の高さ位置に対応する所定段（本実施例では下から１２段目）においては、第１壁部３の後側に連設して、第３壁部９が配設される。 Further, as a third step, in addition to these second wall portions 4, 4, ..., In a predetermined step (12th step from the bottom in this embodiment) corresponding to the height position of the overhang surface 45 of the ground 40. Is connected to the rear side of the first wall portion 3, and the third wall portion 9 is arranged.

第３壁部９は、上記と同じ規格であって別体のジオセル２を第１壁部３の後部に当接して隣接配置されている。なお、本実施例では第３壁部９は、所定段に一段のみ配設されているが、これに限らず第３壁部９は、上下に離間して複数段に形成されてもよい。 The third wall portion 9 has the same standard as the above, and a separate geocell 2 is placed adjacent to the rear portion of the first wall portion 3 so as to be in contact with the rear portion. In this embodiment, the third wall portion 9 is arranged in only one stage in a predetermined stage, but the third wall portion 9 is not limited to this, and the third wall portion 9 may be formed in a plurality of stages separated from each other in the vertical direction.

このようにすることで、地山４０の形状に関わらず、例えば地山４０の前面であるオーバーハング面４５の近傍まで第３壁部９を形成することで、第２壁部４と協働して構造強度を補強することができる。 By doing so, regardless of the shape of the ground 40, for example, by forming the third wall portion 9 up to the vicinity of the overhang surface 45 which is the front surface of the ground 40, the third wall portion 9 cooperates with the second wall portion 4. The structural strength can be reinforced.

以上、本発明の実施例を図面により説明してきたが、具体的な構成はこれら実施例に限られるものではなく、本発明の要旨を逸脱しない範囲における変更や追加があっても本発明に含まれる。 Although examples of the present invention have been described above with reference to the drawings, the specific configuration is not limited to these examples, and any changes or additions within the scope of the gist of the present invention are included in the present invention. Is done.

たとえば、前記実施例では、第１壁部３を構成するジオセル２と、第２壁部４を構成するジオセル２とは、同寸法の帯部材５を互いに積層した同一規格のジオセルであった。しかしこれに限らず、第１壁部３を構成するジオセル２と、第２壁部４を構成するジオセル２とは、異なる寸法の帯部材５を互いに積層して、接合した異なる規格のジオセルを使用してもよい。 For example, in the above embodiment, the geocell 2 constituting the first wall portion 3 and the geocell 2 constituting the second wall portion 4 are geocells of the same standard in which band members 5 having the same dimensions are laminated on each other. However, the present invention is not limited to this, and the geocell 2 constituting the first wall portion 3 and the geocell 2 constituting the second wall portion 4 are formed by laminating and joining band members 5 having different dimensions. You may use it.

また、前記実施例では、第１壁部３を構成するジオセル２と、第２壁部４を構成するジオセル２とは、別体に構成されており、互いの前後面が当接されていたが、これら別体のジオセル同士を前後方向に離間させてもよいし、あるいは第１壁部３を構成するジオセル２と第２壁部４を構成するジオセル２とが一体に構成されたものを使用してもよい。 Further, in the above embodiment, the geocell 2 constituting the first wall portion 3 and the geocell 2 constituting the second wall portion 4 are configured as separate bodies, and the front and rear surfaces thereof are in contact with each other. However, these separate geocells may be separated from each other in the front-rear direction, or the geocell 2 constituting the first wall portion 3 and the geocell 2 constituting the second wall portion 4 are integrally configured. You may use it.

また、前記実施例では、ジオセル２の拘束部７が千鳥状またはハニカム状に配置されるようになっているが、ジオセル２の拘束部７の配置はこれに限ることなく、格子状に配置されたり、他の配置形態であったりしてもよい。 Further, in the above embodiment, the restraint portions 7 of the geocell 2 are arranged in a staggered or honeycomb shape, but the arrangement of the restraint portions 7 of the geocell 2 is not limited to this, and are arranged in a grid pattern. Or it may be in another arrangement form.

また、前記実施例では、ジオセル２の拘束部７内に充填する充填材１２及び擁壁１の背面側に投入する裏込め材である盛土１１として、施工現場で採取した同じ土質の土砂を採用しているが、これに限らず、例えば拘束部７内に砕石や粘土、コンクリート等を採用してもよい。 Further, in the above embodiment, as the filling material 12 to be filled in the restraint portion 7 of the geocell 2 and the embankment 11 to be the backfilling material to be put into the back side of the retaining wall 1, the same soil quality earth and sand collected at the construction site is adopted. However, the present invention is not limited to this, and for example, crushed stone, clay, concrete, or the like may be used in the restraint portion 7.

１擁壁
２ジオセル
３第１壁部
４第２壁部
５帯部材
７，１７拘束部
１０擁壁
１２充填材
１６後底面
１８角部
１９後端面
２０地山
２３前面
２６，２７水平段部
２８垂直部
３０固定治具
４０地山
４３緩斜面
４４傾斜面
４５オーバーハング面
４６緩斜面 1 Retaining wall 2 Geocell 3 1st wall part 4 2nd wall part 5 Band member 7,17 Restraint part 10 Retaining wall 12 Filler 16 Rear bottom surface 18 Square part 19 Rear end surface 20 Ground 23 Front surface 26, 27 Horizontal step part 28 Vertical part 30 Fixing jig 40 Ground 43 Gentle slope 44 Slope 45 Overhang surface 46 Gentle slope

Claims

It is a reinforced soil wall construction method in which a retaining wall made of wall material is constructed on the front side of the ground and the ground is reinforced by the retaining wall.
The wall surface material is a geocell having a restraining portion that restrains a filler by forming a plurality of substantially band-shaped band members joined at predetermined intervals and separating non-joining portions of the band members from each other. Configured
The first step of stacking multiple geocells on the front side of the ground to form the first wall, and
A second wall portion in which a plurality of geocells are continuously provided in the front-rear direction from the rear surface of the first wall portion toward the ground is formed in a plurality of stages separated vertically via an embankment filled on the rear surface side of the first wall portion. At least with the second step of
In the second step, the filling material is charged by separating the non-joining portions of the band members of some of the geocells constituting the second wall portion in the front-rear direction by a predetermined width, and the second wall portion. After adjusting the separation width of the non-joining portion between the band members of the remaining geocell to a specific width smaller than the predetermined width and charging the filler, the corner portion of the rear end portion of the geocell is formed. By abutting and supporting the front surface, which is an inclined surface formed by cutting the ground, in the vertical direction, the second wall portion of the plurality of stages and the surrounding embankment are simulated in the substantially horizontal direction. A reinforced soil wall construction method characterized in that the first wall portion is made to lean on the ground by acting as a pile.

In the second step, among the plurality of restraining parts which constitute the second wall portion, the spacing width of the nonbonding portion of the restriction portion of the rearmost to claim 1, characterized in that to adjust to the specific width Reinforced soil wall construction method described.

A claim characterized in that, in the second step, a fixing jig that can be expanded and contracted in the front-rear direction is arranged inside the restraint portion at the rearmost end among the plurality of restraint portions constituting the second wall portion. The reinforced soil wall construction method according to Item 1 or 2.

The method according to any one of claims 1 to 3 , wherein a horizontal step portion for mounting the rear bottom surface of the second wall portion is cut and formed on the front surface of the ground prior to the second step. Reinforced soil wall construction method described.

Any of claims 1 to 4 , wherein a curved vertical portion facing the curved rear end surface of the second wall portion is formed on the front surface of the ground prior to the second step. Reinforced soil wall construction method described in.

It is characterized by further comprising a third step of forming a third wall portion separated from the front surface of the ground by forming a plurality of geocells in a row in the front-rear direction from the rear surface of the first wall portion toward the ground. The reinforced soil wall construction method according to any one of claims 1 to 5.