JP2000273867A - Method for constructing steep banking - Google Patents

Abstract

PROBLEM TO BE SOLVED: To develop a banking having a steep gradient inexpensively and efficiently. SOLUTION: In this method, a steep banking is constructed by accumulating a banking material 3 and a reinforcing geogrid 20 alternately. When scattering rolling work of the banking material 3 in the steep banking and spreading work of the reinforcing geogrid 20 are done, a scope of the scattering rolling work of the banking material 30 is expanded up to a front face of a slope 5a of the steep banking 5 so that a pressing banking 7 having a gentle gradient is provided on the front face of the steep banking 5. Next, the pressing banking 7 and the steep banking 5 are formed as an integrated banking to construct a banking up to a planed top end height of the steep banking 5, and then the pressing banking 7 is cut out by a predetermined bed lowering layer thickness along a slope 5a position of the steep banking 5. On the other hand, the pressing banking 7 is removed by applying spraying on the slope 5a of the steep banking 5 exposed due to the cutting out work to construct the steep banking in which the exposed slope 5a is covered by spraying work.

Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION

【０００１】[0001]

【発明の属する技術分野】本発明は急勾配盛土の構築方
法に係り、特にジオグリッド等の補強土繊維材料を利用
して効率よく急勾配盛土を構築する方法に関する。The present invention relates to a method for constructing a steep embankment, and more particularly to a method for constructing a steep embankment efficiently using a reinforcing soil fiber material such as a geogrid.

【０００２】[0002]

【従来の技術】近年、土地の有効利用等を目的として自
立勾配以上の急勾配の法面を有する盛土が施工されてき
ている。この種の急勾配法面を有する盛土（以下、急勾
配盛土と呼ぶ。）では、ジオテキスタイルと呼ばれる種
々の補強土繊維材料（補強材）を利用して法面安定を図
っている。このジオテキスタイルは一般に土木工事に用
いられる合成樹脂あるいは合成繊維からなるネット、シ
ートの総称として用いられているが、本明細書では補強
材としてのジオテキスタイルのうち、網目状グリッド材
を例に工法の説明をすすめる。以下では、これらを補強
材あるいはジオグリッドと記している。2. Description of the Related Art In recent years, embankments having steep slopes higher than an independent slope have been constructed for the purpose of effective use of land. In this kind of embankment having a steep slope (hereinafter referred to as steep embankment), the slope is stabilized by using various reinforcing soil fiber materials (reinforcing materials) called geotextiles. This geotextile is generally used as a generic term for nets and sheets made of synthetic resin or synthetic fiber used in civil engineering work, but in this specification, among geotextiles as reinforcing materials, description of the method of construction is based on a mesh grid material as an example. I recommend In the following, these are referred to as reinforcements or geogrids.

【０００３】図７は、補強材（ジオグリッド）を用いた
急勾配盛土工一例の施工状態を示している。この急勾配
盛土５０の施工では砂質土等の盛土材５１を所定の層厚
に撒き出して転圧し、その盛土面を覆うようにジオグリ
ッド５２を敷設し、さらに上層の盛土材５１を撒き出す
という繰り返し作業により所定計画高まで盛土を行うよ
うになっている。図７に示したように、敷設されるジオ
グリッド５２の後端５２ａは盛土の安定のために必要な
敷設長分が法面から盛土内に埋設されるように設計され
ている。一方、ジオグリッド前端５２ｂは１回分の盛土
高さを確保した状態で所定巻き込み長分が法面位置で折
り返されて盛土の一部に埋め込まれるようになってい
る。FIG. 7 shows a construction state of an example of a steep embankment using a reinforcing material (geo grid). In the construction of the steep embankment 50, the embankment material 51 such as sandy soil is scattered to a predetermined thickness, compacted, a geogrid 52 is laid so as to cover the embankment surface, and the upper embankment material 51 is further scattered. Embankment is performed up to a predetermined plan height by repeating the work of putting out. As shown in FIG. 7, the rear end 52a of the geogrid 52 to be laid is designed so that the laying length necessary for stabilizing the embankment is buried in the embankment from the slope. On the other hand, at the front end 52b of the geogrid, a predetermined winding length is folded back at the slope surface position and is embedded in a part of the embankment while the embankment height for one round is secured.

【０００４】ところで、この種の急勾配盛土工では、法
面の安定確保、ジオグリッド前端の巻き込み長部分の折
り返し作業の確実化、１回の撒き出し転圧による盛土高
さの均一化を図るために、図７に示したように法面部分
に法面型枠５３が設置されている。この法面型枠５３は
側方視して法面勾配にほぼ等しい挟み角で略Ｌ字形をな
す底板５３ａと法面板５３ｂとで構成された鋼製枠体
で、図示したように盛土工に合わせて法面位置で積み上
げることにより所定勾配の法面を形成することができ
る。なお、この法面型枠５３の代用として土のうを数段
積み重ねるようにして使用することもある。By the way, in this kind of steep embankment, it is intended to secure the stability of the slope and to ensure the work of turning the winding length portion at the front end of the geogrid, and to make the height of the embankment uniform by one rolling compaction. To this end, a slope mold 53 is provided at the slope as shown in FIG. The slope mold 53 is a steel frame composed of a bottom plate 53a and a slope plate 53b that are substantially L-shaped with a sandwich angle substantially equal to the slope of the slope when viewed from the side. By stacking them together at the slope surface position, a slope having a predetermined gradient can be formed. In addition, as a substitute for the slope mold 53, sandbags may be used by stacking several layers.

【０００５】図８は、図７に示した急勾配盛土工におけ
る機械施工による転圧作業を示した説明図である。図示
したように法面の後方位置では盛土材５１を均一な厚さ
に転圧するためにブルドーザ等の土工重機６０が用いら
れる。しかし、法面近傍では土工重機６０の荷重による
法面のはらみ出し等の悪影響を避けるために、人力によ
る盛土材５１の撒き出し、転圧作業を行うようになって
いる。FIG. 8 is an explanatory view showing a compaction work by mechanical construction in the steep embankment shown in FIG. As shown in the figure, an earthmoving machine 60 such as a bulldozer is used at a position behind the slope to roll the embankment material 51 to a uniform thickness. However, in the vicinity of the slope, the embankment material 51 is scattered and compacted by manpower in order to avoid adverse effects such as protrusion of the slope due to the load of the earthmoving heavy equipment 60.

【０００６】[0006]

【発明が解決しようとする課題】上述した法面型枠を使
用する急勾配盛土の構築方法では、使用材料のコストの
うち、法面型枠のコストの占める割合が多く、全体コス
トの増加につながっている。また、施工面では法勾配が
法面型枠の設置精度に左右されるので、法面型枠を精度
よく設置しなければならず、設置作業が面倒である。さ
らに、法面型枠位置では盛土材の撒き出し転圧を人力で
行わなければならない。このため、作業効率が落ちる
上、型枠部分での転圧が不十分となるおそれもある。In the method for constructing a steep embankment using the sloped formwork described above, the cost of the sloped formwork accounts for a large proportion of the cost of the materials used, and the overall cost increases. linked. In addition, since the slope of the slope depends on the installation accuracy of the formwork on the construction side, the slope formwork must be accurately installed, and the installation work is troublesome. Further, in the position of the slope form, the embankment must be scattered and rolled out manually. For this reason, there is a possibility that the working efficiency is reduced and the rolling pressure in the mold portion is insufficient.

【０００７】法面背面の安定に関し、法面型枠自体は内
的安定、外的安定のいずれの場合にも応力負担材として
機能しない。ところが、枠体の剛性が大きいので、盛土
完了後に生じる盛土背面の鉛直方向の変位（沈下）に法
面型枠部分が追従できず、積み上げた法面型枠が歪んで
しまうという問題もある。[0007] Regarding the stability of the back surface of the slope, the slope mold itself does not function as a stress-bearing material in both cases of internal stability and external stability. However, since the rigidity of the frame body is large, there is also a problem that the slope mold section cannot follow the vertical displacement (settling) of the back surface of the embankment after the embankment is completed, and the piled slope molds are distorted.

【０００８】そこで、本発明の目的は上述した従来の技
術が有する問題点を解消し、急勾配法面を土工機械で迅
速に施工でき、材料及び施工のコストダウンを図るよう
にした急勾配盛土の構築方法を提供することにある。Accordingly, an object of the present invention is to solve the above-mentioned problems of the prior art, to steeply slope steep slopes with an earth-moving machine, and to reduce material and construction costs. To provide a construction method.

【０００９】[0009]

【課題を解決するための手段】上記目的を達成するため
に、本発明は盛土材と補強土繊維材料とを交互に積層し
て急勾配盛土を構築する方法において、前記急勾配盛土
における盛土材の撒き出し転圧作業と前記補強土繊維材
料の敷設作業を行う際に、前記盛土材の撒き出し転圧作
業の作業範囲を、前記急勾配盛土法面の前面まで広げる
ようにして緩勾配の押さえ盛土を前記急勾配盛土の前面
に設け、該押さえ盛土と前記急勾配盛土とを一体的な盛
土として、前記急勾配盛土の計画天端高までの盛土を構
築していき、その後前記急勾配盛土の法面位置に沿って
前記押さえ盛土を所定の盤下げ層厚で切り取る一方、該
切り取り作業により露出した前記急勾配盛土の法面に吹
き付け工を施しながら前記押さえ盛土を取り除き、露出
した法面が吹き付け工により被覆された急勾配盛土を構
築するようにしたことを特徴とする。In order to achieve the above object, the present invention relates to a method for constructing a steep embankment by alternately laminating an embankment material and a reinforcing soil fiber material. When performing the rolling and spreading work and the laying work of the reinforcing soil fiber material, the working range of the spreading and rolling work of the embankment material is expanded to the front of the steep embankment slope, and the slope of the gentle slope is reduced. A holding embankment is provided in front of the steep embankment, and the holding embankment and the steep embankment are integrated into an embankment to construct an embankment up to a planned crown height of the steep embankment, and then the steep embankment is formed. The holding embankment is cut along a slope surface position of the embankment at a predetermined thickness of the lowering layer, and the holding embankment is removed while spraying a slope of the steep embankment exposed by the cutting operation, and the exposed embankment is removed. Surface sprayed Characterized in that so as to construct a steep embankment covered by factory.

【００１０】このとき、前記補強土繊維材料は、前記急
勾配盛土の法面位置に載置された折り返しガイド用部材
を介して所定の長さ分が折り返されるようにすることが
好ましい。[0010] At this time, it is preferable that the reinforcing soil fiber material is folded back by a predetermined length via a folding guide member placed on a slope surface of the steep embankment.

【００１１】また、前記切り取り法勾配は、前記折り返
しガイド用部材をガイドとして設定することが好まし
い。It is preferable that the cutting method gradient is set by using the return guide member as a guide.

【００１２】[0012]

【発明の実施の形態】以下、本発明の急勾配盛土の構築
方法の一実施の形態について、添付図面を参照して説明
する。図１は本発明の急勾配盛土の構築方法による盛土
施工状態を示した説明図である。同図に示したように、
原地盤１を整地して所定の地盤高に形成して基盤面２を
形成する。このとき必要に応じて盛土材３を搬入して地
盤高を確保することがふさわしい。盛土作業に先立って
測量を行い、図１に示したように、基盤面２上に計画急
勾配盛土５の法尻位置６と緩勾配の押さえ盛土７７の法
尻位置８を設定する。BEST MODE FOR CARRYING OUT THE INVENTION An embodiment of a method for constructing a steep embankment according to the present invention will be described below with reference to the accompanying drawings. FIG. 1 is an explanatory view showing an embankment construction state according to the method for constructing a steep embankment of the present invention. As shown in the figure,
The original ground 1 is leveled and formed at a predetermined ground height to form the base surface 2. At this time, it is appropriate to carry in the embankment material 3 as necessary to secure the ground height. Prior to the embankment work, surveying is performed, and as shown in FIG. 1, the slope end position 6 of the planned steep slope embankment 5 and the slope end position 8 of the gentle slope holding embankment 77 are set on the base surface 2.

【００１３】次いで、基盤面２上に第１層目の補強材２
０（ジオグリッド）を敷設する。このとき計画急勾配盛
土５の法尻位置６の補強材２０上に載置された折り返し
ガイド用部材３０位置で所定巻き込み長分の補強材２０
が折り返されるようになっている。さらにこの補強材２
０上に、ダンプトラック等の運搬重機（図示せず）で搬
入された盛土材３を撒き出す。本実施の形態では撒き出
した盛土材３を図示したブルドーザ等の土工重機１０で
転圧した際に盛土高Ｈ（図２参照）が約０．５ｍ程度に
なるように盛土材量を設定することが好ましい。このと
き盛土範囲としては、図１に示したように、計画急勾配
盛土５の背面から計画急勾配盛土５の法面５ａの前面に
広がる押さえ盛土７までを同時に構築するように盛土材
３の搬入、撒き出し転圧を行う。図１は基盤面２から補
強材２０を２層分まで敷設した状態を示している。同図
に示したように新たな補強材２０の敷設に当たっては、
すでに埋設されている折り返しガイド用部材３０の設置
位置をもとに計画急勾配を確認しながらその位置を割り
出すことが好ましい。Next, the first layer of reinforcing material 2
0 (geo grid) is laid. At this time, at the position of the folding guide member 30 placed on the reinforcing material 20 at the slope end position 6 of the planned steep embankment 5, the reinforcing material 20 for a predetermined winding length is placed.
Is wrapped. Furthermore, this reinforcing material 2
The embankment material 3 carried in by a heavy load machine (not shown) such as a dump truck is scattered on the top of the vehicle. In the present embodiment, the amount of the embankment material is set so that the embankment height H (see FIG. 2) is about 0.5 m when the embankment material 3 that has been scattered is compacted by an earth moving heavy machine 10 such as a bulldozer or the like. Is preferred. At this time, as shown in FIG. 1, the embankment range of the embankment material 3 is such that the back embankment 7 extending from the back of the planned steep embankment 5 to the holding embankment 7 extending in front of the slope 5 a of the planned steep embankment 5 is simultaneously formed. Carry in and out. FIG. 1 shows a state in which the reinforcing member 20 is laid from the base surface 2 to two layers. When laying a new reinforcing member 20 as shown in FIG.
It is preferable to determine the position while checking the planned steep slope based on the installation position of the already-buried return guide member 30.

【００１４】押さえ盛土７の法面勾配は、計画急勾配盛
土５部分を含む盛土全体の安定（内的安定、外的安定）
を検討して決定することが好ましい。通常、最小勾配と
して１〜１．５割勾配の法面を構築することができる。
この盛土範囲に１回当たり０．５ｍの盛土高が得られる
ような盛土材３の撒き出し、転圧を行う。この撒き出
し、転圧作業において、運搬重機、土工重機は、急勾配
盛土の法面５ａを意識せずに、補強材２０の埋設部分を
越えて押さえ盛土７の法面７ａの直近まで稼働させるこ
とができる。このため、盛土工の施工効率はきわめて向
上する。The slope of the embankment 7 is stable as a whole (internal stability, external stability) including the 5 steeply planned embankments.
It is preferable to determine it by considering the following. Usually, a slope having a slope of 1 to 1.5% can be constructed as the minimum slope.
The embankment material 3 is scattered and compacted so that an embankment height of 0.5 m can be obtained in this embankment area each time. In this sowing and compacting work, the transport heavy equipment and the earth moving heavy equipment are operated up to the immediate vicinity of the slope 7a of the holding embankment 7 beyond the embedding part of the reinforcing material 20 without being aware of the slope 5a of the steep embankment. be able to. For this reason, the construction efficiency of the embankment is greatly improved.

【００１５】ここで、補強材２０と、この補強材２０を
所定位置で折り返すための折り返しガイド用部材３０の
構成について図２を参照して説明する。盛土材３の撒き
出し転圧と交互に敷設される補強材２０としては、いわ
ゆる補強土工法に用いられている公知のジオテキスタイ
ルのうち、ジオグリッドと呼ばれる網状補強材２０を用
いることが好ましい。ジオグリッドは製法により網状の
交織材あるいは２軸延伸ネット等多種にわたるものがあ
るが、地盤補強において、土との摩擦相互作用を発揮で
き、構築された法面の安定を高めるものであれば、種々
の材料を採用することができる。交織材の材質としては
ポリエステル樹脂繊維が好適であり、このポリエステル
繊維を網状に交織し、織物全体を塩化ビニル樹脂コーテ
ィングして引張強度を高めることも好ましい。延伸ネッ
トの材質としては高密度ポリエチレン、ポリプロピレン
等が好適である。グリッドの間隔としては６〜２０ｍｍ
目程度とすることにより、盛土材３との摩擦力を保持で
きるとともに、補強材２０としての引張強度を確保する
ことができる。 この補強材２０は所定幅のロール状に
巻回されて現地に搬入され、設計敷設長、折り返し長及
び若干の余長を足した寸法に切断され、敷設される。ロ
ール幅は本実施の形態では３．７ｍに設定されている
が、ロール幅は敷設の効率が低下しない範囲で種々のも
のを採用できることはいうまでもない。Here, the structure of the reinforcing member 20 and the member 30 for turning back the reinforcing member 20 at a predetermined position will be described with reference to FIG. Among the known geotextiles used in the so-called reinforced earth construction method, it is preferable to use a net-like reinforcing material 20 called a geogrid as the reinforcing material 20 laid alternately with the rolling compaction of the embankment material 3. There are various types of geogrids such as mesh-like interwoven materials or biaxially stretched nets depending on the manufacturing method.However, in ground reinforcement, if it can exert frictional interaction with the soil and enhance the stability of the constructed slope, Various materials can be employed. Polyester resin fibers are preferable as the material of the interwoven material, and it is also preferable that the polyester fibers are interwoven in a net shape and the entire woven fabric is coated with a vinyl chloride resin to increase the tensile strength. High-density polyethylene, polypropylene and the like are suitable as the material of the stretched net. The grid spacing is 6-20mm
By setting it to about the size, the frictional force with the embankment material 3 can be maintained and the tensile strength as the reinforcing material 20 can be secured. The reinforcing material 20 is wound into a roll having a predetermined width, carried into the site, cut into a size obtained by adding a design laying length, a folded length, and a little extra length, and laid. Although the roll width is set to 3.7 m in the present embodiment, it is needless to say that various roll widths can be adopted as long as the efficiency of laying is not reduced.

【００１６】図２は補強材２０と、補強材２０上に配置
された折り返しガイド用部材３０とを部分的に示した斜
視図である。図示したように補強材２０は折り返しガイ
ド用部材３０位置で折り返され、その端部は図示しない
止め金具により下層の地盤及び補強材２０の一部に固定
される。この状態で上層の盛土材３の撒き出しを行って
いく。この折り返しガイド用部材３０はコンクリート成
形部材で折り返し所定位置に載置されるようになってい
る。この折り返しガイド用部材は比較的重量のある部材
が使用されているので、盛土材３を撒き出した時の補強
材２０のずれを防止することができる。折り返しガイド
用部材３０の寸法は高さ、幅が０．１〜０．１５ｍで長
さ２．０ｍ程度としている。本実施の形態では、１枚の
ロール状の補強材２０上に２本の折り返しガイド用部材
３０を並べて載置し、この部材位置で補強材２０の折り
返しを行うようにしている。折り返しガイド用部材３０
の断面形状としては、矩形断面の他、図２（ｂ）に示し
たように、法面勾配に合わせた斜辺３０ａを設けること
も好ましい。FIG. 2 is a perspective view partially showing the reinforcing member 20 and the folding guide member 30 disposed on the reinforcing member 20. As shown in the figure, the reinforcing member 20 is folded at the position of the folding guide member 30, and its end is fixed to a lower ground and a part of the reinforcing member 20 by a fastener (not shown). In this state, the upper embankment material 3 is scattered. This turn-back guide member 30 is turned back by a concrete molding member and is placed at a predetermined position. Since the return guide member is a relatively heavy member, it is possible to prevent the reinforcing member 20 from shifting when the embankment material 3 is scattered. The dimensions of the folding guide member 30 are about 0.1 to 0.15 m in height and width and about 2.0 m in length. In the present embodiment, two folding guide members 30 are placed side by side on one roll-shaped reinforcing material 20, and the reinforcing material 20 is folded at this member position. Folding guide member 30
In addition to the rectangular cross section, as shown in FIG. 2B, it is also preferable to provide an oblique side 30a in accordance with the slope of the slope as shown in FIG.

【００１７】このように補強材２０は図１に示したよう
に、所定地盤高まで盛土材３を撒き出し転圧を行った地
盤面に敷設されるが、急勾配盛土５の法面位置より前面
においても同様にして盛土材３の撒き出し転圧を行う。
このとき急勾配盛土５の前面の押さえ盛土７での１回の
撒き出し転圧高さは、補強材２０の敷設高さ間隔に相当
する１層（０．５ｍ）ずつとしてもよいし、２層程度
（１．０ｍ）を１度に転圧するようにしてもよい。As shown in FIG. 1, the reinforcing material 20 is laid on the ground surface where the embankment material 3 has been scattered and rolled up to a predetermined ground height as shown in FIG. The embankment material 3 is similarly scattered and rolled out on the front surface.
At this time, the rolling pressure at the time of squirting at the holding embankment 7 on the front surface of the steep embankment 5 may be one layer (0.5 m) corresponding to the interval between the laying heights of the reinforcing members 20, or 2 Rolling may be performed at a time by about one layer (1.0 m).

【００１８】図３は、所定計画高までの盛土工の完了工
程を示した説明図である。同図に示したように計画急勾
配盛土５と法面前面に同時に構築された押さえ盛土７と
は一体化しており、盛土全体として安定状態にある。こ
のときの押さえ盛土７法面の勾配はこの一体的な盛土斜
面の安定が保持される最小勾配に設定することが好まし
い。FIG. 3 is an explanatory view showing a step of completing embankment up to a predetermined planned height. As shown in the figure, the planned steep embankment 5 and the holding embankment 7 simultaneously constructed on the front of the slope are integrated, and the embankment as a whole is in a stable state. At this time, it is preferable that the slope of the slope of the embankment 7 be set to the minimum slope at which the stability of the integrated embankment slope is maintained.

【００１９】図４は、計画急勾配盛土５の掘削工程を示
した説明図である。まず、同図に示したように押さえ盛
土７の天端から補強材２０敷設高さ間隔の３層分に相当
する盛土部分を切り取る。この切土作業は機械搬入が可
能な範囲で機械掘削を行うことができる。切土作業にお
いて、補強材２０及び折り返しガイド用部材３０の近傍
の掘削では折り返された補強材２０の一部を傷つけない
ように、また精度よく露出させるため人力掘削をするこ
とが好ましい。なお、切土は３層に限られず、１度の切
土が可能な範囲で層数を調整することができる。FIG. 4 is an explanatory view showing the excavation step of the planned steep embankment 5. First, as shown in the figure, the embankment portion corresponding to three layers of the reinforcing material 20 laying height interval is cut from the top end of the holding embankment 7. In this cutting work, machine excavation can be performed within a range where the machine can be carried in. In the cutting work, it is preferable to perform manual excavation in excavation in the vicinity of the reinforcing member 20 and the folding guide member 30 so as not to damage a part of the folded reinforcing member 20 and to accurately expose the folded reinforcing member 20. Note that the number of cuts is not limited to three layers, and the number of layers can be adjusted within a range where one cut can be performed.

【００２０】さらにこの切土法面には法面保護工とし
て、掘削直後の法面に法面吹付け工３５を施す。この法
面吹き付け工３５としては公知の吹付けコンクリート、
モルタル等を使用した法面保護工が好適である。急勾配
盛土５の安定は、補強材２０と盛土材３とが交互に積層
された盛土本体部分で確保されている。このため、法面
吹付け工３５は法面被覆による風化、雨水等の浸透防止
を主目的として、その吹付け厚を決定すればよい。した
がって、吹き付け厚としては５ｃｍ程度でよい。また、
吹き付け面の補強のために補強金網３６を用いることが
好ましい。この補強金網３６は法面５ａに仮止めしてお
き、その上に吹付けモルタル等を吹き付けてモルタル内
に埋設させることが好ましい。また、裏面排水を実現す
るために図示しない面状排水材等を積層したり、排水パ
イプを所定間隔で設置することも好ましい。Further, a slope spraying work 35 is applied to the cut slope immediately after the excavation as a slope protection work. Well-known shotcrete,
Slope protection using mortar or the like is preferable. Stability of the steep embankment 5 is ensured by the embankment main body portion in which the reinforcing materials 20 and the embankment materials 3 are alternately stacked. Therefore, the slope sprayer 35 may determine the spray thickness mainly for the purpose of preventing weathering due to the slope coating and preventing penetration of rainwater or the like. Therefore, the spray thickness may be about 5 cm. Also,
It is preferable to use a reinforcing wire mesh 36 for reinforcing the spraying surface. It is preferable that the reinforcing wire mesh 36 is temporarily fixed to the slope 5a, and that the reinforcing wire mesh 36 is buried in the mortar by spraying a mortar or the like. Further, in order to realize backside drainage, it is also preferable to stack a planar drainage material or the like (not shown) or to install drainage pipes at predetermined intervals.

【００２１】図４〜図６は切土作業と法面吹き付け作業
を交互に行って急勾配盛土５の法面５ａを形成するよう
にした一連の施工工程を示した説明図である。図４、図
５に示したように盤下げに相当する押さえ盛土の切り取
り作業はあらかじめ急勾配盛土５内に埋設してある補強
材２０の２層分を一度に機械掘削により取り除くことが
できる。以上の切り取り作業は埋設されている折り返し
ガイド用部材３０をガイドにその切り取り勾配を割り出
すことができる。FIGS. 4 to 6 are explanatory views showing a series of construction steps in which a cutting operation and a slope spraying operation are alternately performed to form the slope 5a of the steep embankment 5. FIG. As shown in FIG. 4 and FIG. 5, in the work of cutting the embankment corresponding to the lowering of the board, two layers of the reinforcing material 20 buried in the steep embankment 5 in advance can be removed at a time by mechanical excavation. In the above-described cutting operation, the cutting inclination can be determined by using the embedded return guide member 30 as a guide.

【００２２】なお、このように押さえ盛土７を計画急勾
配盛土５の前面に設けるためには急勾配盛土の前面にあ
る程度の敷地が確保される必要がある。この点で近年、
建設が増えてきた一般廃棄物最終処分場のピット形状を
なす廃棄物貯留施設の建設において、本構築方法がきわ
めて有効である。また、複数基の貯留施設が隣接するよ
うな設計では、押さえ盛土に用いた盛土材の転用を行う
ことで、材料コスト、搬土作業の軽減等が図れる。In order to provide the holding embankment 7 in front of the planned steep embankment 5 as described above, it is necessary to secure a certain site in front of the steep embankment. In this regard, in recent years,
This construction method is extremely effective for the construction of a pit-shaped waste storage facility at a general waste landfill site, which has been increasingly constructed. Further, in a design in which a plurality of storage facilities are adjacent to each other, the diversion of the embankment material used for the embankment embankment can reduce material costs, reduce the work of carrying soil, and the like.

【００２３】[0023]

【発明の効果】以上に説明したように、ジオグリッド等
の補強材を用いて急勾配盛土を施工する際に、法面型枠
等の付加資材を要しないで、法面の安定を確保しなが
ら、迅速な施工を行うことができるという効果を奏す
る。As described above, when performing a steep embankment using a reinforcing material such as a geogrid or the like, no additional material such as a slope form is required, and the stability of the slope is ensured. However, there is an effect that quick construction can be performed.

【図面の簡単な説明】[Brief description of the drawings]

【図１】本発明による急勾配盛土の構築方法の一実施の
形態による施工状態を示した施工状態説明図。FIG. 1 is a construction state explanatory view showing a construction state according to an embodiment of a method for constructing a steep embankment according to the present invention.

【図２】本発明の急勾配盛土の構築に使用する補強材と
折り返しガイド用部材の一実施の態様を示した部分拡大
斜視図。FIG. 2 is a partially enlarged perspective view showing one embodiment of a reinforcing member and a folding guide member used for constructing a steep embankment according to the present invention.

【図３】本発明による急勾配盛土の構築状態を示した状
態説明図（盛土完了時）。FIG. 3 is an explanatory diagram showing a construction state of a steep embankment according to the present invention (when embankment is completed).

【図４】本発明による急勾配盛土の構築状態を示した状
態説明図（押さえ盛土切土開始時）。FIG. 4 is an explanatory view showing a state of construction of a steep embankment according to the present invention (at the time of starting a cut embankment).

【図５】本発明による急勾配盛土の構築状態を示した状
態説明図（押さえ盛土切土最終段階）。FIG. 5 is a state explanatory view showing a state of construction of a steep embankment according to the present invention (the final stage of a cutting embankment cut).

【図６】本発明による急勾配盛土の構築状態を示した状
態説明図（急勾配盛土完成時）。FIG. 6 is an explanatory diagram showing a construction state of a steep embankment according to the present invention (when a steep embankment is completed).

【図７】従来の急勾配盛土の構築方法の一例を示した説
明図（２層目転圧完了時）。FIG. 7 is an explanatory view showing an example of a conventional method of constructing a steep embankment (at the time of completion of rolling of the second layer).

【図８】従来の急勾配盛土の構築状態の一例を示した説
明図（２層目転圧作業時）。FIG. 8 is an explanatory diagram showing an example of a state of construction of a conventional steep embankment (at the time of second-layer compaction work).

【符号の説明】[Explanation of symbols]

２ 基盤面 ３ 盛土材 ５ 急勾配盛土 ７ 押さえ盛土 ２０ 補強材 ３０ 折り返しガイド用部材 ３５ 法面吹き付け工 2 Base surface 3 Embankment material 5 Steep embankment 7 Holding embankment 20 Reinforcement material 30 Folding guide member 35 Slope spraying

Claims (3)

【特許請求の範囲】[Claims] 【請求項１】盛土材と補強土繊維材料とを交互に積層し
て急勾配盛土を構築する方法において、前記急勾配盛土
における盛土材の撒き出し転圧作業と前記補強土繊維材
料の敷設作業を行う際に、前記盛土材の撒き出し転圧作
業の作業範囲を、前記急勾配盛土法面の前面まで広げる
ようにして緩勾配の押さえ盛土を前記急勾配盛土の前面
に設け、該押さえ盛土と前記急勾配盛土とを一体的な盛
土として、前記急勾配盛土の計画天端高までの盛土を構
築していき、その後前記急勾配盛土の法面位置に沿って
前記押さえ盛土を所定の盤下げ層厚で切り取る一方、該
切り取り作業により露出した前記急勾配盛土の法面に吹
き付け工を施しながら前記押さえ盛土を取り除き、露出
した法面が吹き付け工により被覆された急勾配盛土を構
築するようにしたことを特徴とする急勾配盛土の構築方
法。1. A method for constructing a steep embankment by alternately laminating an embankment material and a reinforcing soil fiber material, wherein the embankment material is scattered and rolled on the steep embankment and the reinforcing earth fiber material is laid. When performing the embankment material, the work range of the compaction work is expanded to the front of the steep embankment slope, and a gently sloped embankment is provided on the front of the steep embankment. And the steep embankment as an integral embankment, constructing the embankment up to the planned crown height of the steep embankment, and thereafter, pressing the holding embankment along a slope position of the steep embankment on a predetermined board. While cutting with the lower layer thickness, the holding embankment is removed while spraying the slope of the steep embankment exposed by the cutting operation, and the steep embankment whose exposed slope is covered by the spraying is constructed. Made Method for constructing a steep embankment, characterized and. 【請求項２】前記補強土繊維材料は、前記急勾配盛土の
法面位置に載置された折り返しガイド用部材を介して所
定長さが折り返されるようにしたことを特徴とする請求
項１記載の急勾配盛土の構築方法。2. The reinforcing soil fiber material is folded back to a predetermined length via a folding guide member placed at a slope position of the steep embankment. Construction method of steep embankment. 【請求項３】前記切り取り法勾配は、前記折り返しガイ
ド用部材をガイドとして設定するようにしたことを特徴
とする請求項２記載の急勾配盛土の構築方法。3. A method for constructing a steep embankment according to claim 2, wherein said cutting method gradient is set by using said turn-back guide member as a guide.