JP2004232232A

JP2004232232A - Reinforced earth method with impervious function

Info

Publication number: JP2004232232A
Application number: JP2003019059A
Authority: JP
Inventors: Tetsumi Higasayama; 徹巳日笠山; Kazuo Ichikawa; 賀寿男市川
Original assignee: Obayashi Corp
Current assignee: Obayashi Corp
Priority date: 2003-01-28
Filing date: 2003-01-28
Publication date: 2004-08-19

Abstract

<P>PROBLEM TO BE SOLVED: To provide a reinforced earth method suitable for creating a waste disposal plant of a steep slope site. <P>SOLUTION: A retaining wall 12 having the prescribed height is successively constructed on a foundation 8 arranged separately from cliff land 1 of a cliff under bottom part site 2. Impervious banking 14 is work executed in a position separate a little from a back face of the retaining wall 12 between the retaining wall 12 and the cliff land 1. A reinforcing material 15 is buried inside this banking. This tip is connected to the back face of the retaining wall 12. After curing the banking 14, an angle of the retaining wall 12 is adjusted by an adjustment of an adjusting means 15a existing in a clearance formed between the banking 14 and the back face of the retaining wall 12 and arranged in the reinforcing material 15. Impervious reinforcing layer earth 4 having the prescribed horizontal thickness is created between the retaining wall 12 and bedrock simultaneously with construction of the retaining wall 12 by repeatedly backfilling a part between the banking 14 and the retaining wall by an infilling material 16. <P>COPYRIGHT: (C)2004,JPO&NCIPI

Description

【０００１】
【発明の属する技術分野】
本発明は、鉛直な壁面を備えた廃棄物処分場などに適用して好適な遮水機能付補強土工法に関する。
【０００２】
【従来の技術】
廃棄物処分場においては、廃棄物が投棄される処分場の内部と周囲地盤とを完全隔離するために各種遮水構造が採用されている。各遮水構造は、以下に述べる種類に大別される。
（１）地山に遮水シートを二重に敷設する。
（２）地山に土質遮水層またはアスファルトコンクリートを施工し、その表面に遮水シートを敷設する。
（３）地山に吹付けモルタルを施工し、その表面に遮水シートまたはアスファルトを敷設する。
（４）鉄筋コンクリートの床、壁を構築し、その内側に遮水シートまたはアスファルトを敷設する。
【０００３】
このうち、（１）の工法は、地山の勾配が急な場合には、つり下げ構造となり、共用時のシート引込が懸念される。また、（２）の工法は、同じく勾配が急な場合には、重機による転圧締固めが困難であり、場合によっては施工が不可能である。従って、（１）、（２）の工法は、勾配５０％以下あるいは保有水位以下（環境庁告示に規定されている構造基準）の場所での施工に適している。
【０００４】
これに対し、（３）、（４）の工法では、勾配５０％以上、かつ保有水位以上の場所に適合するが、（３）の工法では、地山の性状に左右され、適用範囲が限定される。また（４）の工法では、コンクリート構造物のひび割れの問題や施工コストが高いなどの問題がある。
【０００５】
ところで、本出願人は、先に鉛直盛土工法およびこれに用いられる擁壁を開発した（特許文献１参照）。この発明は、所要位置に擁壁を立設し、擁壁背面に盛土を施工し、かつ盛土内に前記擁壁をアンカー支持するアンカー筋を固定する工程を順次擁壁を上に継足しながら行う工法において、前記擁壁は、中央を前記盛土側に向けてアーチ状に湾曲膨出させた土留板と、横方向に隣合う土留板の端部に配置されて土留板同士を連結する親杭からなり、前記第二のアンカー筋の擁壁接続端を前記親杭に締結することで、親杭を介して隣合う土留板間を連結するとともに、土留板を自立状態に保持するものである。この発明によれば、土留め板の土圧方向に対するアーチ形状と、親杭が盛土内に保持されたアンカー筋に結合することで、土圧に対する耐力を十分に確保できるという特徴がある。
【０００６】
【特許文献１】
特願２００１−３９１９９６
【０００７】
【発明が解決しようとする課題】
ところで、本発明者らは、前記発明における盛土層を遮水性材料で構成することにより、周囲地盤と擁壁で仕切られた側が完全隔離されること、および擁壁を上に継足していくための継手を遮水性材料で構成することで、鉛直に仕切られる廃棄物処分場の遮水構造に利用できることに着目した。
【０００８】
本発明は、以上の着想に基づきなされたものであって、その目的は、鉛直またはこれに近い急勾配な仕切を備えた廃棄物処分場などの造成に好適な遮水機能付補強土工法を提供するものである。
【０００９】
【課題を解決するための手段】
前記目的を達成するため、本発明工法は、基礎上に所定高さの擁壁を順次上部側に継足しながら構築する工程と、前記擁壁の背面側にあって該擁壁の背面からやや離れた位置にセメント安定処理土からなる遮水性盛土材を所定厚みに施工するとともに、当該遮水性盛土内にアンカーとなる補強材を水平に埋設し、その先端を擁壁背面に連結する工程と、遮水性盛土材の養生後、前記盛土材と擁壁の背面の間に形成された隙間にあって、前記補強材に設けた調整手段の調整により、前記擁壁の立設角度を調整し、しかる後、セメント安定処理土等からなる間詰材により、前記遮水性盛土と擁壁との間を埋め戻す工程とを所定の高さまで繰返すことにより、前記擁壁の構築と同時に、その背面と地山との間に所定水平厚みの遮水性補強土層を造成することを特徴とする。従って、本発明では、鉛直またはこれに近い急勾配法面をもった廃棄物処分場などの特に遮水性を要求される土構造物の造成に好適である。
【００１０】
また、本発明において、前記擁壁は、基礎上に所定間隔をおいて立設され、かつ盛土高さに応じて順次上方に連結される複数の親杭と、該親杭間に差込まれて立設状態に支持され、かつ中央を前記盛土側に向けてアーチ状に湾曲膨出させた複数の壁面ボードからなり、前記補強材の擁壁接続端を前記親杭の背面に締結することで、親杭を介して隣合う壁面ボードを自立状態に保持し、かつ上下の壁面ボード間を遮水材を介して接続するものであることが好ましい。この発明によれば、土圧に対する耐力が十分にあり、かつ築造中での鉛直度などの調整が簡単であり、しかも得られた擁壁そのものに遮水性を得ることができる。
【００１１】
さらに、本発明では、前記擁壁の表面側底部に地山排水材を敷設し、該排水材を前記底部に埋設された集排水手段に接続するとともに、前記遮水性盛土材後部と地山または普通土により造成される盛土との間に前記排水材と連続する地山排水材を鉛直に介在させることができる。この場合、地山側からの排水を排水材に迂回させつつ、集排水手段側に排出できる。
【００１２】
【発明の実施の形態】
以下、本発明の好ましい実施の形態につき、添付図面を参照して詳細に説明する。
【００１３】
図１，２は本発明にかかる遮水機能付補強土工法の施工手順を示すものである。図１（ａ）は、自然状態の地山を示している。本実施の形態において、自然状態において地山は急傾斜の崖地１とこれの直下より連続する比較的平坦な崖下底部２からなる地形であり、この底部２を廃棄物処分場３の用地とし、処分場３を崖地１の下部から所定距離Ｌ分だけ離して造成し、その境界線Ｏの内側を処分場３とし、崖地１と境界線Ｏとの間の距離Ｌを水平厚みとして後述する遮水性補強土層４を造成するとともに、境界線Ｏ上に後述する擁壁を築造するものである。
【００１４】
まず、（ｂ）に示すように底部用地を２を整地し、次いで（ｃ）に示すように整地した底面に地山排水材としての砕石５を敷設し、その端部を処分場３側の底面に同じく砕石５で囲われ状態で配管された地下集排水管６に連通させておき、その後、砕石５の上部に土質系遮水材料としてのベントナイト・土砂混合土７等を撒き出し、敷き均す。
【００１５】
以上の作業後は、（ｄ）に示すように、境界線Ｏの位置に擁壁のコンクリート基礎８を造成し、処分場３側では、ベントナイト混合土７の表面に遮水シート９（またはアスファルト、以下略）を敷設してその表面を覆い、その上部適宜位置に砕石５で囲われた状態の滲出水集排水管１０を配管し、保護土１１で覆う。
【００１６】
また、コンクリート基礎８上には擁壁１２の最下段が立設され、以後は遮水性補強土層４の造成と擁壁１２の築造が行われる。なお、遮水シート９は処分場３の端縁から擁壁１２の施工高さに応じてその側面に沿って鉛直に延設される。
【００１７】
図２は以上の初期工事終了後における遮水性補強土層４の造成並びに擁壁１２の構築手順を示すものであり、前記擁壁１２の構築後、（ａ）に示すように、第一層目の遮水性盛土材１４が撒き出され、バックホウなどで整地される。盛土材１４は、土砂にセメントを混入したセメント安定処理土などの不透水性地層相当の遮水性盛土材（透水係数≦１．０×１０^−５ｃｍ／ｓに設定）であり、コンクリート基礎８から５０ｃｍ程度以上離れた位置に所定の法勾配となるよう撒き出される。その後、（ｂ）に示すように転圧ローラによる転圧締固めが行われる。
【００１８】
次いで、（ｃ）に示すように、作業員の手により第一層目の盛土材１４の表面にアンカーとしての補強材１５が設置され、その先端を擁壁１２に接合する。次に、（ｄ），（ｅ）に示すように、第二層目の盛土材１４の撒き出しと整地および転圧締固めがなされる。この二層目は一層目の法勾配と連続した法勾配で施工され、補強材１５は盛土材１４内に埋め殺される。
【００１９】
例えば施工翌日等の盛土材が固化した後、補強材１５の先端側に露出した調整手段としてのターンバックル１５ａを調整することで、擁壁１２の壁面傾斜を鉛直に調整し、その後（ｆ）に示すように、間詰材１６を壁面と盛土材１４間に間詰し、手動タンパーなどによってランマ転圧を行う。
【００２０】
間詰材１６は土砂にセメントを混合したセメント安定処理土である。なお、当該間詰材として、ベントナイト等をセメント安定処理土に付加混合することによって、透水係数を１．０×１０^−６ｃｍ／ｓ以下に設定することも可能であり、前記遮水性盛土材１４より一桁高い遮水性を備えたものとすることも可能である。また、一回の施工で擁壁１２に加わる土圧は約５０ｃｍ以上の水平厚み分となるが、間詰材１６の固化後、土圧は取除かれる。
【００２１】
（ｇ）は以上の作業を２回繰返し、４層分の盛土材１４を造成し、間詰材１６で隙間を充填した後、高さが足りなくなった擁壁１２を上部に継足す作業を示しており、継手部には遮水用パッキン１７（遮水材）が介在され、継手部分の遮水性を確保している。また、遮水シート９はこの擁壁１２の処分場３側表面を覆うべく上部側に延設される。遮水シート９の擁壁１２に対する接合は、例えば接着または溶着による。
【００２２】
以上の作業後、再度、（ａ）からの一連の作業が計画高さまで繰返される。なお、前述のごとく遮水性盛土材１４の造成は、例えば１日に２層が原則として行われるが、これ以上の施工速度で盛土を実施する場合には、間詰材１６として、強度発現の早いセメントを用いればよい。
【００２３】
図３は擁壁１２の一例を示すものである。この擁壁１２は、例えばＨ形鋼からなり、コンクリート基礎８上に所定ピッチで立設される複数の親杭１２１と、親杭１２１間に両端が支持され、土圧側に向けて湾曲膨出する複数の高靱性の薄型コンクリートボードなどからなる壁面ボード１２２と、補強材１５の後端にナット等により定着されて親杭１２１の鉛直性を保持するための例えば断面Ｌ字状アンカー材１２３とを備えているほか、図示しないが上下の壁面ボード１２２間の接合部および親杭１２１と壁面ボード１２２との連結部には前述するパッキン１７（遮水材）が介在される。
【００２４】
そして、補強材１５の先端は親杭１２１のウエブに形成された取付け孔に鈎形係合し、盛土材１４の固化後に間詰位置に露出するターンバックル１５ａを調整することで、親杭１２１の鉛直度を調整する。従って、遮水性補強土層４の造成高さが順次高くなるにつれて親杭１２１の継足しとパッキン１７を介して壁面ボード１２２の親杭１２１間に差込み作業を行うことで、遮水性補強土層４の造成と同時進行で擁壁１２高さ方向への継足しがなされることになる。
【００２５】
図４〜図６は以上の作業手順により完成した遮水性補強土層４および処分場３内外を仕切る擁壁１２を示すものである。各図において、遮水性補強土層４は崖地１の天端まで盛土材１４の盛土と補強材１５の設置によって複数層に分けて造成されており、目的高さまで造成した後は、擁壁１２の天端位置には天端コンクリート１８の施工とそれに引続くアスファルト舗装などの表面舗装１９が施される。
【００２６】
また、前記敷地底部に配置された砕石５に連続して元の崖地１との境界に沿って鉛直方向に砕石１５が充填介在され、また元の崖地１と砕石５の間には現地土などの普通土砂２０が盛土あるいは場所によっては切土され、これらと元の崖地１を含む地山から生ずる排水は砕石５を通じて地下集排水管６に集水されるようになっている。
【００２７】
なお、間詰材１６の擁壁１２の背面に対する充填長さは、要求される遮水性能にもよるが、例えば前述のごとく最低箇所でも５０ｃｍ以上、遮水性補強土層４の水平層厚（Ｌ）は５ｍ以上であり、これらにより地山と処分場３内は完全に遮水状態に隔離されるうえ、擁壁１２を構成する壁面ボード１２２間はパッキン１７の介在により完全遮水され、さらに擁壁１２の処分場３側壁面は遮水シート９により全面被覆されているため、極めて確実な遮水構造により、周囲地山と処分場３間を隔離することになるのである。
【００２８】
なお、本実施の形態では、鉛直な擁壁１２を構築しながらその背面と地山との間に遮水性補強土層４を構築したが、擁壁１２として、鉛直ではなく多少地山側に傾斜した急勾配に構築することも可能であることは勿論である。また、本実施形態では本発明を鉛直ないし急勾配の壁面をもった廃棄物処分場に適用した場合を示したが、遮水性を要求される溜池などの遮水構造にも適用できることは勿論である。
【００２９】
【発明の効果】
以上の説明により明らかなように、本発明による遮水機能付補強土工法は、鉛直またはこれに近い急勾配な仕切を備えた廃棄物処分場などの造成に好適である。
【図面の簡単な説明】
【図１】（ａ）〜（ｄ）は本発明工法を廃棄物処分場に適用した場合における施工初期段階の造成手順を示す説明図である。
【図２】（ａ）〜（ｇ）は遮水性補強土層の造成と擁壁構築手順を示す説明図である。
【図３】擁壁の分解斜視図である。
【図４】完成した遮水性補強土層のおよび擁壁の側断面図である。
【図５】同正面図である。
【図６】同平面図である。
【符号の説明】
１崖地
２底部用地
４遮水性補強土層
５地山排水材（砕石）
６集排水管（手段）
８コンクリート基礎
１２擁壁
１２１親杭
１２２壁面ボード
１４遮水性盛土材
１５補強材
１５ａターンバックル
１６遮水性間詰材
１７遮水用パッキン
１８天端コンクリート[0001]
TECHNICAL FIELD OF THE INVENTION
TECHNICAL FIELD The present invention relates to a reinforced earth method with a water-blocking function suitable for application to a waste disposal site having a vertical wall surface.
[0002]
[Prior art]
BACKGROUND ART In a waste disposal site, various water-blocking structures are employed to completely isolate the inside of the disposal site where the waste is dumped from the surrounding ground. Each impermeable structure is roughly classified into the following types.
(1) Lay the waterproof sheet in the ground.
(2) A soil impermeable layer or asphalt concrete is constructed on the ground, and a water impermeable sheet is laid on the surface.
(3) Spray mortar on the ground, and lay a seepage control sheet or asphalt on the surface.
(4) Build reinforced concrete floors and walls, and lay a seepage control sheet or asphalt inside them.
[0003]
Among them, the construction method (1) has a hanging structure when the slope of the ground is steep, and there is a concern that the sheet may be pulled in during common use. Also, in the method (2), when the gradient is also steep, it is difficult to compact the compaction by a heavy machine, and in some cases, the construction cannot be performed. Therefore, the construction methods (1) and (2) are suitable for construction in a place with a slope of 50% or less or a water level or less (a structural standard specified in the notification of the Environment Agency).
[0004]
On the other hand, the methods (3) and (4) are suitable for places where the gradient is 50% or more and the water level is higher, but the method (3) is limited by the properties of the ground and the applicable range is limited. Is done. Further, the method (4) has problems such as cracking of the concrete structure and high construction cost.
[0005]
By the way, the present applicant has previously developed a vertical embankment method and a retaining wall used for the method (see Patent Document 1). According to the present invention, a retaining wall is erected at a required position, an embankment is constructed on the backside of the retaining wall, and a step of fixing an anchor bar for anchoring and supporting the retaining wall in the embankment is performed while sequentially adding the retaining wall upward. In the method to be performed, the retaining wall includes a retaining plate whose center is curved and bulged in an arch shape toward the embankment side and a parent that is disposed at an end of the laterally adjacent retaining plate and connects the retaining plates together. It consists of a pile, and by fastening the retaining wall connection end of the second anchor bar to the parent pile, connects the adjacent earth retaining plates via the parent pile, and holds the earth retaining plate in a self-supporting state. is there. According to the present invention, the arch shape in the earth pressure direction of the earth retaining plate and the connection of the parent pile to the anchor stud held in the embankment have a feature that sufficient strength against the earth pressure can be secured.
[0006]
[Patent Document 1]
Japanese Patent Application 2001-391996
[0007]
[Problems to be solved by the invention]
By the way, the present inventors, by configuring the embankment layer in the above invention with a water-impervious material, to be completely isolated from the surrounding ground and the side partitioned by the retaining wall, and to continue the retaining wall upward We focused on the fact that the joints made of water-impervious material could be used for the water-impervious structure of a vertically separated waste disposal site.
[0008]
The present invention has been made based on the above idea, and an object of the present invention is to provide a reinforced earth method with a water-blocking function suitable for building a waste disposal site having a vertical or nearly steep partition. To provide.
[0009]
[Means for Solving the Problems]
In order to achieve the above object, the method of the present invention comprises a step of constructing a retaining wall having a predetermined height on a foundation while sequentially adding the retaining wall to an upper side, and a step from the back side of the retaining wall on the back side of the retaining wall. A step of applying a water-impermeable embankment material made of cement-stabilized soil to a predetermined thickness at a distant position, burying horizontally a reinforcement material serving as an anchor in the water-impermeable embankment, and connecting its tip to the back of the retaining wall; After curing of the water-impervious embankment material, in the gap formed between the embankment material and the back surface of the retaining wall, by adjusting the adjusting means provided on the reinforcing material, the standing angle of the retaining wall is adjusted. Thereafter, the step of backfilling the space between the water-impermeable embankment and the retaining wall with a filling material made of cement stabilized treated soil or the like is repeated to a predetermined height, thereby simultaneously constructing the retaining wall and its back surface. Between the ground and the mountain And wherein the Rukoto. Therefore, the present invention is suitable for the construction of an earth structure requiring particularly water-shielding, such as a waste disposal site having a steep slope that is vertical or nearly vertical.
[0010]
Further, in the present invention, the retaining wall is erected at a predetermined interval on a foundation, and is inserted between the parent piles with a plurality of parent piles sequentially connected upward according to the embankment height. A plurality of wall boards that are supported in an upright state and that are curved and bulged in an arch shape toward the embankment side at the center, and fastening the retaining wall connection end of the reinforcing material to the back surface of the parent pile. In this case, it is preferable that the adjacent wall boards are held in an independent state via the parent pile, and the upper and lower wall boards are connected via a water barrier material. ADVANTAGE OF THE INVENTION According to this invention, the strength with respect to earth pressure is enough, adjustment of the verticality etc. during construction is easy, and moreover, the obtained retaining wall itself can obtain water shielding.
[0011]
Further, in the present invention, a groundwater drainage material is laid on the bottom surface side of the retaining wall, and the drainage material is connected to a drainage means embedded in the bottom portion, and the rear part of the water-impermeable embankment material and the groundwater or A ground drainage material that is continuous with the drainage material can be vertically interposed between the embankment formed by the ordinary soil and the embankment. In this case, the wastewater from the ground side can be discharged to the collection and drainage means side while being diverted to the drainage material.
[0012]
BEST MODE FOR CARRYING OUT THE INVENTION
Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings.
[0013]
1 and 2 show a construction procedure of a reinforced earth method with a water blocking function according to the present invention. FIG. 1A shows a ground in a natural state. In the present embodiment, in the natural state, the ground is a topography composed of a steeply inclined cliff 1 and a relatively flat cliff bottom 2 continuous immediately below the cliff 1, and the bottom 2 is used as a site for the waste disposal site 3. The disposal site 3 is formed with a predetermined distance L from the lower part of the cliff 1, the inside of the boundary O is defined as the disposal site 3, and the distance L between the cliff 1 and the boundary O is defined as the horizontal thickness. In addition to forming a water-impervious reinforcing soil layer 4 described later, a retaining wall described later is built on the boundary line O.
[0014]
First, as shown in (b), the bottom site 2 is leveled, and then, as shown in (c), crushed stones 5 are laid as groundwater drainage material on the leveled bottom, and the end is disposed on the disposal site 3 side. The bottom surface is communicated with an underground drainage pipe 6 which is also surrounded by crushed stones 5 and is then piped. Thereafter, bentonite / sediment-mixed soil 7 as a soil-based water-blocking material is scattered on the crushed stones 5 and laid. Level.
[0015]
After the above operation, as shown in (d), the concrete foundation 8 of the retaining wall is formed at the position of the boundary line O, and on the disposal site 3 side, the impermeable sheet 9 (or asphalt) is formed on the surface of the bentonite mixed soil 7. (Hereinafter abbreviated) to cover the surface thereof, and a leachate collection / drainage pipe 10 in a state surrounded by crushed stones 5 is piped at an appropriate position above the pipe and covered with a protective soil 11.
[0016]
The lowermost step of the retaining wall 12 is erected on the concrete foundation 8, and thereafter, the formation of the water-impervious reinforcing soil layer 4 and the construction of the retaining wall 12 are performed. The impermeable sheet 9 extends vertically from the edge of the disposal site 3 along the side surface of the retaining wall 12 according to the construction height of the retaining wall 12.
[0017]
FIG. 2 shows the procedure for forming the water-impervious reinforcing soil layer 4 and the construction of the retaining wall 12 after the completion of the initial construction described above. After the construction of the retaining wall 12, as shown in FIG. The water-impermeable embankment material 14 is laid out and leveled with a backhoe or the like. The embankment material 14 is a water impervious embankment material (set to a permeability coefficient ≦ 1.0 × 10 ⁻⁵ cm / s) corresponding to an impermeable stratum such as a cement stabilized soil obtained by mixing cement into earth and sand. At a distance of about 50 cm or more from the target so as to have a predetermined gradient. Thereafter, as shown in (b), compaction by compaction rollers is performed.
[0018]
Next, as shown in (c), a reinforcing material 15 as an anchor is installed on the surface of the first-layer embankment material 14 by a worker's hand, and the tip is joined to the retaining wall 12. Next, as shown in (d) and (e), the second layer of the embankment material 14 is scattered, leveled, and compacted by compaction. This second layer is constructed with a slope that is continuous with the slope of the first layer, and the reinforcing material 15 is buried and embedded in the embankment material 14.
[0019]
For example, after the embankment material is solidified on the next day of construction or the like, by adjusting the turnbuckle 15a as an adjusting means exposed on the tip side of the reinforcing material 15, the wall surface inclination of the retaining wall 12 is adjusted vertically, and thereafter (f). As shown in Fig. 5, the filling material 16 is filled between the wall surface and the embankment material 14, and the rammer is compacted by a manual tamper or the like.
[0020]
The filling material 16 is a cement-stabilized soil obtained by mixing cement with earth and sand. In addition, it is also possible to set the water permeability to 1.0 × 10 ⁻⁶ cm / s or less by adding and mixing bentonite or the like as the filling material to the cement stabilized treated soil. It is also possible to provide a water barrier that is an order of magnitude higher than 14. In addition, the earth pressure applied to the retaining wall 12 in one operation is equal to or more than the horizontal thickness of about 50 cm, but after the filling material 16 is solidified, the earth pressure is removed.
[0021]
(G) repeats the above operation twice to create four layers of embankment material 14, fill the gap with the filling material 16, and then add the retaining wall 12 whose height has become insufficient to the upper portion. As shown in the figure, a water-blocking packing 17 (water-blocking material) is interposed in the joint portion to ensure water-tightness of the joint portion. The waterproof sheet 9 extends to the upper side to cover the surface of the retaining wall 12 on the disposal site 3 side. Bonding of the impermeable sheet 9 to the retaining wall 12 is performed by, for example, adhesion or welding.
[0022]
After the above operation, a series of operations from (a) is repeated to the planned height again. In addition, as described above, the formation of the water-impermeable embankment material 14 is performed in principle, for example, two layers per day. However, when embankment is performed at a construction speed higher than that, the embedding material 16 is used as the filling material 16 to exhibit strength. Fast cement may be used.
[0023]
FIG. 3 shows an example of the retaining wall 12. The retaining wall 12 is made of, for example, H-section steel, and has a plurality of parent piles 121 erected at a predetermined pitch on the concrete foundation 8, both ends of which are supported between the parent piles 121, and bulges toward the earth pressure side. And a wall board 122 made of a plurality of high-toughness thin concrete boards or the like, and an anchor material 123 fixed to the rear end of the reinforcing member 15 with a nut or the like to maintain the verticality of the parent pile 121, for example. In addition, although not shown, the above-mentioned packing 17 (water barrier) is interposed at the joint between the upper and lower wall boards 122 and at the joint between the parent pile 121 and the wall board 122.
[0024]
The tip of the reinforcing material 15 hooks into a mounting hole formed in the web of the parent pile 121, and the turnbuckle 15a exposed to the filling position after the embankment material 14 is solidified is adjusted, whereby the parent pile 121 is adjusted. Adjust the verticality of the Accordingly, as the formation height of the water-impervious reinforcing soil layer 4 sequentially increases, the work of inserting the parent-pile 121 between the parent pile 121 of the wall board 122 through the extension of the parent pile 121 and the packing 17 is performed. At the same time as the construction of No. 4, the extension in the height direction of the retaining wall 12 is performed.
[0025]
FIGS. 4 to 6 show the water-impervious reinforcing soil layer 4 and the retaining wall 12 partitioning the inside and outside of the disposal site 3 completed by the above-described operation procedure. In each of the figures, the water-impervious reinforcing soil layer 4 is formed in a plurality of layers by embankment of the embankment material 14 and the installation of the reinforcing material 15 up to the top of the cliff 1, and after the formation to the desired height, the retaining wall At the top position of 12, a top concrete 18 and a subsequent surface pavement 19 such as asphalt pavement are applied.
[0026]
In addition, crushed stones 15 arranged at the bottom of the site are continuously filled with crushed stones 15 along the boundary with the original cliff 1 in a vertical direction along the boundary with the original cliff 1, and there is a local space between the original cliff 1 and the crushed stones 5. Ordinary earth and sand 20 such as soil is cut or embanked depending on the location, and drainage generated from these and the ground including the original cliff 1 is collected by a crushed stone 5 into an underground drainage pipe 6.
[0027]
The filling length of the filling material 16 with respect to the back surface of the retaining wall 12 depends on the required water-blocking performance. For example, the horizontal length of the water-blocking reinforcing soil layer 4 is 50 cm or more even at the minimum point as described above. L) is 5 m or more, whereby the ground and the disposal site 3 are completely isolated from each other in a water-impervious state, and between the wall boards 122 constituting the retaining wall 12 is completely impervious to water by the interposition of the packing 17. Further, since the side wall surface of the disposal site 3 of the retaining wall 12 is entirely covered with the water-blocking sheet 9, the surrounding ground and the disposal site 3 are isolated by an extremely reliable water-blocking structure.
[0028]
In this embodiment, while the vertical retaining wall 12 is being constructed, the water-impervious reinforcing soil layer 4 is constructed between the back surface and the ground. However, the retaining wall 12 is not vertical but slightly inclined toward the ground. Of course, it is also possible to construct a steep gradient. Further, in the present embodiment, the case where the present invention is applied to a waste disposal site having vertical or steep wall surfaces is shown, but it is needless to say that the present invention can also be applied to a water impervious structure such as a reservoir where water impermeability is required. is there.
[0029]
【The invention's effect】
As is apparent from the above description, the reinforced earth method with a water blocking function according to the present invention is suitable for the construction of a waste disposal site or the like having a vertical or nearly steep partition.
[Brief description of the drawings]
1 (a) to 1 (d) are explanatory views showing a construction procedure at an initial stage of construction when the method of the present invention is applied to a waste disposal site.
2 (a) to 2 (g) are explanatory views showing a procedure for forming a water-impervious reinforcing soil layer and a procedure for constructing a retaining wall.
FIG. 3 is an exploded perspective view of a retaining wall.
FIG. 4 is a side sectional view of a completed water-impervious reinforcing soil layer and a retaining wall.
FIG. 5 is a front view of the same.
FIG. 6 is a plan view of the same.
[Explanation of symbols]
1 cliff 2 bottom site 4 water-impervious reinforced soil layer 5 groundwater drainage (crushed stone)
6 drainage pipes (means)
Reference Signs List 8 concrete foundation 12 retaining wall 121 parent pile 122 wall board 14 water-blocking embankment material 15 reinforcing material 15a turnbuckle 16 water-blocking filling material 17 packing for water-blocking 18 top-end concrete

Claims

基礎上に所定高さの擁壁を順次上部側に継足しながら構築する工程と、
前記擁壁の背面側にあって該擁壁の背面からやや離れた位置にセメント安定処理土からなる遮水性盛土材を所定厚みに施工するとともに、当該遮水性盛土内にアンカーとなる補強材を水平に埋設し、その先端を擁壁背面に連結する工程と、
遮水性盛土材の養生後、前記盛土材と擁壁の背面の間に形成された隙間にあって、前記補強材に設けた調整手段の調整により、前記擁壁の立設角度を調整し、しかる後、セメント安定処理土等からなる間詰材により、前記遮水性盛土と擁壁との間を埋め戻す工程と
を所定の高さまで繰返すことにより、
前記擁壁の構築と同時に、その背面と地山との間に所定水平厚みの遮水性補強土層を造成することを特徴とする遮水機能付補強土工法。A step of constructing a retaining wall of a predetermined height on the foundation while successively adding it to the upper side,
At the back side of the retaining wall and at a position slightly away from the back of the retaining wall, a water-impermeable embankment material composed of cement stabilized soil is applied to a predetermined thickness, and a reinforcing material serving as an anchor is provided in the water-impermeable embankment. Burying horizontally and connecting the tip to the back of the retaining wall,
After curing of the water-impermeable embankment material, in the gap formed between the embankment material and the back surface of the retaining wall, by adjusting the adjusting means provided on the reinforcing material, adjust the standing angle of the retaining wall, Thereafter, by filling the space between the water-impermeable embankment and the retaining wall with a filling material made of cement stabilized soil or the like, by repeating up to a predetermined height,
A reinforced soil construction method with a water-blocking function, comprising simultaneously forming the retaining wall and forming a water-blocking reinforced soil layer having a predetermined horizontal thickness between the back surface and the ground.

前記擁壁は、基礎上に所定間隔をおいて立設され、かつ盛土高さに応じて順次上方に連結される複数の親杭と、該親杭間に差込まれて立設状態に支持され、かつ中央を前記盛土側に向けてアーチ状に湾曲膨出させた複数の壁面ボードからなり、前記補強材の擁壁接続端を前記親杭の背面に締結することで、親杭を介して隣合う壁面ボードを自立状態に保持し、かつ上下の壁面ボード間を遮水材を介して接続するものであることを特徴とする請求項１に記載の遮水機能付補強土工法。The retaining wall is erected at a predetermined interval on the foundation, and is connected to the plurality of parent piles sequentially upward according to the height of the embankment. It is composed of a plurality of wall boards, the center of which is curved and bulged in an arch shape toward the embankment side, and the retaining wall connection end of the reinforcing material is fastened to the rear surface of the parent pile, through the parent pile. 2. The method according to claim 1, wherein the adjacent wall boards are held in an independent state, and the upper and lower wall boards are connected to each other via a water barrier material. 3.

前記擁壁の表面側底部に地山排水材を敷設し、該排水材を前記底部に埋設された集排水手段に接続するとともに、前記遮水性盛土材後部と地山または普通土により造成される盛土との間に前記排水材と連続する地山排水材を鉛直に介在させたことを特徴とする請求項１または２に記載の遮水機能付補強土工法。A groundwater drainage material is laid on the bottom surface side of the retaining wall, and the drainage material is connected to the drainage means buried in the bottom portion, and is formed by the rear part of the water-impermeable embankment material and the ground or ordinary soil. The reinforced earth method with a water blocking function according to claim 1 or 2, wherein a groundwater drainage material continuous with the drainage material is vertically interposed between the embankment and the embankment.