JP2003247236A - Construction method for mud wall for reinforcing face of slope restraint anchor - Google Patents
Construction method for mud wall for reinforcing face of slope restraint anchorInfo
- Publication number
- JP2003247236A JP2003247236A JP2002049674A JP2002049674A JP2003247236A JP 2003247236 A JP2003247236 A JP 2003247236A JP 2002049674 A JP2002049674 A JP 2002049674A JP 2002049674 A JP2002049674 A JP 2002049674A JP 2003247236 A JP2003247236 A JP 2003247236A
- Authority
- JP
- Japan
- Prior art keywords
- slope
- soil
- anchor
- face
- reinforcing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
Description
【発明の詳細な説明】
【０００１】
【発明の属する技術分野】この発明は法面拘束アンカー
補強土壁の構築方法に係り、特に盛土の法面近傍と盛土
の深部とに変形追従性に富んだ疑似的な壁面を形成する
法面拘束アンカー補強土壁の構築方法に関するものであ
る。
【０００２】
【従来の技術】従来の補強土壁の構築には、法面部材と
して法枠材や土嚢を使用して、法面部材の背面側に盛土
を投入して急勾配の法面を形成し、法面を草木類により
緑化する急勾配の壁面を有する補強壁を構築する工法が
ある。
【０００３】
【発明が解決しようとする課題】ところで、従来の補強
土壁の構築方法においては、鋼製補強材を、鉄筋コンク
リート製の壁材に埋め込んだり、鉄筋コンクリート製の
壁材にボルトによって締結する方策が一般的である。
【０００４】つまり、図３に示す如く、鉄筋コンクリー
ト製の壁材１０９を地盤１０２に設置し、鉄筋コンクリ
ート製の壁材１０９の背面側及び上側に盛土１１２を投
入転圧して第１の土壌層Ｌ１を施工し、この第１の土壌
層Ｌ１上部に前記鉄筋コンクリート製の壁材１０９を設
置して盛土１１２を投入転圧することにより第２の土壌
層Ｌ２以降を上方に向かって順次に施工して補強土１０
６を形成し、前記鉄筋コンクリート製の壁材１０９にボ
ルト１１１によって鋼製補強材１１３を締結するととも
に、この鋼製補強材１１３に一端側を連結した抗張部材
１１８の他端側を前記補強土１０６の法面１１４から離
間する方向に展張し、抗張部材１１８の他端側に法面１
１４に対して平行なアンカープレート１２０を連結して
埋設し、鉄筋コンクリート製の壁材１０９と補強土１０
６の各土壌層Ｌ間に埋設したアンカープレート１２０及
び抗張部材１１８によって補強土壁１１５を構築してい
る。
【０００５】そしてこのとき、前記アンカープレート１
２０に引き抜き抵抗によるすべり線（図示せず）が生
じ、このすべり線の発達によって擬似的な壁面が形成さ
れる。
【０００６】しかし、上述した補強土壁においては、地
盤に形成した基礎や鋼製補強材、抗張部材を埋設してい
る盛土の沈下が大きくなると、前記鉄筋コンクリート製
の壁材と鋼製補強材との変形性状が異なることにより、
鉄筋コンクリート製の壁材と鋼製補強材との締結部位に
過度の応力が生ずることとなり、実用上不利であるとい
う不都合がある。
【０００７】また、図３に示す如き垂直な前記鉄筋コン
クリート製の壁材１０９の表面は、基本的に植生するこ
とが困難であり、景観や自然環境を配慮する必要のある
場所には適用できないという不都合がある。
【０００８】更に、前記鉄筋コンクリート製の壁材の仕
上がり鉛直度を一定範囲内にするために、施工時におい
て鉛直度について厳しい管理が必要となるという不都合
もある。
【０００９】従来においては、植生を可能とする方策と
して、図４に示す如く、法面側に垂直あるいは階段状に
カゴ状法面部材２１０を配設し、このカゴ状法面部材２
１０に図示しない抗張部材の一端側を連結して補強土壁
（図示せず）を構築するものもある。
【００１０】しかし、カゴ状法面部材を使用して植生を
可能としても、地盤に形成した基礎や抗張部材を埋設し
ている盛土の沈下が大きくなって、前記カゴ状法面部材
と抗張部材との変形性状が異なると、この変形に追従す
ることができず、カゴ状法面部材と抗張部材との連結部
位に過度の応力が生ずるという不都合を解消することが
できないものである。
【００１１】
【課題を解決するための手段】そこで、この発明は、上
述不都合を除去するために、カゴ状法面部材を地盤に設
置し、このカゴ状法面部材の内部と背面側と上側とに盛
土を投入転圧して第１の土壌層を施工し、この第１の土
壌層上部に前記カゴ状法面部材を階段状に設置して盛土
を投入転圧することにより第２の土壌層以降を上方に向
かって順次に施工して補強土を形成し、前記カゴ状法面
部材近傍且つ補強土の所定の土壌層間に法面に対して平
行な第１アンカープレートを埋設するとともにこの第１
アンカープレートに一端側を連結した抗張部材の他端側
を前記補強土の法面から離間する方向に展張し、抗張部
材の他端側に第１アンカープレートに対して平行な第２
アンカープレートを連結して埋設し、カゴ状法面部材と
補強土の所定の土壌層間に埋設した第１、第２アンカー
プレート及び抗張部材によって法面拘束アンカー補強土
壁を構築することを特徴とする。
【００１２】
【発明の実施の形態】上述の如く発明したことにより、
法面拘束アンカー補強土壁の構築に際しては、カゴ状法
面部材を地盤に設置し、このカゴ状法面部材の内部と背
面側と上側とに盛土を投入転圧して第１の土壌層を施工
し、この第１の土壌層上部に前記カゴ状法面部材を階段
状に設置して盛土を投入転圧することにより第２の土壌
層以降を上方に向かって順次に施工して補強土を形成
し、カゴ状法面部材近傍且つ補強土の所定の土壌層間に
垂直な第１アンカープレートを埋設するとともに、この
第１アンカープレートに一端側を連結した抗張部材の他
端側を補強土の法面から離間する方向に展張し、抗張部
材の他端側に第１アンカープレートに対して平行な第２
アンカープレートを連結して埋設し、カゴ状法面部材と
補強土の所定の土壌層間に埋設した第１、第２アンカー
プレート及び抗張部材によって法面拘束アンカー補強土
壁を構築し、第１、第２アンカープレート及び抗張部材
を他の部材と連結する必要がなく、盛土の法面近傍と盛
土の深部とに変形追従性に富んだ疑似的な壁面を形成し
ている。
【００１３】
【実施例】以下図面に基づいてこの発明の実施例を詳細
に説明する。
【００１４】図１及び図２はこの発明の実施例を示すも
のである。図１において、２は地盤、４は基礎、６は補
強土、８は法面拘束アンカー補強土壁である。
【００１５】また、補強土６は、地盤２の基礎４上に、
丸鋼や鉄線により形成されるカゴ枠や蛇カゴ等からなる
カゴ状法面部材１０を設置し、このカゴ状法面部材１０
の内部と背面側と上側とに、土砂や砕石、岩砕あるいは
安定処理土等からなる盛土１２を投入転圧して第１の土
壌層Ｌ１を施工し、この第１の土壌層Ｌ１上部に前記カ
ゴ状法面部材１０を階段状に設置して盛土１２を投入転
圧し、第２の土壌層Ｌ２以降を上方に向かって順次に積
層して施工することにより前記補強土６を形成する。
【００１６】このとき、前記カゴ状法面部材１０近傍且
つ補強土６の所定の土壌層Ｌ間に法面１４に対して平行
な第１アンカープレート１６を埋設するとともに、この
第１アンカープレート１６に一端側を連結した抗張部材
１８の他端側を前記補強土６の法面１４から離間する方
向に展張し、抗張部材１８の他端側に第１アンカープレ
ート１６に対して平行な第２アンカープレート２０を連
結して埋設する。
【００１７】そして、前記カゴ状法面部材１０と補強土
６の所定の土壌層Ｌ間に埋設した第１、第２アンカープ
レート１６、２０及び抗張部材１８によって前記法面拘
束アンカー補強土壁８を構築する。
【００１８】ここで、前記法面拘束アンカー補強土壁８
の構築メカニズムに関して説明すると、図２に示す如
く、土砂や砕石、岩砕あるいは安定処理土等からなる盛
土１２に埋設される第１、第２アンカープレート１６、
２０は、引き抜き抵抗による引き抜き力が作用すること
により、周辺の土砂や砕石、岩砕あるいは安定処理土等
からなる盛土１２にすべり線２２を生じさせる。
【００１９】第１、第２アンカープレート１６、２０の
引き抜き抵抗による引き抜き力、つまり引き抜き抵抗力
は、前記すべり線２２の発達に伴って増大し、受動的に
盛土１２の安定化に寄与する。
【００２０】第１、第２アンカープレート１６、２０に
おいて、多数のアンカープレートを左右方向及び上下方
向（図２参照）に隣接させて土砂や砕石、岩砕あるいは
安定処理土等からなる盛土１２によって埋設すると、隣
接するすべり線２２同士が重なり合い、擬似的な壁面で
ある疑似壁面２４のように挙動する。
【００２１】そして、変形追従性に富む疑似壁面２４
は、土砂や砕石、岩砕あるいは安定処理土等からなる盛
土１２に埋設された多数のアンカープレートの引き抜き
によるすべり線２２が発達することにより、図２に示す
如く、補強領域の前面部位と後端部位とに擬似的に形成
されるものである。
【００２２】次に作用を説明する。
【００２３】前記法面拘束アンカー補強土壁８の構築に
際しては、図１に示す如く、地盤２に基礎４を造成し、
カゴ状法面部材１０を地盤２の基礎４上に水平方向に設
置し、このカゴ状法面部材１０の内部と背面側と上側と
に盛土１２を投入転圧して第１の土壌層Ｌ１を施工す
る。
【００２４】そして、前記カゴ状法面部材１０近傍且つ
補強土６の第１の土壌層Ｌ１上に法面１４に対して平行
な第１アンカープレート１６を設置するとともに、この
第１アンカープレート１６に一端側を連結した抗張部材
１８の他端側を前記補強土６の法面１４から離間する方
向に展張し、抗張部材１８の他端側に第１アンカープレ
ート１６に対して平行な第２アンカープレート２０を連
結して設置する。
【００２５】第１、第２アンカープレート１６、２０及
び抗張部材１８の設置の後に、第１の土壌層Ｌ１の上部
には、第１、第２アンカープレート１６、２０及び抗張
部材１８を埋設するように第２の土壌層Ｌ２を施工す
る。
【００２６】このとき、第２の土壌層Ｌ２は、第１の土
壌層Ｌ１上部に、前記補強土６の法面１４から離間する
方向に移動させて前記カゴ状法面部材１０を階段状に設
置し、盛土１２を投入転圧して第２の土壌層Ｌ２を施工
する。
【００２７】以下同様に、第２の土壌層Ｌ２上に第３の
土壌層Ｌ３以降を上方に向かって且つ階段状に順次に最
上部の土壌層まで施工する。この実施例においては、図
１に示す如く、第１の土壌層Ｌ１から計画盛土高である
最上部の第１５の土壌層Ｌ１５まで順次に施工する。
【００２８】そして、前記第１、第２アンカープレート
１６、２０及び抗張部材１８は、補強土６の所定の土壌
層Ｌ間、例えば１土壌層おきに、つまり奇数土壌層と偶
数土壌層との間に埋設されるとともに、前記第１、第２
アンカープレート１６、２０及び抗張部材１８の設置の
不要な場合には、前記カゴ状法面部材１０の上下接合部
位にジオグリッド等の補助補強材（図示せず）を設置す
る。
【００２９】なお、前記第１、第２アンカープレート１
６、２０及び抗張部材１８の埋設状態は、１土壌層おき
に限らず、設計計算及び土壌状態に応じて土壌層毎ある
いは任意の土壌層間に埋設することができる。
【００３０】これにより、前記カゴ状法面部材１０近
傍、つまり法面１４近傍と抗張部材１８の他端側である
盛土１２の深部とに、互いに抗張部材１８によって連結
される前記第１、第２アンカープレート１６、２０を多
数埋設することができ、以下の如き利点がある。
（１）第１、第２アンカープレート１６、２０及び抗張
部材１８を他の部材と連結する必要がなく、盛土１２の
法面１４近傍と盛土１２の深部とに、変形追従性に富ん
だ疑似的な壁面である疑似壁面２４を形成することがで
きる。
（２）第１、第２アンカープレート１６、２０及び抗張
部材１８を他の部材と連結する必要がないとともに、第
１、第２アンカープレート１６、２０及び抗張部材１８
を盛土１２中に埋設するのみであることにより、施工が
容易である。
（３）盛土１２の法面１４は土で構築されることとな
り、緑化植生が可能である。
【００３１】
【発明の効果】以上詳細に説明した如くこの本発明によ
れば、カゴ状法面部材を地盤に設置し、このカゴ状法面
部材の内部と背面側と上側とに盛土を投入転圧して第１
の土壌層を施工し、この第１の土壌層上部にカゴ状法面
部材を階段状に設置して盛土を投入転圧することにより
第２の土壌層以降を上方に向かって順次に施工して補強
土を形成し、カゴ状法面部材近傍且つ補強土の所定の土
壌層間に法面に対して平行な第１アンカープレートを埋
設するとともにこの第１アンカープレートに一端側を連
結した抗張部材の他端側を補強土の法面から離間する方
向に展張し、抗張部材の他端側に第１アンカープレート
に対して平行な第２アンカープレートを連結して埋設
し、カゴ状法面部材と補強土の所定の土壌層間に埋設し
た第１、第２アンカープレート及び抗張部材によって法
面拘束アンカー補強土壁を構築することにより、前記カ
ゴ状法面部材近傍、つまり法面近傍と抗張部材の他端側
である盛土の深部とに、互いに抗張部材によって連結さ
れる第１、第２アンカープレートを多数埋設することが
でき、第１、第２アンカープレート及び抗張部材を他の
部材と連結する必要がなく、盛土の法面近傍と盛土の深
部とに、変形追従性に富んだ疑似的な壁面である疑似壁
面を形成することができる。また、第１、第２アンカー
プレート及び抗張部材を他の部材と連結する必要がない
とともに、第１、第２アンカープレート及び抗張部材を
盛土中に埋設するのみであることにより、施工が容易で
ある。更に、盛土の法面は土で構築されることとなり、
緑化植生が可能である。Description: BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing a slope-reinforced anchor reinforced soil wall, and more particularly to a method which is highly deformable in the vicinity of a slope of an embankment and in a deep portion of the embankment. The present invention relates to a method of constructing a slope-retained anchor reinforced earth wall forming a pseudo-wall surface. 2. Description of the Related Art In the construction of a conventional reinforced earth wall, a slope material or a sandbag is used as a slope member, and an embankment is put on the back side of the slope member to form a steep slope. There is a construction method of constructing a reinforcing wall having a steep wall surface that is formed and the slope is greened with vegetation. [0003] In the conventional method of constructing a reinforced earth wall, a steel reinforcing material is embedded in a reinforced concrete wall material or fastened to a reinforced concrete wall material by bolts. The strategy is common. That is, as shown in FIG. 3, a reinforced concrete wall material 109 is installed on the ground 102, and an embankment 112 is charged and rolled on the back side and the upper side of the reinforced concrete wall material 109 to form a first soil layer L1. The reinforced concrete wall material 109 is installed on the upper part of the first soil layer L1 and the embankment 112 is charged and rolled, so that the second soil layer L2 and the subsequent layers are sequentially constructed upward and reinforced. 10
6, a steel reinforcing member 113 is fastened to the reinforced concrete wall member 109 with bolts 111, and the other end of a tensile member 118 having one end connected to the steel reinforcing member 113 is connected to the reinforcing soil. 106 is extended in a direction away from the slope 114 of the slope 106, and the slope 1 is attached to the other end of the tensile member 118.
An anchor plate 120 parallel to 14 is connected and buried, and reinforced concrete wall material 109 and reinforcing soil 10
The reinforcing soil wall 115 is constructed by the anchor plate 120 and the tensile member 118 embedded between the soil layers L of No. 6. At this time, the anchor plate 1
A slip line (not shown) due to the pull-out resistance occurs at 20, and a pseudo wall surface is formed by the development of the slip line. However, in the above-described reinforced soil wall, when the settlement of the embankment embedding the foundation formed on the ground, the steel reinforcing material, and the tensile member becomes large, the reinforced concrete wall material and the steel reinforcing material are used. Due to the different deformation properties with
Excessive stress is generated at the fastening portion between the reinforced concrete wall member and the steel reinforcing member, which is disadvantageous in practical use. The vertical surface of the reinforced concrete wall material 109 as shown in FIG. 3 is basically difficult to vegetate and cannot be applied to places where consideration must be given to landscape and natural environment. There are inconveniences. Further, there is also a disadvantage that strict control of the verticality is required at the time of construction in order to keep the finished verticality of the reinforced concrete wall material within a certain range. Conventionally, as a measure for enabling vegetation, as shown in FIG. 4, a cage-shaped slope member 210 is disposed vertically or stepwise on the slope side, and the cage-shaped slope member 2 is provided.
There is also a construction in which one end of a tensile member (not shown) is connected to 10 to form a reinforced earth wall (not shown). However, even if vegetation is made possible by using a basket-shaped slope member, the settlement of the embankment embedding the foundation formed on the ground and the tensile member becomes large, and the cage-shaped slope member and the ground slope member become resistant to vegetation. If the deformation property of the tension member is different, the deformation cannot be followed, and the disadvantage that excessive stress is generated at the connecting portion between the cage-shaped slope member and the tension member cannot be solved. . [0011] In order to eliminate the above-mentioned disadvantages, the present invention provides a cage-shaped slope member on the ground, and the inside, the back side, and the upper side of the cage-shaped slope member. The first soil layer is constructed by inputting and compacting the embankment, and the cage-shaped slope member is installed in a step-like manner above the first soil layer, and the embankment is input and compacted to form the second soil layer. The subsequent steps are sequentially performed upward to form a reinforced soil, and a first anchor plate parallel to the slope is buried in the vicinity of the cage-shaped slope member and between predetermined soil layers of the reinforced soil, and 1
The other end of the tensile member having one end connected to the anchor plate is extended in a direction away from the slope of the reinforcing soil, and a second parallel to the first anchor plate is connected to the other end of the tensile member.
An anchor plate is connected and buried, and a slope-restricted anchor reinforced soil wall is constructed by first and second anchor plates and a tensile member buried between a cage-shaped slope member and a predetermined soil layer of the reinforced soil. And DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS
When constructing the slope-retained anchor reinforced soil wall, a basket-shaped slope member is installed on the ground, and the embankment is charged into the cage-shaped slope member, on the back side and on the upper side, and the first soil layer is formed. Construction, the cage-shaped slope member is installed stepwise on the upper part of the first soil layer, and the embankment is charged and rolled, so that the second and subsequent soil layers are sequentially constructed upward and the reinforcing soil is formed. A first anchor plate is buried in the vicinity of the cage-shaped slope member and vertically between predetermined soil layers of the reinforced soil, and the other end of the tensile member having one end connected to the first anchor plate is reinforced with the reinforcing soil. A second parallel to the first anchor plate at the other end of the tensile member.
An anchor plate is connected and buried, and a slope-restricted anchor reinforced soil wall is constructed by first and second anchor plates and tensile members buried between a cage-shaped slope member and a predetermined soil layer of the reinforced soil. It is not necessary to connect the second anchor plate and the tensile member to other members, and a pseudo wall surface having a good deformation followability is formed near the slope of the embankment and in the deep part of the embankment. Embodiments of the present invention will be described below in detail with reference to the drawings. 1 and 2 show an embodiment of the present invention. In FIG. 1, 2 is the ground, 4 is the foundation, 6 is the reinforced soil, and 8 is the slope-retained anchor reinforced soil wall. The reinforcing soil 6 is placed on the foundation 4 of the ground 2,
A cage-shaped slope member 10 made of a basket frame, a snake cage, or the like formed of a round steel or an iron wire is installed.
An embankment 12 made of earth and sand, crushed stone, rock crushed or stabilized soil is charged and rolled into the inside, the back side, and the upper side of the first soil layer L1, and the first soil layer L1 is constructed. The reinforcing slope 6 is formed by installing the cage-shaped slope member 10 in a step-like manner, charging and embedding the embankment 12, and sequentially laminating and constructing the second soil layer L2 and thereafter upward. At this time, a first anchor plate 16 parallel to the slope 14 is buried in the vicinity of the cage-shaped slope member 10 and between the predetermined soil layers L of the reinforcing soil 6, and the first anchor plate 16 The other end of the tensile member 18 having one end connected to the other end is extended in a direction away from the slope 14 of the reinforcing soil 6, and the other end of the tensile member 18 is parallel to the first anchor plate 16. The second anchor plate 20 is connected and buried. The first and second anchor plates 16 and 20 and the tension member 18 buried between the cage-shaped slope member 10 and a predetermined soil layer L of the reinforced soil 6 serve as the slope-retained anchor reinforced soil wall. Build 8. Here, the slope restraint anchor reinforcing earth wall 8 is used.
2, the first and second anchor plates 16 buried in the embankment 12 made of earth and sand, crushed stone, rock crushed or stabilized soil, etc., as shown in FIG.
A slip line 20 is formed on the embankment 12 formed of soil, sand, crushed stone, rock crushed or stabilized soil, etc., by a pulling force due to the pulling resistance. The pull-out force of the first and second anchor plates 16 and 20 due to the pull-out resistance, that is, the pull-out resistance increases with the development of the slip line 22 and passively contributes to the stabilization of the embankment 12. In the first and second anchor plates 16 and 20, a large number of anchor plates are arranged adjacent to each other in the left-right direction and the up-down direction (see FIG. 2) by embankment 12 made of earth and sand, crushed stone, rock crushed or stabilized soil. When buried, the adjacent slip lines 22 overlap and behave like a pseudo wall surface 24 which is a pseudo wall surface. The pseudo wall 24 which is rich in deformation followability
As shown in FIG. 2, the slip line 22 developed by pulling out a large number of anchor plates buried in the embankment 12 made of earth and sand, crushed stone, rock crushed or stabilized soil, and so on, as shown in FIG. It is formed in a pseudo manner at the end portion. Next, the operation will be described. When constructing the slope-retained anchor reinforcing earth wall 8, as shown in FIG. 1, a foundation 4 is formed on the ground 2,
The basket-shaped slope member 10 is placed horizontally on the foundation 4 of the ground 2, and the embankment 12 is charged and rolled into the basket-shaped slope member 10 on the inside, the back side, and the upper side, thereby forming the first soil layer L 1. Execute. Then, a first anchor plate 16 parallel to the slope 14 is installed near the basket-shaped slope member 10 and on the first soil layer L1 of the reinforcing soil 6, and the first anchor plate 16 The other end of the tensile member 18 having one end connected to the other end is extended in a direction away from the slope 14 of the reinforcing soil 6, and the other end of the tensile member 18 is parallel to the first anchor plate 16. The second anchor plate 20 is connected and installed. After the installation of the first and second anchor plates 16, 20 and the tensile member 18, the first and second anchor plates 16, 20 and the tensile member 18 are placed on the first soil layer L1. The second soil layer L2 is constructed so as to be buried. At this time, the second soil layer L2 is moved above the first soil layer L1 in a direction away from the slope 14 of the reinforced soil 6 so that the basket-shaped slope member 10 is stepped. Then, the embankment 12 is charged and compacted, and the second soil layer L2 is constructed. Similarly, on the second soil layer L2, the third soil layer L3 and the subsequent layers are constructed upward and in a stepwise manner sequentially up to the uppermost soil layer. In this embodiment, as shown in FIG. 1, construction is performed sequentially from the first soil layer L1 to the fifteenth soil layer L15 at the top, which is the planned embankment height. The first and second anchor plates 16 and 20 and the tensile member 18 are provided between predetermined soil layers L of the reinforcing soil 6, for example, every other soil layer, that is, an odd soil layer and an even soil layer. Between the first and second
When it is not necessary to install the anchor plates 16 and 20 and the tension member 18, an auxiliary reinforcing material (not shown) such as a geogrid is installed at the upper and lower joining portions of the basket-shaped slope member 10. The first and second anchor plates 1
The embedding state of 6, 20, and the tensile member 18 is not limited to every other soil layer, and can be embedded in each soil layer or between arbitrary soil layers according to design calculation and soil state. Accordingly, the first member connected to the cage-shaped slope member 10, that is, the vicinity of the slope 14, and the deep portion of the embankment 12, which is the other end of the tension member 18, are connected to each other by the tension member 18. , A large number of second anchor plates 16 and 20 can be buried, and the following advantages can be obtained. (1) The first and second anchor plates 16 and 20 and the tensile member 18 do not need to be connected to other members, and have excellent deformation followability near the slope 14 of the embankment 12 and the deep portion of the embankment 12. A pseudo wall surface 24 that is a pseudo wall surface can be formed. (2) The first and second anchor plates 16, 20 and the tension member 18 do not need to be connected to other members, and the first and second anchor plates 16, 20 and the tension member 18 do not need to be connected.
Is simply buried in the embankment 12, construction is easy. (3) The slope 14 of the embankment 12 is constructed of soil, and greening vegetation is possible. According to the present invention, as described in detail above, a basket-shaped slope member is installed on the ground, and embankments are injected into the inside of the basket-shaped slope member, the back side, and the upper side. Rolled first
Of the first soil layer, and a cage-shaped slope member is installed in a step-like manner above the first soil layer, and the embankment is charged and compacted. Tensile member which forms a reinforced soil, embeds a first anchor plate parallel to the slope in the vicinity of a cage-shaped slope member and between predetermined soil layers of the reinforced soil, and has one end connected to the first anchor plate. Is extended in a direction away from the slope of the reinforcing soil, and a second anchor plate parallel to the first anchor plate is connected to the other end of the tensile member and buried, and a cage-shaped slope is formed. By constructing the slope restraint anchor reinforcing soil wall by the first and second anchor plates and the tensile members embedded between the member and the predetermined soil layer of the reinforcing soil, the vicinity of the cage-shaped slope member, that is, the vicinity of the slope, With the deep part of the embankment on the other end side of the tensile member A large number of first and second anchor plates connected to each other by a tensile member can be buried, and there is no need to connect the first and second anchor plates and the tensile member to other members, and the slope of the embankment can be embedded. A pseudo wall surface which is a pseudo wall surface rich in deformation followability can be formed in the vicinity and in the deep part of the embankment. In addition, it is not necessary to connect the first and second anchor plates and the tensile member to other members, and the construction is performed by merely embedding the first and second anchor plates and the tensile member in the embankment. Easy. In addition, the slope of the embankment will be constructed with soil,
Green vegetation is possible.
【図面の簡単な説明】
【図１】この発明の実施例を示す法面拘束アンカー補強
土壁の構築状態の説明図である。
【図２】法面拘束アンカー補強土壁の構築メカニズムの
説明図である。
【図３】この発明の第１の従来技術を示す鉄筋コンクリ
ート製の壁材を使用した補強土壁の構築状態の説明図で
ある。
【図４】カゴ状法面部材の概略斜視図である。
【符号の説明】
２ 地盤
４ 基礎
６ 補強土
８ 法面拘束アンカー補強土壁
１０ カゴ状法面部材
１２ 盛土
１４ 法面
１６ 第１アンカープレート
１８ 抗張部材
２０ 第２アンカープレート
Ｌ 土壌層
Ｌ１ 第１の土壌層
Ｌ２ 第２の土壌層BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is an explanatory view showing a construction state of a slope-restricted anchor reinforced earth wall showing an embodiment of the present invention. FIG. 2 is an explanatory diagram of a construction mechanism of a slope restraint anchor reinforced earth wall. FIG. 3 is an explanatory view showing a state of construction of a reinforced earth wall using a reinforced concrete wall material showing the first prior art of the present invention. FIG. 4 is a schematic perspective view of a basket-shaped slope member. [Description of Signs] 2 Ground 4 Foundation 6 Reinforced soil 8 Slope restrained anchor reinforced soil wall 10 Basket-shaped slope member 12 Embankment 14 Slope 16 First anchor plate 18 Tensile member 20 Second anchor plate L Soil layer L1 1st soil layer L2 2nd soil layer
Claims (1)
ゴ状法面部材の内部と背面側と上側とに盛土を投入転圧
して第１の土壌層を施工し、この第１の土壌層上部に前
記カゴ状法面部材を階段状に設置して盛土を投入転圧す
ることにより第２の土壌層以降を上方に向かって順次に
施工して補強土を形成し、前記カゴ状法面部材近傍且つ
補強土の所定の土壌層間に法面に対して平行な第１アン
カープレートを埋設するとともにこの第１アンカープレ
ートに一端側を連結した抗張部材の他端側を前記補強土
の法面から離間する方向に展張し、抗張部材の他端側に
第１アンカープレートに対して平行な第２アンカープレ
ートを連結して埋設し、カゴ状法面部材と補強土の所定
の土壌層間に埋設した第１、第２アンカープレート及び
抗張部材によって法面拘束アンカー補強土壁を構築する
ことを特徴とする法面拘束アンカー補強土壁の構築方
法。Claims 1. A basket-shaped slope member is installed on the ground, and an embankment is charged into the inside of the basket-shaped slope member, on the back side, and on the upper side to form a first soil layer. Then, the cage-shaped slope member is installed in a step-like manner on the first soil layer, and the embankment is charged and rolled, so that the second and subsequent soil layers are sequentially constructed upward to form a reinforced soil. The other end of a tensile member having a first anchor plate parallel to the slope and embedded in the vicinity of the cage-shaped slope member and between predetermined soil layers of the reinforcing soil and having one end connected to the first anchor plate. Side is extended in a direction away from the slope of the reinforcing soil, a second anchor plate parallel to the first anchor plate is connected to and embedded at the other end of the tensile member, and a cage-shaped slope member and First and second anchor plates buried between predetermined soil layers of the reinforced soil; Slope method for constructing a restraint anchor reinforced soil walls, characterized in that constructing a slope face constraint anchor reinforced soil walls by tensile member.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002049674A JP3865057B2 (en) | 2002-02-26 | 2002-02-26 | Construction method of sloped anchor anchor reinforced soil walls |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002049674A JP3865057B2 (en) | 2002-02-26 | 2002-02-26 | Construction method of sloped anchor anchor reinforced soil walls |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2003247236A true JP2003247236A (en) | 2003-09-05 |
| JP3865057B2 JP3865057B2 (en) | 2007-01-10 |
Family
ID=28662124
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2002049674A Expired - Fee Related JP3865057B2 (en) | 2002-02-26 | 2002-02-26 | Construction method of sloped anchor anchor reinforced soil walls |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3865057B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014025333A (en) * | 2012-06-22 | 2014-02-06 | Hirose & Co Ltd | Gabion earthquake strengthening method and aseismatic reinforcing structure |
| CN111980037A (en) * | 2020-08-31 | 2020-11-24 | 吕梁学院 | Protective structure is consolidated to regional bedding rock slope |
-
2002
- 2002-02-26 JP JP2002049674A patent/JP3865057B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014025333A (en) * | 2012-06-22 | 2014-02-06 | Hirose & Co Ltd | Gabion earthquake strengthening method and aseismatic reinforcing structure |
| CN111980037A (en) * | 2020-08-31 | 2020-11-24 | 吕梁学院 | Protective structure is consolidated to regional bedding rock slope |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3865057B2 (en) | 2007-01-10 |
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