JPH0332659B2 - - Google Patents
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- Publication number
- JPH0332659B2 JPH0332659B2 JP60003221A JP322185A JPH0332659B2 JP H0332659 B2 JPH0332659 B2 JP H0332659B2 JP 60003221 A JP60003221 A JP 60003221A JP 322185 A JP322185 A JP 322185A JP H0332659 B2 JPH0332659 B2 JP H0332659B2
- Authority
- JP
- Japan
- Prior art keywords
- layer
- embankment
- slope
- constructed
- central
- 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.)
- Expired - Lifetime
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は土自体の強度特性が弱いために、盛土
構築の際に安定しない盛土を補強工法に係るもの
である。DETAILED DESCRIPTION OF THE INVENTION (Field of Industrial Application) The present invention relates to a method for reinforcing an embankment that is unstable during embankment construction due to the weak strength characteristics of the soil itself.
（従来の技術）
従来、盛土内に補強材料を想定辷り面と角度を
なして交叉して敷設し、法面の崩壊を防止する工
法が例えば実開昭53−80902号公報において提案
されている。(Prior art) Conventionally, a construction method has been proposed, for example, in Japanese Utility Model Application Publication No. 53-80902, in which reinforcing material is laid in the embankment at an angle to and intersecting with the assumed slope surface to prevent the slope from collapsing. .
また法面に少なくとも一列土のう積をした垂直
盛土において、同盛土を構成する土粒子中に、折
曲可能な透水性補強材を複数層状に埋設するとと
もに、補強材端部は土のうに沿つて折曲して土の
う間に挟持させ、盛土、土のう及び透水性補強材
を一体化する盛土工法が、例えば特開昭59−
52024号公報において提案されている。 In addition, in a vertical embankment with at least one row of soil bags piled up on the slope, bendable water-permeable reinforcing materials are buried in multiple layers in the soil particles that make up the embankment, and the ends of the reinforcing materials are folded along the sandbags. For example, an embankment construction method in which the embankment, sandbags, and permeable reinforcing material are integrated by bending the soil and sandwiching it between sandbags is disclosed in Japanese Patent Application Laid-Open No. 1983-
This is proposed in Publication No. 52024.
（発明が解決しようとする課題）
しかしながら前者においては、補強材料と盛土
との間に盛土当初から摩擦力が発生していなけれ
ばならない。即ち締固め可能な土を用いた盛土で
あることが必要である。(Problems to be Solved by the Invention) However, in the former case, frictional force must be generated between the reinforcing material and the embankment from the beginning of the embankment. In other words, the embankment must be made of soil that can be compacted.
後者においては、法肩の締固めも可能な土質を
対象としている。 The latter targets soils that can be compacted on the shoulders of slopes.
従来、土自体の強度特性が低いため、盛土構築
の際に安定しない盛土の抜本的な補強工法は未だ
実現されていない。 Conventionally, the strength of the soil itself is low, making it unstable during embankment construction, and no drastic reinforcement method for embankments has yet been realized.
本発明はこのような事情に鑑みて提案されたも
ので、その目的とする処と土自体の強度特性が低
いために、盛土構築の際に安定しない盛土の抜本
的な補強工法を提供する点にある。 The present invention was proposed in view of the above circumstances, and its purpose is to provide a drastic reinforcement method for embankments that are unstable during embankment construction due to the low strength characteristics of the soil itself. It is in.
（課題を解決するための手段）
前記の目的を達成するため、本発明に係る盛土
の補強工法によれば、強度特性が低く盛土構築の
際に安定しない土壌によつて基盤面上に第１層の
台形の中央盛土層１を施工したのち、同中央盛土
層の左右両側に、前記基盤面を底辺とし、同底辺
と平行する盛土層天端面を上辺とし、同天端面の
内側端部と前記第１層の中央盛土層１の天端両側
端とを結び、且つ想定辷り面に直交する内側傾斜
面と、盛土法面の一部を構成する外側傾斜面を左
右の傾斜辺とする第１層の側部盛土層２を施工
し、同各第１層の側部盛土層２の内側傾斜面及び
天端面に亘つて排水性能を有する第１層の補強材
料A1を敷設し、同補強材料A1の水平頂面及び前
記第１層の側部盛土層２の頂面に、盛土法面に連
通する排水層３を重層して排水路を施工し、次い
で前記第１層の中央盛土層１上における左右の第
１層の補強材料A1の下半部間に第２層の中央盛
土層４を施行し、同第２層の中央盛土層４及び前
記第１層の両側盛土層２上に亘つて、天端が前記
基盤面と平行し、且つ内側傾斜面が想定辷り面と
直交する第２層の側部盛土層５を施工し、同第２
層の側部盛土層５の内側傾斜面及び頂面に亘つて
排水性能を有する第２層の補強材料A2を敷設し、
同補強材料A2上面及び前記第２層の側部盛土層
５の頂面に盛土法面に連通する排水層６を重層し
て排水路を施工し、次いで前記第２層の中央盛土
層４上における左右の第２層の補強材料A2の下
半部間に第３層の中央盛土層７を施工し、以下前
記の工程を反復するものである。(Means for Solving the Problems) In order to achieve the above-mentioned object, according to the embankment reinforcement method according to the present invention, the first layer on the base surface is made of soil that has low strength characteristics and is unstable during embankment construction. After constructing the trapezoidal central embankment layer 1 of the layer, on both left and right sides of the central embankment layer, the base surface is the base, the top surface of the embankment layer parallel to the base is the top side, and the inner edge of the top end surface is the top surface. The left and right slopes are an inner slope that connects both ends of the top of the central embankment layer 1 of the first layer and is orthogonal to the assumed sliding surface, and an outer slope that forms a part of the embankment slope. One layer of side embankment layer 2 is constructed, and the first layer reinforcing material A 1 having drainage performance is laid across the inner slope and top surface of the side embankment layer 2 of each first layer. A drainage channel is constructed by layering a drainage layer 3 that communicates with the embankment slope on the horizontal top surface of the reinforcing material A 1 and the top surface of the side embankment layer 2 of the first layer, and then constructs a drainage channel in the center of the first layer. A second layer of central embankment layer 4 is constructed between the lower halves of the left and right first layer reinforcing materials A 1 on the embankment layer 1, and the second layer of central embankment layer 4 and both side embankments of the first layer are constructed. A second layer of side embankment layer 5 is constructed over layer 2, the top of which is parallel to the base surface, and whose inner slope is perpendicular to the assumed sliding surface.
A second layer of reinforcing material A 2 having drainage performance is laid over the inner slope and top surface of the side embankment layer 5 of the layer,
A drainage layer 6 communicating with the slope of the embankment is layered on the upper surface of the reinforcing material A 2 and the top surface of the side embankment layer 5 of the second layer to construct a drainage channel, and then a drainage channel is constructed on the top surface of the side embankment layer 5 of the second layer. A third layer of central embankment layer 7 is constructed between the lower halves of the upper left and right second layer reinforcing materials A2 , and the above steps are repeated.
（作用）
本発明によれば第１層の側部盛土層の両側に施
工された第１層の側部盛土層における想定辷り面
に直交する内側傾斜面と天端面とに亘つて第１層
の補強材料を敷設し、同補強材料の水平頂面、及
び前記第１層の側部盛土層の頂面に、盛土法面に
連通する排水層を重層して排水路を施工すること
によつて、盛土法面近傍の圧密をも均等に促進せ
しめるものである。(Function) According to the present invention, the first layer extends between the inner slope surface perpendicular to the assumed sliding surface and the top surface of the side embankment layer of the first layer constructed on both sides of the side embankment layer of the first layer. By laying reinforcing material of This also promotes consolidation evenly near the embankment slope.
更に前記第１層の中央盛土層上における左右の
第１層の補強材料の下半部間に第２層の中央盛土
層を施し、同第２層の中央盛土層及び前記第１層
の両側部盛土層上に亘つて第２層の両側部盛土層
を施工し、同第２層の側部盛土層における想定辷
り面に直交する内側傾斜面、及び頂面に亘つて排
水性能を有する第２層の補強材料を敷設し、以下
前記同様の工程を反復することによつて盛土層を
施工することによつて、前記補強材料が想定辷り
面に直交するように盛土内に敷設される。 Further, a second central embankment layer is applied between the lower halves of the left and right reinforcing materials of the first layer on the central embankment layer of the first layer, and the central embankment layer of the second layer and both sides of the first layer are provided. A second layer of both side embankments is constructed over the side embankment layer, and a second layer with drainage performance is constructed across the inner slopes perpendicular to the assumed sliding surface and the top surface of the side embankment layers of the second layer. By laying two layers of reinforcing material and then repeating the same steps as described above to construct an embankment layer, the reinforcing material is laid within the embankment so as to be perpendicular to the assumed sliding surface.
この結果、盛土に辷りが生起しようとした際、
補強材料に対して引張力が平行に働くので、同引
張力が有効に作用して辷りの発生を抑止、前記側
部盛土層上面の排水層による盛土法面近傍の圧密
の促進と相埃つて盛土の安定性を確保し、元来、
土自体の強度特性が低く盛土構築の際に安定しな
い盛土として使用不可能な土を盛土材として活用
しうるものである。 As a result, when the embankment is about to slip,
Since the tensile force acts in parallel to the reinforcing material, the tensile force effectively acts to suppress the occurrence of slippage, promote consolidation near the slope of the embankment by the drainage layer on the top of the side embankment layer, and reduce dust accumulation. To ensure the stability of the embankment, originally
This makes it possible to utilize soil, which cannot be used as embankment because it has low strength characteristics and is unstable during embankment construction, as embankment material.
（実施例） 以下本発明を図示の実施例について説明する。(Example) The present invention will be described below with reference to the illustrated embodiments.
第２図に示す如く、基盤面上に台形の第１層の
中央盛土層１を施工したのち、その左右両側に、
前記基盤面を底辺とし、同底辺と平行する盛土層
天端面を上辺とし、同天端面の内側端部と前記第
１層の中央盛土層１の天端両側端部を結ぶ想定辷
り面に直交する内側傾斜面と、盛土法面の一部を
構成する外側傾斜面を左右の傾斜辺とする第１層
の側部盛土層２を施工し、同各盛土層２の内側傾
斜面及び頂面に亘つて不織布または高分子系ネツ
ト等よりなるシールより構成された排水性能を有
する補強材料A1を敷設し、同補強材料A1の水平
部頂面及び前記第１層の側部盛土層２の頂面に亘
つて盛土法面近傍の圧密をも均等に促進させるた
めに盛土法面に連通する排水層３を重層して排水
路を施工し、前記第１層の中央盛土層１上におけ
る左右の補強材料A1の下半部間に第２層の中央
盛土層４を施工し、同盛土層４及び前記第１層の
側部盛土層２上に亘つて同盛土層２と同様な第２
層の側部盛土層５を施工し、同盛土層５に前記第
１層の補強材料A1と同様にして第２層の補強材
料A2を敷設し、同補強材料A2の水平頂面及び前
記第２層の側部盛土層５の頂面に亘つて排水層６
を重層して排水路を施工し、以下同様にして第３
層の中央盛土層７、第３層の両側盛土層８、第３
層の補強材料A3、排水層９、第４層の中央盛土
層１０、第４層の両側盛土層１１、第４層の補強
材料A4、排水層１２の順に施工し、最後に頂部
盛土層１３を施工する。 As shown in Figure 2, after constructing the trapezoidal first layer of central embankment layer 1 on the foundation surface, on both left and right sides of it,
The base surface is the base, the top surface of the embankment layer parallel to the bottom is the top side, and it is perpendicular to the assumed sliding plane connecting the inner edge of the top surface and both ends of the top of the central embankment layer 1 of the first layer. The first layer of side embankment layer 2 is constructed with the left and right slope sides being the inner slope that forms part of the embankment slope and the outer slope that forms part of the embankment slope, and the inner slope and top surface of each embankment layer 2 are A reinforcing material A 1 having drainage performance composed of a seal made of non-woven fabric or polymeric net is laid over the horizontal part of the reinforcing material A 1 and the side embankment layer 2 of the first layer. In order to evenly promote consolidation in the vicinity of the embankment slope over the top surface of the embankment, a drainage channel is constructed by layering drainage layers 3 that communicate with the embankment slope. A second central embankment layer 4 is constructed between the lower halves of the left and right reinforcing materials A 1 , and a similar embankment layer 2 is constructed over the embankment layer 4 and the side embankment layer 2 of the first layer. Second
A side embankment layer 5 of the layer is constructed, and a second layer of reinforcing material A 2 is laid on the embankment layer 5 in the same manner as the first layer of reinforcing material A 1 , and the horizontal top surface of the reinforcing material A 2 is and a drainage layer 6 over the top surface of the side embankment layer 5 of the second layer.
Construct a drainage channel by layering the drains, and do the same in the same way as the third
Center embankment layer 7 of layer, both side embankment layer 8 of third layer, third layer
Layer reinforcement material A 3 , drainage layer 9, fourth layer central embankment layer 10, fourth layer both side embankment layers 11, fourth layer reinforcement material A 4 , drainage layer 12 are constructed in this order, and finally the top embankment. Layer 13 is constructed.
従つて本実施例の方法によれば第１図に示す如
く前記各排水性能を有する補強材料A1，A2，
A3，A4が想定辷り面Ｃに直交するように盛土Ｂ
内に敷設されることとなり、盛土Ｂに辷りが生起
しようとした際、各補強材料Ａ，A1，A2，A3，
A4に対して引張力が平行に働くので、同引張力
が有効に作用し、盛土の安定性を確保する。 Therefore, according to the method of this embodiment, as shown in FIG. 1, reinforcing materials A 1 , A 2 ,
Embankment B is placed so that A 3 and A 4 are perpendicular to the assumed sliding surface C.
When the reinforcement materials A, A 1 , A 2 , A 3 ,
Since the tensile force acts parallel to A 4 , the tensile force acts effectively and ensures the stability of the embankment.
なお前記実施例においては、施工中に降水のあ
つたときの対策として、排水用仮設管路を盛土延
長上に適所に敷設し、盛土中央部に滞留した水を
盛土外に排水する。 In the above embodiment, as a measure against rainfall during construction, temporary drainage pipes are laid at appropriate locations on the extension of the embankment, and water stagnant in the center of the embankment is drained outside the embankment.
この排水用管路は、施工中のみ有効であればよ
ければ、塩化ビニル管より構成されてもよいが、
盛土の圧密によつて抽出される水を将来に亘つて
排除しようとする場合には、フイルタ付きの有孔
ヒユーム管より構成されるものである。 This drainage pipe may be constructed of vinyl chloride pipe as long as it is effective only during construction, but
If water extracted by compaction of the embankment is to be removed in the future, a perforated humid pipe with a filter is used.
（発明の効果）
このように本発明によれば、排水性能を有する
補強材料が盛土内に想定辷り面に直交するように
敷設されることとなり、盛土に辷りが生起しよう
とした際、補強材料に引張力が平行に働くので、
同引張力が有効に作用して辷りの発生を抑止し、
前記側部盛土層の上面の排水層による盛土法面近
傍の圧密が促進されることと相埃つて、盛土の安
定性が保持される。(Effects of the Invention) According to the present invention, the reinforcing material with drainage performance is laid in the embankment so as to be perpendicular to the assumed slipping surface, and when the embankment is about to slip, the reinforcing material Since the tensile force acts parallel to
The same tensile force acts effectively to prevent slippage,
The stability of the embankment is maintained because the drainage layer on the upper surface of the side embankment layer promotes consolidation near the embankment slope.
このように本発明によれば、土自体の強度特性
が低く、盛土構築の際に安定しない盛土として使
用不可能な土を盛土を抜本的に補強し、盛土材と
して活用しうるものである。 As described above, according to the present invention, soil that has low strength properties and cannot be used as an unstable embankment when constructing an embankment can be used as an embankment material by fundamentally reinforcing the embankment.
第１図は本発明の方法の一実施例によつて施工
された盛土の縦断面図、第２図はその施工工程説
明図である。
A1，A2，A3，A4……補強材料、Ｂ……盛土、
Ｃ……想定辷り面、１，４，７，１０……中央盛
土層、２，５，８，１１……側部盛土層、３，
６，９，１２……排水層、１３……頂部盛土層。
FIG. 1 is a longitudinal sectional view of an embankment constructed by an embodiment of the method of the present invention, and FIG. 2 is an explanatory drawing of the construction process. A 1 , A 2 , A 3 , A 4 ... Reinforcement material, B ... Embankment,
C... Assumed sliding surface, 1, 4, 7, 10... Central embankment layer, 2, 5, 8, 11... Side embankment layer, 3,
6, 9, 12...drainage layer, 13...top embankment layer.
Claims (1)
壌によつて基盤面上に第１層の台形の中央盛土層
１を施工したのち、同中央盛土層の左右両側に、
前記基盤面を底辺とし、同底辺と平行する盛土層
天端面を上辺とし、同天端面の内側端部と前記第
１層の中央盛土層１の天端両側端とを結び、且つ
想定辷り面に直交する内側傾斜面と、盛土法面の
一部を構成する外側傾斜面を左右の傾斜辺とする
第１層の側部盛土層２を施工し、同各第１層の側
部盛土層２の内側傾斜面及び天端面に亘つて排水
性能を有する第１層の補強材料A1を敷設し、同
補強材料A1の水平頂面及び前記第１層の側部盛
土層２の頂面に、盛土法面に連通する排水層３を
重層して排水路を施工し、次いで前記第１層の中
央盛土層１上における左右の第１層の補強材料
A1の下半部間に第２層の中央盛土層４を施工し、
同第２層の中央盛土層４及び前記第１層の両側盛
土層２上に亘つて、天端が前記基盤面と平行し、
且つ内側傾斜面が想定辷り面と直交する第２層の
側部盛土層５を施工し、同第２層の側部盛土層５
の内側傾斜面及び頂面に亘つて排水性能を有する
第２層の補強材料A2を敷設し、同補強材料A2上
面及び前記第２層の側部盛土層５の頂面に盛土法
面に連通する排水層６を重層して排水路を施工
し、次いで前記第２層の中央盛土層４上における
左右の第２層の補強材料A2の下半部間に第３層
の中央盛土層７を施工し、以下前記の工程を反復
することを特徴とする盛土補強工法。1 After constructing the first layer of trapezoidal central embankment layer 1 on the foundation surface using soil that has low strength characteristics and is unstable during embankment construction, on both left and right sides of the central embankment layer,
The base surface is the base, the top surface of the embankment layer parallel to the bottom is the top side, and the inner edge of the top surface is connected to both ends of the top of the central embankment layer 1 of the first layer, and the assumed sliding surface The side embankment layer 2 of the first layer is constructed, and the side embankment layer 2 of the first layer is constructed so that the left and right slope sides are the inner slope that is perpendicular to the slope, and the outer slope that forms a part of the embankment slope. A first layer reinforcing material A 1 having drainage performance is laid across the inner slope and top surface of the second layer, and the horizontal top surface of the reinforcing material A 1 and the top surface of the side embankment layer 2 of the first layer are Then, a drainage channel is constructed by layering drainage layers 3 that communicate with the embankment slope, and then reinforcing materials for the left and right first layers on the central embankment layer 1 of the first layer are constructed.
Construct the second layer of central embankment layer 4 between the lower half of A1 ,
The top end is parallel to the base surface over the central embankment layer 4 of the second layer and the both side embankment layers 2 of the first layer,
In addition, a second layer of side embankment layer 5 whose inner slope surface is orthogonal to the assumed sliding surface is constructed, and the second layer of side embankment layer 5 is constructed.
A second layer of reinforcing material A2 having drainage performance is laid over the inner slope and the top surface of the embankment slope. A drainage channel is constructed by layering drainage layers 6 that communicate with the central embankment layer 4 of the second layer, and then the third layer central embankment is placed between the lower halves of the left and right second layer reinforcing materials A2 on the central embankment layer 4 of the second layer. An embankment reinforcement method characterized by constructing layer 7 and repeating the above steps.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP322185A JPS61162633A (en) | 1985-01-14 | 1985-01-14 | Embankment reinforcement method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP322185A JPS61162633A (en) | 1985-01-14 | 1985-01-14 | Embankment reinforcement method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS61162633A JPS61162633A (en) | 1986-07-23 |
| JPH0332659B2 true JPH0332659B2 (en) | 1991-05-14 |
Family
ID=11551378
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP322185A Granted JPS61162633A (en) | 1985-01-14 | 1985-01-14 | Embankment reinforcement method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS61162633A (en) |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5920426Y2 (en) * | 1976-12-08 | 1984-06-14 | タキロン株式会社 | Buried structures to prevent slope collapse |
| JPS5952024A (en) * | 1982-09-20 | 1984-03-26 | Mitsui Petrochem Ind Ltd | Structure for vertical banking |
-
1985
- 1985-01-14 JP JP322185A patent/JPS61162633A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPS61162633A (en) | 1986-07-23 |
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