JPH086326B2 - Reinforced soil retaining wall - Google Patents
Reinforced soil retaining wallInfo
- Publication number
- JPH086326B2 JPH086326B2 JP59204757A JP20475784A JPH086326B2 JP H086326 B2 JPH086326 B2 JP H086326B2 JP 59204757 A JP59204757 A JP 59204757A JP 20475784 A JP20475784 A JP 20475784A JP H086326 B2 JPH086326 B2 JP H086326B2
- Authority
- JP
- Japan
- Prior art keywords
- retaining wall
- ground
- reinforced soil
- wall
- soil retaining
- 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
Links
- 239000002689 soil Substances 0.000 title claims description 28
- 239000012779 reinforcing material Substances 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 4
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 229910000831 Steel Inorganic materials 0.000 description 15
- 239000010959 steel Substances 0.000 description 15
- 230000003014 reinforcing effect Effects 0.000 description 13
- 239000004567 concrete Substances 0.000 description 9
- 238000010276 construction Methods 0.000 description 9
- 238000005056 compaction Methods 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 239000007799 cork Substances 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 230000001174 ascending effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000000717 retained effect Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
Landscapes
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (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】 〔発明の属する技術分野〕 本発明は補強土擁壁に係り、詳細にはこの擁壁を構成
する支柱が地盤中に埋め込まれることにより、基礎地盤
が安定し、このため、軟弱な地盤上に構築されても破壊
することなく安定して維持される補強土擁壁に関する。Description: TECHNICAL FIELD OF THE INVENTION The present invention relates to a reinforced soil retaining wall, and more specifically, by embedding the pillars constituting this retaining wall in the ground, the foundation ground is stabilized, and Therefore, the present invention relates to a reinforced soil retaining wall that is stably maintained without being destroyed even when constructed on soft ground.
土留構造物のように交通による振動や衝撃を受けた
り、紫外線による劣化や雨水による浸蝕を受けやすい構
造物においては、コンクンリート、鉄筋コンクリート、
PSコンクリート等のように劣化を受けにくく、かつ機械
的強度の大きな剛性材料を用いることが望ましい。この
ような観点から、コンクリートパネルを積み重ねて壁面
を形成し、その背面に盛土しながら補強材を布設して転
圧する補強土工法が開発されている。For structures such as soil retaining structures that are susceptible to vibrations and impacts due to traffic, deterioration due to ultraviolet rays and erosion due to rainwater, concun reit, reinforced concrete,
It is desirable to use a rigid material such as PS concrete that is not easily deteriorated and has a large mechanical strength. From such a point of view, a reinforced earth construction method has been developed in which concrete panels are stacked to form a wall surface, and a backing material is laid and a reinforcing material is laid on the wall for rolling.
このような補強土工法では、盛土を転圧して補強材と
盛土を一体化することが必要であるが、この際転圧層が
圧縮するため、コンクリートパネルと補強材との連結部
に相対変位が生じ、このため連結部は応力集中を受けて
破壊されやすくなる。In such a reinforced earth construction method, it is necessary to roll the embankment to integrate the reinforcement and the embankment, but at this time, the compaction layer compresses, so relative displacement occurs at the connection part between the concrete panel and the reinforcement. Therefore, the connecting portion is likely to be broken due to stress concentration.
この種の欠点を防ぐために、従来、第２図（ａ）に示
されるように小型のコンクリートパネル100を用い、こ
れらを積み重ねて壁面を構成するとともにコンクリート
パネル100間に圧縮性のコルクプレート101を挟持し、こ
れにより盛土の圧縮に順応せしめることが試みられてい
た。102は補強材、103は盛土層である。In order to prevent this kind of defect, conventionally, small concrete panels 100 are used as shown in FIG. 2 (a), these are stacked to form a wall surface, and a compressible cork plate 101 is provided between the concrete panels 100. It was attempted to pinch and thereby adapt to the compaction of the embankment. 102 is a reinforcing material and 103 is an embankment layer.
しかるに、この種の工法では盛土の圧縮に順応せしめ
るためにはほぼ1.5m毎に圧縮性コルクプレートを必要と
し、このため、コンクリートパネルもほぼ1.5mのものを
必要となり、したがって、補強土擁壁のほぼ全工程の施
工が終了するまでの間コンクリートパネルを組み立てる
ためのクレーンを必要とし、施工が非常にやっかいであ
る。さらにこの工法では土圧に対応して壁面の変位が極
めて大きくなり、このため、強度が低下するという欠点
が生じる。However, this type of construction method requires a compressible cork plate approximately every 1.5 m to adapt to the compression of the embankment, and therefore requires a concrete panel of approximately 1.5 m, and therefore a reinforced soil retaining wall. It requires a crane to assemble concrete panels until the construction of almost all of the steps is completed, and the construction is very troublesome. Further, in this construction method, the displacement of the wall surface corresponding to the earth pressure becomes extremely large, which causes a drawback that the strength is lowered.
また、第２図（ｂ）に示されるように、地盤上に複数
本の支柱を間隔をあけて直立に設置し、この支柱間にパ
ネル部材を嵌め込んで壁面104を形成し、この壁面104の
背面に補強材105を連結して砂をまき出し、転圧して盛
土層106を形成し、補強土擁壁とする施工法も提案され
ている。Further, as shown in FIG. 2 (b), a plurality of pillars are installed upright on the ground at intervals, and a panel member is fitted between the pillars to form a wall surface 104. There is also proposed a construction method in which a reinforcing material 105 is connected to the back surface of the sand to spread sand, and the sand is compacted to form an embankment layer 106 to form a reinforced soil retaining wall.
しかし、この工法では支柱が地盤上に載置されている
のみであって、地盤中に埋め込まれているのではなく、
したがって、第２図（ｃ）に示されるように地盤上の補
強土（イ）そのものが背部の土圧によって前面（矢印方
向）に押し出され、あるいは第２図（ｄ）に示されるよ
うに上り面18に沿って補強土（イ）の全体が崩壊されて
しまうという問題があった。すなわち、前記補強土
（イ）は地盤上に浮いた状態になっており、基礎地盤や
背面の土砂と一体になっているものではなかった。However, in this construction method, the pillars are only placed on the ground, not embedded in the ground,
Therefore, as shown in FIG. 2 (c), the reinforced soil (a) itself on the ground is pushed out to the front (in the direction of the arrow) by the earth pressure on the back, or as shown in FIG. 2 (d), it goes up. There was a problem that the entire reinforced soil (a) was destroyed along the surface 18. That is, the reinforced soil (a) was in a state of floating on the ground and was not integrated with the foundation ground or the soil on the back surface.
本発明の目的は補強土擁壁を構成する支柱が擁壁の基
礎地盤中の辷り面よりも下に達するまで埋め込まれて設
置されることにより、基礎部が安定化し、このためたと
え軟弱な地盤上に構築されても破壊することなく維持さ
れる、前述の公知技術に存する欠点を改良した補強土擁
壁を提供することにある。The object of the present invention is to install the pillars constituting the reinforced soil retaining wall by embedding them until they reach below the siding surface in the foundation ground of the retaining wall, thereby stabilizing the foundation part, and thus even the soft ground. It is an object of the invention to provide a reinforced soil retaining wall which has been improved on the above-mentioned drawbacks of the known art and which is maintained without destruction even when constructed on it.
前述の目的を達成するため、本発明によれば、地盤に
複数本の支柱を間隔をあけて直立に設置し、この支柱間
にパネル部材を嵌め込んで壁面を構成し、この壁面の背
面に補強材を連結してなる補強土擁壁において、前記支
柱が擁壁の基礎地盤中の辷り面よりも下に達するまで埋
め込んで設置されることを特徴とする。In order to achieve the above-mentioned object, according to the present invention, a plurality of pillars are installed upright on the ground with a space therebetween, and a panel member is fitted between the pillars to form a wall surface. In a reinforced soil retaining wall formed by connecting reinforcing materials, the support is embedded and installed until it reaches below a siding surface in the foundation ground of the retaining wall.
以下、本発明を添付図面を用いて説明する。第１図
（ａ）は本発明にかかる支柱の設置状態を示し、第１図
（ｂ）は本発明に係る補強土擁壁の基本的原理の説明図
を示し、第１図（ｃ）、（ｄ）は本発明の効果を説明す
るための模型図である。Hereinafter, the present invention will be described with reference to the accompanying drawings. FIG. 1 (a) shows an installation state of a pillar according to the present invention, FIG. 1 (b) shows an explanatory view of a basic principle of a reinforced soil retaining wall according to the present invention, and FIG. 1 (c), (D) is a model figure for demonstrating the effect of this invention.
本発明ではまず、支柱１が第１図（ａ）に示されるよ
うに地盤中に埋め込まれれて設置される。すなわち、ま
ず、地盤14に掘削部15を形成する。この掘削部15は穴で
あっても、長い溝であっても構わない。次いで掘削部15
に支柱１の端部を挿入するとともにセメントあるいはモ
ルタル16をも注入して支柱１を地盤中に埋め込む。この
とき、端部1cおよびセメントあるいはモルタル16はこの
固化により一体化されて支柱17を形成し、支柱１は地盤
中に強固に設置される。このような支柱１は地盤に複数
本間隔をあけて直立に設置される。支柱１の地上の長さ
は補強土擁壁Ｂのほぼ全高に相当することが好ましく、
また、埋設される端部1cの長さは第１図（ｄ）の上り面
18以下に達することが必要であり、具体的には補強土Ｂ
の壁面構造Ａの高さのほぼ10％以上であり、特に基礎部
の土質が軟弱な場合には15％以上であることが好まし
い。これにより第１図（ｃ）に示されるように、背面土
圧にる補強土擁壁の矢印方向上への滑動は支柱杭17のせ
ん断抵抗力によって防止され、また、第１図（ｄ）に示
されるように支柱杭17により補強土擁壁Ｂの崩壊が防止
される。In the present invention, first, the support 1 is installed by being embedded in the ground as shown in FIG. That is, first, the excavation portion 15 is formed in the ground 14. The excavated portion 15 may be a hole or a long groove. Next excavation part 15
The end of the pillar 1 is inserted into the column and cement or mortar 16 is also injected to embed the pillar 1 in the ground. At this time, the end 1c and the cement or the mortar 16 are integrated by this solidification to form the pillar 17, and the pillar 1 is firmly installed in the ground. A plurality of such struts 1 are installed upright on the ground at intervals. The above-ground length of the pillar 1 preferably corresponds to almost the entire height of the reinforced soil retaining wall B,
Also, the length of the buried end 1c is the ascending surface of FIG. 1 (d).
It is necessary to reach 18 or less, and specifically, reinforced soil B
It is approximately 10% or more of the height of the wall structure A, and particularly preferably 15% or more when the soil of the foundation is soft. As a result, as shown in Fig. 1 (c), sliding of the reinforced soil retaining wall in the direction of the arrow due to back soil pressure is prevented by the shearing resistance of the column pile 17, and Fig. 1 (d). As shown in FIG. 7, the pillar pile 17 prevents the reinforced soil retaining wall B from collapsing.
次いで、本発明にかかる補強土擁壁Ｂは第１図（ｂ）
に示すように支柱間にパネル部材を嵌め込んで壁面Ａを
構成し、この壁面Ａの背面に補強材５を連結して構成さ
れるが、この詳細は第３図以下によって説明される。Next, the reinforced soil retaining wall B according to the present invention is shown in FIG. 1 (b).
As shown in FIG. 5, a panel member is fitted between the columns to form the wall surface A, and the reinforcing member 5 is connected to the back surface of the wall surface A. The details will be described with reference to FIG.
第３図は本発明にかかる壁面構造の平面図であって、
１は支柱（型鋼）であり、この側面には係合片２が突設
されている。このような型鋼１は第３図示のようにＨ型
鋼であってもよく、また、図示はしないがＴ型鋼であっ
てもよく、このような型鋼１を本発明では複数本、地盤
上に間隔をあけて直立して設置する。FIG. 3 is a plan view of a wall structure according to the present invention,
Reference numeral 1 is a column (shaped steel), and an engaging piece 2 is projectingly provided on this side surface. Such shaped steel 1 may be H-shaped steel as shown in the third illustration, and may be T-shaped steel (not shown). In the present invention, a plurality of such shaped steels 1 are spaced on the ground. And set upright.
３はパネル部材であって、この両端には係合片２と係
合しうる係合溝４、４が設けられており、互いに隣接す
る型鋼１、１間に嵌め込まれる。この嵌め込みは型鋼１
の係合片２をパネル部材３の両端の係合溝４に挿入し、
型鋼１の正面1aがパネル部材３の端面3aにより覆われる
ように行われ、したがって第５図の正面図から明白なと
おり、型鋼１は壁面構造Ａの表面には全く現れない。Reference numeral 3 denotes a panel member, and engaging grooves 4 and 4 capable of engaging with the engaging pieces 2 are provided at both ends of the panel member, and the panel members 3 are fitted between the mold steels 1 and 1 adjacent to each other. This fitting is for type steel 1
Insert the engaging pieces 2 of the above into the engaging grooves 4 at both ends of the panel member 3,
The front surface 1a of the steel mold 1 is covered with the end surface 3a of the panel member 3, and therefore, as is apparent from the front view of FIG. 5, the steel mold 1 does not appear on the surface of the wall structure A at all.
５は補強材であって、型鋼１の背面1bないしはパネル
部材３の背面3bに、例えば第４図示のように連結部材６
に連結することにより上下にスライド自在に装着され
る。第４図において、連結部材６は一対の固定金具７、
８をそれぞれ型鋼１の背面1bの上下の対称位置に固定
し、更に上下固定金具７、８間に連結棒９を固定して構
成される。この場合、補強材５の一端に孔を穿設し、こ
の孔に連結棒９を嵌挿することにより補強材５が連結部
材６に連結され、これにより補強材５は連結棒９に沿っ
て金具７、８間を上下に自由にスライド可能になる。1
0、10′は連結棒９を固定金具７、８間に固定するため
のナットである。Reference numeral 5 denotes a reinforcing member, which is connected to the back surface 1b of the shape steel 1 or the back surface 3b of the panel member 3, for example, as shown in FIG.
It can be slid up and down by connecting to. In FIG. 4, the connecting member 6 is a pair of fixing fittings 7,
8 are fixed to the upper and lower symmetrical positions of the back surface 1b of the shaped steel 1, and a connecting rod 9 is fixed between the upper and lower fixing metal fittings 7 and 8. In this case, the reinforcing member 5 is connected to the connecting member 6 by forming a hole at one end of the reinforcing member 5 and inserting the connecting rod 9 into the hole, whereby the reinforcing member 5 is connected to the connecting rod 9 along the connecting rod 9. It becomes possible to freely slide vertically between the metal fittings 7 and 8. 1
Reference numerals 0 and 10 'are nuts for fixing the connecting rod 9 between the fixing fittings 7 and 8.
さらに、連結部材６は第７図に示されるように型鋼１
の任意の個所例えばＨ型鋼１の係合片２と対向する片2a
にたて長の細長い孔11を穿設して構成されてもよく、こ
の場合、補強材５は孔11に補強材５（アンカーバー）の
先端を通し、ナット（図示せず）を嵌め込んで連結部材
６に連結され、これにより補強材５は孔11に沿って上下
に自由にスライド可能となる。Further, the connecting member 6 is formed of the shape steel 1 as shown in FIG.
2a facing the engaging piece 2 of the H-shaped steel 1
It may be configured by forming a long and slender hole 11 vertically long. In this case, the reinforcing material 5 passes through the hole 11 through the tip of the reinforcing material 5 (anchor bar) and is fitted with a nut (not shown). And is connected to the connecting member 6, so that the reinforcing member 5 can freely slide up and down along the hole 11.
さらにまた、連結部材６は第６図に示されるように互
いに隣接する型鋼１、１の係合片２と対向片2aによって
形成される空間2bに連結棒12を懸架して構成されてもよ
く、この場合、補強材５はネット状シートを用い、これ
を連結棒12に巻きつけることにより連結され、これによ
り補強材５は空間2bに沿って上下に自由にスライド可能
となる。Furthermore, as shown in FIG. 6, the connecting member 6 may be constructed by suspending the connecting rod 12 in the space 2b formed by the engaging pieces 2 of the steel molds 1 and 1 and the facing piece 2a which are adjacent to each other. In this case, the reinforcing member 5 is a net-shaped sheet, and the net-shaped sheet is wound around the connecting rod 12 to be connected, whereby the reinforcing member 5 can freely slide up and down along the space 2b.
このようにして構成される本発明にかかる壁面構造Ａ
は土留構造体Ｂの構築に用いられ、この施工に際して、
まず、補強材５が下方から連結部材６に連結され、この
上に盛土をまき出して転圧し、このような操作を繰り返
すことにより、やがて上方まで補強材５が連結され、か
つ上方まで盛土の転圧が行われ、この結果、型鋼１およ
びパネル部材３の背面1bおよび3b側に盛土転圧層13が形
成されて土留構造体Ｂが構成される。The wall surface structure A according to the present invention configured as described above
Is used to build the retaining structure B, and during this construction,
First, the reinforcing member 5 is connected to the connecting member 6 from below, and the embankment is sprinkled on the connecting member 6 so as to be compacted. By repeating such an operation, the reinforcing member 5 is eventually connected to the upper part, and the embankment to the upper part. The compaction is performed, and as a result, the embankment compaction layer 13 is formed on the back surfaces 1b and 3b of the mold steel 1 and the panel member 3 to form the soil retention structure B.
以上のとおり、本発明では擁壁を構成する支柱が地盤
中の辷り面よりも下に達するまで埋め込まれて設置され
るから、基礎地盤が安定し、このため、たとえ本発明に
かかる補強土擁壁が軟弱な地盤上に構築されても破壊さ
れることなく安定して維持される。As described above, in the present invention, since the support pillars that form the retaining wall are embedded and installed until they reach below the siding surface in the ground, the foundation ground is stable, and therefore, even if the reinforcement soil holder according to the present invention is retained. Even if the wall is built on soft ground, it will not be destroyed and will remain stable.
第１図（ａ）は本発明支柱の設置状態を示し、第１図
（ｂ）は本発明にかかる補強土擁壁の説明図を示し、第
１図（ｃ）、（ｄ）はそれぞれ、本発明効果を説明する
模型図を示し、第２図（ａ）、（ｂ）、（ｃ）、（ｄ）
は公知技術の説明図を示し、第３図は本発明にかかる壁
面構造の一具体例の平面図を示し、第４図は補強材の連
結機構の一具体例を示し、第５図は本発明にかかる壁面
構造の正面図を示し、第６図は本発明にかかる壁面構造
の他の具体例の平面図を示し、第７図は補強材の連結機
構の他の具体例を示す。 １……支柱、３パネル部材、５……補強材、 15……掘削部、16……セメントまたはモルタル、 17……支柱杭、18……辷り面、Ａ……壁面構造、 Ｂ……土留構造体FIG. 1 (a) shows an installation state of a pillar of the present invention, FIG. 1 (b) shows an explanatory view of a reinforcing soil retaining wall according to the present invention, and FIGS. 1 (c) and (d) respectively, The model figure explaining the effect of this invention is shown, and FIG. 2 (a), (b), (c), (d)
Shows an explanatory view of a known technique, FIG. 3 shows a plan view of a concrete example of a wall structure according to the present invention, FIG. 4 shows a concrete example of a connecting mechanism of a reinforcing member, and FIG. FIG. 6 shows a front view of a wall structure according to the present invention, FIG. 6 shows a plan view of another specific example of the wall structure according to the present invention, and FIG. 7 shows another specific example of the reinforcing member connecting mechanism. 1 ... Support pillar, 3 panel member, 5 ... Reinforcement material, 15 ... Drilling part, 16 ... Cement or mortar, 17 ... Support pile, 18 ... Slip surface, A ... Wall structure, B ... Soil retaining Structure
───────────────────────────────────────────────────── フロントページの続き (56)参考文献 特開 昭49−134105（ＪＰ，Ａ) 実願昭56−135131号（実開昭58−42248 号）の願書に添付した明細書及び図面の内 容を撮影したマイクロフィルム（ＪＰ, Ｕ) 実願昭55−7147号（実開昭56−110147 号）の願書に添付した明細書及び図面の内 容を撮影したマイクロフィルム（ＪＰ, Ｕ) ─────────────────────────────────────────────────── --Continued from the front page (56) References JP-A-49-134105 (JP, A) JP-A-56-135131 (JP-A-58-42248) A microfilm (JP, U) of the contents of the specification and drawings attached to the application for Japanese Patent Application No. 55-7147 (No. 56-110147 of Japan).
Claims (2)
設置し、この支柱間にパネル部材を嵌め込んで壁面を構
成し、この壁面の背面に補強材を連結してなる補強土擁
壁において、前記支柱が地盤中の辷り面よりも下に達す
るまで埋め込んで設置されることを特徴とする補強土擁
壁。1. Reinforced soil obtained by installing a plurality of columns upright on the ground with a space therebetween, and by inserting a panel member between the columns to form a wall surface, and connecting a reinforcing material to the back surface of the wall surface. A reinforced soil retaining wall, characterized in that, in the retaining wall, the pillars are installed by being embedded until they reach below the siding surface in the ground.
において、前記支柱は地盤の辷り面よりも下に達するま
で掘削部を形成し、この掘削部にはセメントあるいはモ
ルタルを埋め込み、これらを固結して設置されることを
特徴とする補強土擁壁。2. The reinforced soil retaining wall according to claim 1, wherein the pillar forms an excavated portion until it reaches below the siding surface of the ground, and cement or mortar is embedded in the excavated portion. , Reinforced earth retaining wall characterized by being installed by solidifying these.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP59204757A JPH086326B2 (en) | 1984-09-29 | 1984-09-29 | Reinforced soil retaining wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP59204757A JPH086326B2 (en) | 1984-09-29 | 1984-09-29 | Reinforced soil retaining wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6183723A JPS6183723A (en) | 1986-04-28 |
| JPH086326B2 true JPH086326B2 (en) | 1996-01-24 |
Family
ID=16495840
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP59204757A Expired - Lifetime JPH086326B2 (en) | 1984-09-29 | 1984-09-29 | Reinforced soil retaining wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH086326B2 (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5368416A (en) * | 1993-09-23 | 1994-11-29 | Cataldo;; Michael | Building component for a noise barrier retaining wall |
| EP1319755B8 (en) * | 2001-12-17 | 2007-04-18 | Acufon International Plc | Prefabricated modular element for the construction of continuous walls or noise-barriers |
| JP4491840B1 (en) * | 2009-07-30 | 2010-06-30 | 株式会社プロテックエンジニアリング | Protective body support structure |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS49134105A (en) * | 1973-04-26 | 1974-12-24 | ||
| JPS56110147U (en) * | 1980-01-24 | 1981-08-26 | ||
| JPS5842248U (en) * | 1981-09-10 | 1983-03-19 | 寺林 治男 | earth retaining wall |
-
1984
- 1984-09-29 JP JP59204757A patent/JPH086326B2/en not_active Expired - Lifetime
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6183723A (en) | 1986-04-28 |
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