JPH0474487B2 - - Google Patents
Info
- Publication number
- JPH0474487B2 JPH0474487B2 JP59209368A JP20936884A JPH0474487B2 JP H0474487 B2 JPH0474487 B2 JP H0474487B2 JP 59209368 A JP59209368 A JP 59209368A JP 20936884 A JP20936884 A JP 20936884A JP H0474487 B2 JPH0474487 B2 JP H0474487B2
- Authority
- JP
- Japan
- Prior art keywords
- outer shell
- ground
- embankment
- tensile
- soil
- 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
- 239000000463 material Substances 0.000 claims description 70
- 239000002689 soil Substances 0.000 claims description 32
- 239000012779 reinforcing material Substances 0.000 claims description 25
- 238000000034 method Methods 0.000 claims description 8
- 238000005056 compaction Methods 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 description 19
- 238000010276 construction Methods 0.000 description 12
- 238000007596 consolidation process Methods 0.000 description 10
- 238000006073 displacement reaction Methods 0.000 description 8
- 239000004568 cement Substances 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000004033 plastic Substances 0.000 description 2
- 229920003023 plastic Polymers 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 239000004698 Polyethylene Substances 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 239000008267 milk Substances 0.000 description 1
- 210000004080 milk Anatomy 0.000 description 1
- 235000013336 milk Nutrition 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000004745 nonwoven fabric Substances 0.000 description 1
- -1 polyethylene Polymers 0.000 description 1
- 229920000573 polyethylene Polymers 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 239000005060 rubber Substances 0.000 description 1
- 239000000126 substance Substances 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
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0266—Retaining or protecting walls characterised by constructional features made up of preformed elements
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〕
本発明は盛土構造物の構築方法に係り、特に施
工が簡単でかつ恒久性に富み、さらに盛土土層の
変位に対して安定な盛土構造物の構築方法に関す
る。[Detailed description of the invention] [Technical field to which the invention pertains] The present invention relates to a method for constructing an embankment structure, and in particular, an embankment structure that is easy to construct, highly durable, and stable against displacement of the embankment soil layer. Concerning how things are constructed.
近年、土地の有効利用を目的として直立法面の
土留構造物（土留壁）が社会経済的立場から建設
業界に求められている。
In recent years, upright vertical earth retaining structures (earth retaining walls) have been in demand in the construction industry from a socio-economic standpoint in order to make effective use of land.
この種の土留構造物は従来、地盤上に複数本の
支柱を間隔をあけて直立して設置し、互いに隣接
する支柱間にコンクリートパネルを嵌め込んで壁
体を構成し、この壁体の背面側に鉄筋製の抗張材
を布設し、盛土を、かつ転圧して土層と抗張材を
一体化し、盛土構造物として構築されていた。し
かし、この種の盛土構造物では抗張材が腐食して
しまい、恒久性に劣るものである。 Conventionally, this type of earth retaining structure is constructed by installing multiple pillars upright on the ground at intervals, and constructing a wall by inserting concrete panels between the adjacent pillars. It was constructed as an embankment structure by laying reinforcing steel tensile material on the sides and rolling the soil to integrate the soil layer and tensile material. However, in this type of embankment structure, the tensile material corrodes, making it less durable.
この欠点を改良する工法として、可撓性外殻
と、この外殻に挿入された可撓性抗張材と、該外
殻内に地表面から固結材を注入するための注入管
とを備えた可撓性地盤強化材を所定の間隔をあけ
て地盤上に布設し、盛土をし、転圧して土層を形
成し、この工程をくり返して盛土構造物とする工
法が知られている。（特公昭59−18494号発明）。 As a construction method to improve this drawback, a flexible outer shell, a flexible tensile material inserted into this outer shell, and an injection pipe for injecting consolidation material into the outer shell from the ground surface are used. There is a known construction method in which flexible ground reinforcing materials are laid on the ground at predetermined intervals, embanked, compacted to form a soil layer, and this process is repeated to create an embankment structure. . (Special Publication No. 59-18494 invention).
この工法は恒久性に富んだ盛土構造物を構築し
うるものであるが、構造物の構築後に外殻中に固
結材を注入するので、壁高の高い構造物の場合に
は最終壁高に至るまでに土圧によつて抗張材が外
殻から部分的の押し出されてしまい、これを防ぐ
ためにシートを層状に布設して補強したり、ある
いは抗張材にアンカープレートを連結する等の必
要があり、施工に手間がかかつた。 This construction method allows for the construction of highly permanent embankment structures, but since consolidating material is injected into the outer shell after the construction of the structure, the final wall height can be reduced in the case of structures with high wall heights. Until this happens, the tensile material is partially pushed out of the outer shell due to earth pressure, and to prevent this, it is necessary to install layers of sheets for reinforcement, or to connect anchor plates to the tensile material. The construction required time and effort.
また、可撓性外殻と抗張材間は空間になつてい
るため、その上に土砂をまき出し、転圧すると、
その荷重により外殻がつぶれてしまい、したがつ
て、盛土が完了してから外殻内に固結材を注入し
ても所定の厚さの固結層を抗張材の周囲に形成す
ることは困難であり、確実な耐久性を得ることが
期待できなかつた。 In addition, since there is a space between the flexible outer shell and the tensile material, if earth and sand are poured on top of it and compacted,
The outer shell collapses due to the load, and therefore, even if the compacting material is injected into the outer shell after the embankment is completed, a compacted layer of a predetermined thickness cannot be formed around the tensile material. However, it was difficult to obtain reliable durability.
そこで、本発明の目的は施工が簡単でかつ恒久
性に富み、さらに盛土土層の変位に対して安定で
ある、前述の公知技術に存する欠点を改良した盛
土構造物の構築方法を提供することにある。
SUMMARY OF THE INVENTION Therefore, an object of the present invention is to provide a method for constructing an embankment structure that is easy to construct, highly durable, and stable against displacement of the embankment soil layer, and that improves the drawbacks of the above-mentioned known techniques. It is in.
前述の目的を達成するため、本発明によれば、
不透水性かつ可撓性外殻と、この外殻に挿入され
た可撓性抗張材と、前記外殻内に填充して固結さ
れ、前記外殻と抗張材とを一体化せしめる固結材
とから構成される地盤強化材を地盤上に布設し、
該地盤強化材上に盛土をし、かつ転圧して土層と
地盤強化材とを一体化し、かつ該地盤強化材を地
盤上に設置された壁体の背面に連結することを特
徴とする。
In order to achieve the aforementioned object, according to the present invention:
a water-impermeable and flexible outer shell, a flexible tensile material inserted into the outer shell, and a flexible tensile material that is filled and solidified into the outer shell to integrate the outer shell and the tensile material. A soil reinforcing material consisting of a consolidation material is laid on the ground,
The method is characterized in that embankment is placed on the ground reinforcing material and compacted to integrate the soil layer and the ground reinforcing material, and the ground reinforcing material is connected to the back of a wall installed on the ground.
第１図は本発明に用いられる地盤強化材の一具
体例の断面図を示す。第１図中、１は不不透水性
かつ可撓性外殻であつて、例えばポリエチレンチ
ユーブ等のプラスチツク管からなる。
FIG. 1 shows a cross-sectional view of a specific example of the soil reinforcement material used in the present invention. In FIG. 1, reference numeral 1 denotes a water-impermeable and flexible outer shell, which is made of, for example, a plastic tube such as a polyethylene tube.
この外殻１には鉄筋等の可撓性抗張材２が挿入
され、かつセメントミルク、発泡セメント、樹脂
混合セメント、フアイバー混入セメント等の固結
材３が填充して固結され、これにより、外殻１と
抗張材３は固結材３の固結物によつて一体化さ
れ、本発明にかかる地盤強化材Ａを得る。この種
の地盤強化材Ａは工場において完全な品質管理の
下で製造されるので一定品質のものが期待でき
る。 A flexible tensile material 2 such as reinforcing steel is inserted into this outer shell 1, and a consolidating material 3 such as cement milk, foamed cement, resin-mixed cement, or fiber-mixed cement is filled and solidified. , the outer shell 1 and the tensile material 3 are integrated by the consolidation material 3 to obtain the ground reinforcement material A according to the present invention. This type of soil reinforcement material A is manufactured under complete quality control in a factory, so it can be expected to have a constant quality.
なお、前述の地盤強化材Ａは第２図に示される
ように網の目状の形状を有するものであつてもよ
く、また、図示しないがジヤングルジム状の形状
に組み立てられたものであつてもよい。第２図に
おいて、１は外殻、２は抗張材、３は固結材を示
す。 The above-mentioned soil reinforcing material A may have a net-like shape as shown in FIG. 2, or may be assembled into a giant gym shape (not shown). good. In FIG. 2, 1 is an outer shell, 2 is a tensile material, and 3 is a consolidation material.
本発明は上述の地盤強化材Ａを地盤上に設置さ
れた壁体の背面に連結して布設し、盛土をし、か
つ転圧して土層と地盤強化材Ａとを一体化するこ
とにより盛土構造物を構築する。 The present invention is constructed by connecting and laying the above-mentioned soil reinforcement material A to the back of a wall installed on the ground, embanking it, and rolling it to integrate the soil layer and the soil reinforcement material A. Build structures.
以下、この構築法を具体的に詳述する。 This construction method will be specifically explained in detail below.
まず、第３図に示されるように支柱４を地盤５
上に任意の複数本間隔をあけて直立に設置する。
次いで互いに隣接する支柱４，４間にコンクリー
トパネル６を嵌め込んで壁体７を構成し、この壁
体７の背面８側の地盤５上に地盤強化材Ａを布設
する。この布設に際して地盤強化材Ａは支柱４な
いしはコンクリートパネル６の背面に連結され
る。 First, as shown in FIG.
Place multiple pieces upright on top with arbitrary intervals.
Next, a concrete panel 6 is fitted between the mutually adjacent pillars 4, 4 to form a wall 7, and a ground reinforcing material A is laid on the ground 5 on the back surface 8 side of this wall 7. During this installation, the ground reinforcing material A is connected to the back surface of the support column 4 or the concrete panel 6.
この連結は第３図示のように抗張材２を支柱４
ないしはコンクリートパネル６にナツト９により
固定して行つてもよく、また、第４図示のように
地盤強化材Ａを先端に棒状の係合片１０を固定
し、かつコンクリートパネル６（支柱４でもよ
い）に係合片１０と合致する孔１１を穿設し、こ
の孔１１に係合片１０を挿入の後地盤注入材Ａを
矢印方向に回転することにより行つてもよい。こ
の場合、地盤強化材Ａは孔１１の高さ幅だけ上下
に自由にスライド可能となり、このため後述のよ
うに転圧により地盤強化材Ａが下方に変位しても
連結部に応力集中が起こらず、盛土の圧縮に順応
する。 This connection connects the tensile material 2 to the strut 4 as shown in the third figure.
Alternatively, it may be fixed to the concrete panel 6 with nuts 9, or, as shown in FIG. ) may be performed by drilling a hole 11 that matches the engagement piece 10, inserting the engagement piece 10 into the hole 11, and then rotating the ground injection material A in the direction of the arrow. In this case, the ground reinforcing material A can freely slide up and down by the height width of the hole 11, so even if the ground reinforcing material A is displaced downward due to compaction as described later, stress concentration will not occur in the connecting part. It adapts to the compaction of the embankment.
次いで、この布設された地盤強化材Ａに盛土を
し、転圧して土層と地盤強化材Ａとを一体化し、
この工程を繰り返して実施することにより第５図
示のように盛土構造物Ｂを構築する。 Next, embankment is placed on the laid ground reinforcement material A, and the soil layer and soil reinforcement material A are integrated by compaction.
By repeating this process, embankment structure B is constructed as shown in Figure 5.
盛土構造物Ｂは第５図ａに示されるように一つ
のブロツクで構築されてもよく、第５図ｂに示さ
れるように二つのブロツクを重ね合わせるように
構築されてもよく、さらに第５図ｃに示されるよ
うに三つのブロツクを斜めに重ね合わせて傾斜し
た法面を構築してもよい。 The embankment structure B may be constructed with one block as shown in Fig. 5a, or may be constructed with two blocks stacked on top of each other as shown in Fig. 5b, or may be constructed with a As shown in Figure c, three blocks may be stacked diagonally to construct a sloped slope.
前述の本発明構築方法において、地盤強化材Ａ
は第６図に示されるように、転圧、地盤の不同沈
下等の盛土土層の変位により部分的に破壊されて
も（破壊は固結材３に発生する。この固結材３の
破壊部分をＸで示す。）、この破壊部分Ｘの外殻１
ａには固結材３の変位を抑制しようとする張力が
加わるため外殻１内の固結材３が全長にわたつて
破壊されくことがない。むしろ強化材Ａは固結材
３の部分的破壊により盛土の変位に順応すること
になり、しかも抗張材２および外殻１のいずれも
が可撓性を呈するるものであるから、これらが前
記変位に順応することは容易であり、したがつて
強化材Ａは剛性部材からなる強化材でありながら
可撓性強化材の作用を呈しうるものであり、した
がつて、得られる盛土構造物は盛土土層の変位に
対して安定である。なお、本発明にかかる地盤強
化材Ａにおいて、第７図示のように外殻１の任意
の個所に、外殻１の長さ方向に対して直角な方向
に目地１２が装着されてもよい。この目地１２は
各種プラスチツク、レキセイ材、ゴム、不織布
等、後述の固結材よりも柔軟な材料からなる円盤
状の形状を有し、中心部分に孔が穿設され、この
孔に抗張材２を挿通することにより外殻１内の任
意の個所に好ましくは複数個、間隔をあけて外殻
１の長さ方向に対して直角方向に装着される。１
３は固結材３の通過する孔である。なお、前述の
目地１２は単に間隙を設けることにより形成する
こともできる。 In the construction method of the present invention described above, the soil reinforcement material A
As shown in Fig. 6, even if it is partially destroyed due to displacement of the embankment soil layer due to compaction, uneven ground settlement, etc. ), the outer shell 1 of this broken part
Since a tension force is applied to a to suppress the displacement of the solidified material 3, the solidified material 3 in the outer shell 1 is not destroyed over its entire length. Rather, the reinforcing material A adapts to the displacement of the embankment due to the partial destruction of the consolidation material 3, and since both the tensile material 2 and the outer shell 1 exhibit flexibility, these It is easy to adapt to the displacement, and therefore the reinforcing material A can act as a flexible reinforcing material even though it is a reinforcing material made of a rigid member. Therefore, the resulting embankment structure is stable against displacement of the embankment soil layer. In addition, in the ground reinforcement material A according to the present invention, joints 12 may be installed at arbitrary locations on the outer shell 1 in a direction perpendicular to the longitudinal direction of the outer shell 1, as shown in FIG. This joint 12 has a disc-like shape made of a material that is more flexible than the consolidation material described later, such as various plastics, Lexi materials, rubber, non-woven fabric, etc., and has a hole in the center, and a tensile material is inserted into the hole. 2 are inserted into the outer shell 1, so that preferably a plurality of them are mounted at any location within the outer shell 1 at intervals and in a direction perpendicular to the length direction of the outer shell 1. 1
3 is a hole through which the consolidation material 3 passes. Note that the above-mentioned joint 12 can also be formed simply by providing a gap.
また、外殻１は不透水性であるため、強化材Ａ
の中に地下水が浸入するようなことはなく、した
がって抗張材２が地下水により腐食される心配が
なく、このため本発明では恒久性を保持する盛土
構造物の構築を可能にする。 In addition, since the outer shell 1 is water-impermeable, the reinforcing material A
There is no possibility that groundwater will infiltrate into the structure, so there is no fear that the tensile material 2 will be corroded by groundwater, and therefore, the present invention makes it possible to construct an embankment structure that maintains its permanence.
さらに、本発明方法では盛土中に強化材Ａが布
設される時点で固結材３が完全に硬化され、外殻
１と抗張材２が完全に一体化されているため、か
つ、強化材Ａが地盤上に設置された壁体の背面に
連結されているため、転圧と同時に抗張材２の引
張強度が土層に付与され、したがつて公知技術の
ようにシートの布設ないしはアンカープレートの
連結等を必要とせず、充分に大きな盛土構造物で
あつても施工が簡単である。 Furthermore, in the method of the present invention, the consolidation material 3 is completely hardened and the outer shell 1 and the tensile material 2 are completely integrated when the reinforcing material A is laid in the embankment. Since A is connected to the back of the wall installed on the ground, the tensile strength of the tensile material 2 is imparted to the soil layer at the same time as compaction, and therefore the sheet cannot be laid or anchored as in the known technology. There is no need to connect plates, and construction is easy even for sufficiently large embankment structures.
また、補強材上に盛土して転圧しても、固結材
が高強度を有するため、外殻がつぶれることがな
く、外殻と抗張材間に一定の厚さの固結層を保持
し得、確実な耐久性を得る。 In addition, even if it is filled with reinforcing material and compacted, the hardened material has high strength, so the outer shell will not collapse, and a solidified layer of a certain thickness will be maintained between the outer shell and the tensile material. and ensure durability.
なお、上述の本発明において、地盤強化材Ａを
地盤上に布設するに当り、セメント、石灰、ある
いはこれらと土壌の混練物層を強化材Ａのまわり
に形成したうえで土砂をまきだし、転圧すれば、
一層強固な盛土構造物を構築しうる。この理由は
単に強化材Ａと土層とが摩擦力により一体化され
るのではなく、化学的固結効果により一体化さ
れ、引抜き抵抗が大幅に増大されるためである。 In addition, in the above-mentioned present invention, when laying the ground reinforcement material A on the ground, a layer of cement, lime, or a mixture of these and soil is formed around the reinforcement material A, and then earth and sand is poured out and rolled. If you press,
An even stronger embankment structure can be constructed. The reason for this is that the reinforcing material A and the soil layer are not simply integrated by frictional force, but are integrated by a chemical consolidation effect, and the pull-out resistance is greatly increased.
以上のとおり、本発明は盛土構造物の構築にあ
たり、不透水性かつ可撓性外殻と、この外殻に挿
入された可撓性抗張材と、この外殻内に填充して
固結され、前記外殻と抗張材とを一体化せしめる
固結材とから構成される地盤強化材を地盤上に布
設し、その後、盛土をし、かつ転圧して土層と地
盤強化材とを一体化するようにしたから、抗張材
が直接土層と接触せず、このため従来のように腐
食することがなく、さらに施工中、抗張材が土圧
によつて外殻から押し出される心配がなく、この
ため従来のように、抗張材にアンカープレートを
連結する等の必要がなく、したがつて、施工が簡
単でかつ恒久性に富むという優れた効果を奏し、
さらに、前記強化材を地盤上に設置された壁体の
背面に連結したから、盛土土層の変位に対して安
定であるという優れた効果を奏しうるものであ
る。
As described above, in constructing an embankment structure, the present invention includes an impermeable and flexible outer shell, a flexible tensile material inserted into the outer shell, and a material that is filled and solidified into the outer shell. A soil reinforcing material composed of a consolidating material that integrates the outer shell and the tensile material is laid on the ground, and then embanked and compacted to connect the soil layer and the ground reinforcing material. Because it is integrated, the tensile material does not come into direct contact with the soil layer, which prevents it from corroding like in conventional methods.Furthermore, during construction, the tensile material is pushed out of the outer shell by earth pressure. There is no need to worry about this, and there is no need to connect anchor plates to the tensile material as in the past.Therefore, it is easy to install and highly durable.
Furthermore, since the reinforcing material is connected to the back surface of the wall installed on the ground, an excellent effect of stability against displacement of the embankment soil layer can be achieved.
第１図は本発明に用いられる地盤強化材の一具
体例の断面図を示し、第２図は他の地盤強化材の
平面図を示し、第３図は本発明にかかる地盤強化
材を布設した状態の平面図を示し、第４図は本発
明にかかる地盤強化材の壁体への連結状態を表し
た斜視図を示し、第５図ａ，ｂおよびｃは本発明
にかかる盛土構造物の構築状態を表した模型図を
示し、第６図は本発明にかかる地盤強化材の効果
の説明図を示し、第７図は目地材を使用した地盤
強化材の一具体例の断面図を示す。
１……外殻、２……抗張材、３……固結材、４
……支柱、５……地盤、６……コンクリートパネ
ル、７……壁体、８……背面、Ａ……地盤強化
材、Ｂ……盛土構造物。
Figure 1 shows a cross-sectional view of one specific example of the soil reinforcement material used in the present invention, Figure 2 shows a plan view of another soil reinforcement material, and Figure 3 shows the construction of the soil reinforcement material according to the present invention. FIG. 4 shows a perspective view showing the state in which the ground reinforcement material according to the present invention is connected to the wall, and FIGS. 5 a, b, and c show the embankment structure according to the present invention. Fig. 6 shows an explanatory diagram of the effect of the soil reinforcement material according to the present invention, and Fig. 7 shows a cross-sectional view of a specific example of the soil reinforcement material using joint material. show. 1... Outer shell, 2... Tensile material, 3... Consolidation material, 4
... Support column, 5 ... Ground, 6 ... Concrete panel, 7 ... Wall, 8 ... Back, A ... Ground reinforcement material, B ... Embankment structure.
Claims (1)
された可撓性抗張材と、前記外殻内に填充して固
結され、前記外殻と抗張材とを一体化せしめる固
結材とから構成される地盤強化材を地盤上に布設
し、該地盤強化材上に盛土をし、かつ転圧して土
層と地盤強化材とを一体化し、かつ該地盤強化材
を地盤上に設置された壁体の背面に連結すること
を特徴とする盛土構造物の構築方法。1. A water-impermeable and flexible outer shell, a flexible tensile material inserted into this outer shell, and a material that is filled and solidified into the outer shell to integrate the outer shell and the tensile material. A soil reinforcing material consisting of a consolidating material is laid on the ground, embankment is placed on the ground reinforcing material, and the soil layer and the ground reinforcing material are integrated by compaction, and the ground reinforcing material is A method of constructing an embankment structure characterized by connecting it to the back of a wall installed on the ground.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP20936884A JPS6187024A (en) | 1984-10-05 | 1984-10-05 | Construction of banking structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP20936884A JPS6187024A (en) | 1984-10-05 | 1984-10-05 | Construction of banking structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6187024A JPS6187024A (en) | 1986-05-02 |
| JPH0474487B2 true JPH0474487B2 (en) | 1992-11-26 |
Family
ID=16571776
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP20936884A Granted JPS6187024A (en) | 1984-10-05 | 1984-10-05 | Construction of banking structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6187024A (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2804994B2 (en) * | 1989-07-21 | 1998-09-30 | 清水建設株式会社 | Lattice ground reinforcement |
| FR2959761B1 (en) * | 2010-05-07 | 2013-06-28 | Terre Armee Int | CONTINUOUS SEALING FOR CIVIL ENGINEERING |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5376501A (en) * | 1976-12-17 | 1978-07-07 | Shinkouzou Gijiyutsu Kk | Method of building reinforced sand guard wall |
| JPS5918494A (en) * | 1982-07-22 | 1984-01-30 | 石川島建材工業株式会社 | Method of fixing pipe on pipe through portion of reactor container |
-
1984
- 1984-10-05 JP JP20936884A patent/JPS6187024A/en active Granted
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5376501A (en) * | 1976-12-17 | 1978-07-07 | Shinkouzou Gijiyutsu Kk | Method of building reinforced sand guard wall |
| JPS5918494A (en) * | 1982-07-22 | 1984-01-30 | 石川島建材工業株式会社 | Method of fixing pipe on pipe through portion of reactor container |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6187024A (en) | 1986-05-02 |
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