JPH06306854A - Earth retaining wall body - Google Patents
Earth retaining wall bodyInfo
- Publication number
- JPH06306854A JPH06306854A JP9341593A JP9341593A JPH06306854A JP H06306854 A JPH06306854 A JP H06306854A JP 9341593 A JP9341593 A JP 9341593A JP 9341593 A JP9341593 A JP 9341593A JP H06306854 A JPH06306854 A JP H06306854A
- Authority
- JP
- Japan
- Prior art keywords
- ground improvement
- antibodies
- pile
- soil improver
- 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.)
- Granted
Links
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】この発明は土留用壁体に関し、特
に、土圧・水圧等の側圧を支持して地盤の崩壊や移動等
を防止する土留用壁体に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an earth retaining wall, and more particularly to an earth retaining wall that supports lateral pressure such as earth pressure and water pressure to prevent collapse and movement of the ground.
【０００２】[0002]
【従来の技術】例えば、軟弱地盤を強化する場合や、地
盤をそのまま土木構造物として使用する場合に、地盤中
に固化材を混入したり地盤を凍結させることにより強固
かつ安定した地盤改良体とする固結工法がしばしば採用
される。そして、このような改良体を開削工法を行なう
際の土留壁や地滑り等による地盤の移動を防止するため
の土留壁として造成する場合には、かかる改良体は引張
力に対抗する強度が小さいため、モーメント等により大
きな引張り応力が生じないように改良体の設計を行なう
必要がある。すなわち、大きな側圧力を安定して支持さ
せるためには、側圧力の負荷方向に改良幅を大きくとっ
て改良体を造成する必要がある。2. Description of the Related Art For example, when strengthening a soft ground or when the ground is used as a civil engineering structure as it is, a solid and stable ground improvement body is obtained by mixing a solidifying material into the ground or freezing the ground. The consolidation method is often adopted. And when such an improved body is constructed as a retaining wall or a retaining wall for preventing the movement of the ground due to landslide when performing the excavation method, such an improved body has a small strength against the tensile force. It is necessary to design the improved body so that a large tensile stress does not occur due to the moment. That is, in order to stably support a large lateral pressure, it is necessary to form a modified body with a large modified width in the load direction of the lateral pressure.
【０００３】[0003]
【発明が解決しようとする課題】しかながら、上記地盤
改良体を土留用の壁体として用いる場合、改良体の造成
工事は工事コストが高いため、改良幅を大きくとるのは
不経済であるとともに、既存の構造物に隣接して改良体
を造成する場合等改良幅を十分にとることができない作
業現場では、安定した土留用壁体を造成することが困難
であるという問題があった。However, when the above-mentioned ground improvement body is used as a wall body for retaining soil, construction cost of the improvement body is high, and it is uneconomical to make a large improvement width. However, there is a problem that it is difficult to form a stable earth retaining wall at a work site where the improvement width cannot be sufficiently obtained such as when an improvement body is formed adjacent to an existing structure.
【０００４】また、改良体の一側面側を掘削する開削工
法においては、開削面に沿って補強用の鋼材を挿入する
ことにより改良体の剛性を強化する方法も採用されてい
るが、十分な剛性を得るためには断面係数の大きな鋼材
を必要とするため、合理的かつ経済的な設計・施工を行
なうことができないという問題があった。Further, in the excavation method for excavating one side surface of the improved body, a method of strengthening the rigidity of the improved body by inserting a reinforcing steel material along the excavated surface is also adopted, but it is sufficient. Since a steel material having a large section modulus is required to obtain rigidity, there is a problem that rational and economical design and construction cannot be performed.
【０００５】そこで、この発明は上記問題点を解消する
ためになされたもので、地盤改良体による土留用壁体で
あって、改良幅を大きくとる必要がなく、合理的かつ経
済的に設計・施工を行なうことができるとともに、土圧
力を安定して支持することのできる土留用壁体を提供す
ることを目的とする。Therefore, the present invention has been made to solve the above-mentioned problems, and is a wall for earth retaining by a ground improvement body, which is rational and economically designed / designed without requiring a large improvement width. An object of the present invention is to provide a soil retaining wall that can be constructed and can stably support soil pressure.
【０００６】[0006]
【課題を解決するための手段】この発明は、上記目的を
鑑みてなされたもので、その要旨は、土圧、水圧等の側
圧を支持すべく構築される土留用壁体であって、側圧の
負荷方向と交差して延長形成される所定幅の地盤改良体
と、該地盤改良体の側圧負荷方向前方の側端部に沿って
打設される前方杭体と、前記地盤改良体の側圧負荷方向
後方の側端部に沿って打設される多数の後方杭体と、該
後方杭体及び前記前方杭体を結合する引張材とからなる
ことを特徴とする土留用壁体にある。SUMMARY OF THE INVENTION The present invention has been made in view of the above objects, and its gist is a wall for earth retention constructed to support side pressure such as earth pressure and water pressure. The ground improvement body having a predetermined width which is extended to intersect with the load direction of the ground improvement body, the lateral pressure of the ground improvement body, the front pile body driven along the side end in the forward direction of the load direction, and the side pressure of the ground improvement body. The earth retaining wall body is composed of a large number of rear pile bodies that are driven along the side ends that are rearward in the load direction, and a tensile member that connects the rear pile bodies and the front pile bodies.
【０００７】ここで、前記前方杭体及び後方杭体として
は、Ｈ形鋼、Ｉ形鋼、鋼矢板、鋼管杭等の各種の鋼材の
他、ＰＣ杭等を用いることもできる。Here, as the front pile and the rear pile, various steel materials such as H-section steel, I-section steel, steel sheet pile, and steel pipe pile, as well as PC piles and the like can be used.
【０００８】[0008]
【作用】以上の構成を有する土留用壁体によれば、地盤
改良体は、当該地盤改良体の両側部に沿って打設される
前方杭体及び後方杭体と、当該前方杭体及び後方杭体を
結合する引張材の作用により一体化する。すなわち、引
張材の作用により改良体と杭体とが一体となって側圧に
抵抗するので、地盤の必要改良幅が低減するとともに、
側圧を効率良くかつ安定して支持することができる。According to the earth retaining wall having the above structure, the ground improvement body includes a front pile body and a rear pile body which are placed along both sides of the ground improvement body, and the front pile body and the rear pile body. It is integrated by the action of the tension material that connects the piles. That is, since the improvement body and the pile body are integrated and resist the lateral pressure by the action of the tensile member, the necessary improvement width of the ground is reduced, and
The lateral pressure can be efficiently and stably supported.
【０００９】[0009]
【実施例】以下、この発明の一実施例を図面を用いて詳
細に説明する。この実施例における土留用壁体１０は、
図１に示すように、開削工法により地中に構造物を構築
する際に、掘削の障害となる切梁等の山留支保部材を開
削部に設けることなく、周囲の軟弱地盤Ｅからの土圧や
水圧などの側圧を安定して支持すべく造成されたもので
ある。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the present invention will be described in detail below with reference to the drawings. The earth retaining wall 10 in this embodiment is
As shown in FIG. 1, when constructing a structure in the ground by the excavation method, the soil from the surrounding soft ground E is not provided in the excavation part without providing a mountain retaining member such as a cutting beam that hinders excavation. It was created to stably support lateral pressure such as pressure and water pressure.
【００１０】すなわち、この実施例の土留用壁体１０
は、各種の地盤改良工法により造成された所定幅の地盤
改良体１１と、この地盤改良体１１の前面、すなわち地
盤改良体１１の開削部側の側面に沿って所定間隔をおい
て打設設置された前方杭体としての前方Ｈ形鋼１２と、
地盤改良体１１の背面、すなわち地盤改良体１１の軟弱
地盤Ｅ側の側面に沿って、前記前方Ｈ形鋼１２と対応し
て所定間隔をおいて打設設置された後方杭体としての後
方Ｈ形鋼１３と、地盤改良体１１内を横断して前方Ｈ形
鋼１２と後方Ｈ形鋼１３とを結合する引張材１４とによ
って構成される。That is, the earth retaining wall 10 of this embodiment.
Is a ground improvement body 11 having a predetermined width formed by various ground improvement methods, and is installed at predetermined intervals along the front surface of the ground improvement body 11, that is, the side surface of the ground improvement body 11 on the side of the excavated portion. Front H-section steel 12 as a front pile body,
The rear H, which is a rear pile body, is installed along the back surface of the ground improvement body 11, that is, along the side surface of the ground improvement body 11 on the side of the soft ground E at a predetermined interval corresponding to the front H-section steel 12. It is composed of a shaped steel 13 and a tensile member 14 that crosses the ground improvement body 11 and connects the front H-shaped steel 12 and the rear H-shaped steel 13.
【００１１】そして、かかる土留用壁体１０を形成する
には、まず、開削予定箇所を囲って地盤改良体１１を造
成する。この地盤改良体１１は、一例として、図２に示
される深層混合パイル工法により、地盤改良体１１の造
成領域内に縦横に多数の円柱状の地盤改良パイル１７を
打設することによって造成する。すなわち、この深層混
合パイル工法は、パイル打設機械１５によって回転ロッ
ド１６を所定深度まで打ち込んだ後に（（イ）〜（ハ）
参照）、当該回転ロッド１６の先端から固化材を供給し
つつ引抜くことにより（（ニ）参照）、地盤の土砂と固
化材とを混合攪拌した地盤改良パイル１７を順次造成し
て行くものである（（ホ）参照）。Then, in order to form the earth retaining wall body 10, first, the ground improvement body 11 is formed so as to surround the planned excavation site. As an example, the ground improvement body 11 is formed by casting a large number of cylindrical ground improvement piles 17 vertically and horizontally in the formation area of the ground improvement body 11 by the deep layer pile method shown in FIG. That is, in this deep layer pile method, after the rotary rod 16 is driven to a predetermined depth by the pile driving machine 15, ((a) to (c)).
(Refer to (D)) by sequentially supplying and solidifying the solidifying material from the tip of the rotary rod 16 (see (d)), the soil improvement pile 17 in which the soil and sand of the ground are mixed and stirred is sequentially formed. Yes (see (e)).
【００１２】地盤改良体１１を造成したら、前記前方Ｈ
形鋼１２、後方Ｈ形鋼１３及び引張材１４を取付けるべ
く、この地盤改良体１１には、これの延長方向と垂直方
向に、例えば図３に示す薄溝掘削機１８を使用して、図
４に示す掘削断面を有する取付溝１９を掘削形成する。
この薄溝掘削機１８は、例えば特開平２−２２１５１９
号公報に開示される既知のもので、円形断面の一対の削
孔部２０とこれらの間に設けられた一対のチェーンカッ
ター２１とを有し、クレーン等のベースマシーン（図示
せず）から吊下げられて、その重量により地中鉛直方向
に取付溝１９を掘進して行くものである。すなわち、円
形の掘削孔２２は削孔部２０により、縦長の溝孔２３は
チェーンカッター２１により、各々掘削形成する。な
お、この取付溝１９は必ずしも地盤改良体１１の鉛直方
向の全長に亘って掘削形成する必要はなく（図６参
照）、かかる掘削長さは、これに挿入される前方Ｈ形鋼
１２及び後方Ｈ形鋼１３の支持力や大きさ等を鑑みて適
宜設計されるものである。After the ground improvement body 11 is constructed, the front H
In order to mount the section steel 12, the rear H-section steel 13 and the tension member 14, the ground improvement body 11 is mounted in the direction perpendicular to the extension direction thereof, for example, by using the thin groove excavator 18 shown in FIG. The mounting groove 19 having the excavated cross section shown in FIG. 4 is excavated.
This thin groove excavator 18 is disclosed in, for example, Japanese Patent Laid-Open No. 221519/1990.
It is a known one disclosed in Japanese Patent Publication No. JP-A-2003-115, and has a pair of drilled portions 20 having a circular cross section and a pair of chain cutters 21 provided therebetween, and is suspended from a base machine (not shown) such as a crane. It is lowered and the mounting groove 19 is dug in the vertical direction in the ground due to its weight. That is, the circular excavation hole 22 is excavated by the excavation portion 20, and the vertically elongated slot 23 is excavated by the chain cutter 21. The mounting groove 19 does not necessarily have to be excavated and formed over the entire length of the ground improvement body 11 in the vertical direction (see FIG. 6). It is designed as appropriate in consideration of the supporting force and size of the H-section steel 13.
【００１３】そして、掘削形成した取付溝１９には、図
５及び図６に示すように、両端の掘削孔２２に前方Ｈ形
鋼１２、後方Ｈ形鋼１３を各々挿入する。また、前方Ｈ
形鋼１２、後方Ｈ形鋼１３との間には、これらを結合す
るための引張材１４を縦長溝孔２３内に設置する。ここ
で、引張材１４は、図７に示すように、その両端に固定
した一対の嵌合部材２４を前方Ｈ形鋼１２及び後方Ｈ形
鋼１３のフランジ２５に各々嵌合し、フランジ２５をガ
イドとして沈下させてゆくことにより、所定の位置に容
易に設置することができる。なお、かかる引張材１４
は、必ずしも予めテンションを負荷しておく必要はない
が、少なくとも前方Ｈ形鋼１２と後方Ｈ形鋼１３との間
の地盤改良体１１に引張り力が作用しようとした場合に
これを支持する強度を備えることを必要とし、例えば鋼
棒、鋼線、鋼矢板、ワイヤ等からなるものを使用する。
また、かかる前方Ｈ形鋼１２、後方Ｈ形鋼１３及び引張
材１４の設置作業に際し、取付溝１９内には例えばベン
トナイト泥水を充填して壁面の安定を維持する。Then, as shown in FIGS. 5 and 6, the front H-section steel 12 and the rear H-section steel 13 are inserted into the excavation holes 22 at both ends of the mounting groove 19 formed by excavation. Also, forward H
Between the shaped steel 12 and the rear H-shaped steel 13, a tension member 14 for connecting these is installed in the longitudinal slot 23. Here, as shown in FIG. 7, the tension member 14 has a pair of fitting members 24 fixed to both ends thereof fitted to the flanges 25 of the front H-section steel 12 and the rear H-section steel 13 respectively, and the flanges 25 are By setting it down as a guide, it can be easily installed at a predetermined position. In addition, such a tensile member 14
Does not necessarily need to be loaded with a tension in advance, but is a strength for supporting at least a tensile force acting on the ground improvement body 11 between the front H-section steel 12 and the rear H-section steel 13. It is necessary to provide a steel rod, a steel wire, a steel sheet pile, a wire or the like.
Further, when the front H-section steel 12, the rear H-section steel 13 and the tension member 14 are installed, the mounting groove 19 is filled with bentonite muddy water to maintain the stability of the wall surface.
【００１４】そして、これらの部材の設置作業が完了し
たら、例えば注入ロッド等（図示せず）を介して取付溝
１９の底部からセメントミルクを注入し、ベントナイト
泥水と置換してこれを固結させることにより、地盤改良
体１１、前方Ｈ形鋼１２、後方Ｈ形鋼１３及び引張材１
４が一体となった土留用壁体１０の造成が完了する。When the installation work of these members is completed, cement milk is injected from the bottom of the mounting groove 19 through, for example, an injection rod or the like (not shown), and the cement milk is replaced with bentonite muddy water to solidify it. As a result, the ground improvement body 11, the front H-section steel 12, the rear H-section steel 13 and the tensile member 1
The construction of the earth retaining wall body 10 in which 4 are integrated is completed.
【００１５】なお、後方Ｈ形鋼１３には、図８に示すよ
うに、隣接する後方Ｈ形鋼１３の間を１〜２ｍ程度掘削
してここに連結鋼材２６を設置し、後方Ｈ形鋼１３の天
端を連続一体化することが好ましい。また、図５、図６
及び図８において、３０は腹起こし部材で、土留用壁体
１０の造成後の開削部の掘削の進行に伴って、前方Ｈ形
鋼１２に表面に複数段設置され、前方Ｈ形鋼１２の一体
化を図るものである。In the rear H-section steel 13, as shown in FIG. 8, a space between adjacent rear H-section steels 13 is excavated for about 1 to 2 m, and a connecting steel material 26 is installed there. It is preferable that the tops of 13 are continuously integrated. Also, FIGS.
In FIG. 8, reference numeral 30 denotes an abdomen uplifting member, which is installed on the front H-section steel 12 in a plurality of stages along with the excavation of the excavated portion after the earth retaining wall body 10 is formed. It is intended to be integrated.
【００１６】そして、上述の工程により造成されたた土
留用壁体１０によれば、地盤改良体１１とこれの両側部
に打設された前方Ｈ形鋼１２及び後方Ｈ形鋼１３とが引
張材１４により一体となって土圧や水圧等の側圧を効率
良くかつ安定して支持することができる。According to the earth retaining wall 10 formed by the above-mentioned process, the ground improvement body 11 and the front H-section steel 12 and the rear H-section steel 13 cast on both sides of the ground improvement body 11 are pulled. The material 14 can integrally support lateral pressure such as earth pressure and water pressure efficiently and stably.
【００１７】また、上記実施例では地盤改良体１１の開
削面側に、前方杭体としてＨ形鋼を打設する場合につい
て記載したが、前方杭体として鋼矢板を連続打設するこ
とにより土留用壁体１０を造成することもできる。すな
わち、この場合には、地盤改良体１１を鋼矢板の打設線
上から５０〜１００ｃｍ程度離して造成するとともに、
取付溝１９の一方の掘削孔２２が鋼矢板の打設線上に位
置するように取付溝１９を掘削する。そして、打設線上
に沿って鋼矢板を打設する際に、当該掘削孔２２には、
予め背面に溶接等によってＨ形鋼３２を固接した鋼矢板
３１（図９参照）を打設するとともに、該Ｈ形鋼３２と
後方Ｈ形鋼１３とをガイドとして所定の位置に引張材１
４を取り付け、さらに地盤改良体１１と鋼矢板との隙間
を例えば高圧噴射パイル工法等の地盤改良工法によって
固化し、両者の一体化を図ようにする。 なお、上記実
施例は、この発明の土留用壁体を開削工法における山留
用の壁体として用いる場合について記載したが、この発
明の土留用壁体はかかる壁体に限定されるものではな
く、その他にも例えば地盤の崩壊や移動等を防止するべ
く地中に形成される壁体等として用いることもできる。Further, in the above-mentioned embodiment, the case where H-section steel is driven as the front pile body on the excavated surface side of the ground improvement body 11 has been described. The wall 10 can also be created. That is, in this case, the ground improvement body 11 is formed at a distance of about 50 to 100 cm from the driving line of the steel sheet pile, and
The mounting groove 19 is excavated so that the one excavation hole 22 of the mounting groove 19 is located on the driving line of the steel sheet pile. When the steel sheet pile is driven along the driving line, the excavation hole 22 has
A steel sheet pile 31 (see FIG. 9) to which an H-shaped steel 32 is fixedly welded is previously placed on the back surface by welding or the like, and the tensile member 1 is placed at a predetermined position using the H-shaped steel 32 and the rear H-shaped steel 13 as guides.
4 is attached, and the gap between the ground improvement body 11 and the steel sheet pile is solidified by a ground improvement method such as a high-pressure injection pile method to integrate the two. In addition, although the above-mentioned embodiment describes the case where the earth retaining wall of the present invention is used as a wall for mountain retaining in the excavation method, the earth retaining wall of the present invention is not limited to such a wall. In addition, it can be used as a wall body formed in the ground to prevent the ground from collapsing or moving.
【００１８】[0018]
【発明の効果】以上詳細に説明したように、この発明の
土留用壁体は、所定幅に造成された地盤改良体と、この
地盤改良体の側端部に沿って打設形成された前方杭体及
び後方杭体と、後方杭体及び前方杭体を結合する引張材
とからなり、これらが一体となって土圧、水圧等の側圧
に抵抗するので、かかる側圧を効率的かつ安定して支持
することができるとともに、地盤の必要改良幅を低減し
て安価に造成することができるという格別の効果を奏す
るものである。As described in detail above, the earth retaining wall body of the present invention comprises a ground improvement body having a predetermined width and a front portion formed by casting along the side end portion of the ground improvement body. It consists of a pile body and a rear pile body, and a tension material that connects the rear pile body and the front pile body, and these are integrated and resist the side pressure such as earth pressure and water pressure, so that the side pressure is efficiently and stably maintained. In addition to being able to support it, it is possible to reduce the necessary improvement width of the ground and to construct it at low cost.
【図１】この発明の土留用壁体の一実施例を示す斜視図
である。FIG. 1 is a perspective view showing an embodiment of the earth retaining wall body of the present invention.
【図２】（イ）〜（ホ）は、深層混合パイル工法により
地盤改良を行なう工程を示す説明図である。2 (a) to (e) are explanatory views showing a step of performing ground improvement by a deep mixing pile method.
【図３】地盤改良体に前方杭体、後方杭体及び引張材を
取付けるための取付溝を掘削形成する手段の一例を示す
側面図である。FIG. 3 is a side view showing an example of means for excavating and forming a mounting groove for mounting a front pile body, a rear pile body, and a tension member on the ground improvement body.
【図４】取付溝の断面形状を示す平面図である。FIG. 4 is a plan view showing a cross-sectional shape of a mounting groove.
【図５】この発明の一実施例にかかる土留用壁体の構成
の詳細を示す平面図である。FIG. 5 is a plan view showing details of the structure of the wall for soil retaining according to the embodiment of the present invention.
【図６】この発明の一実施例にかかる土留用壁体の構成
の詳細を示す側断面図である。FIG. 6 is a side sectional view showing details of the structure of the wall for soil retaining according to the embodiment of the present invention.
【図７】後方杭体と前方杭体の間に引張材を取付ける状
況を示す平面図である。FIG. 7 is a plan view showing a situation in which a tension member is attached between a rear pile body and a front pile body.
【図８】後方杭体を連続一体化する状況を示す説明図で
ある。FIG. 8 is an explanatory diagram showing a situation in which rear piles are continuously integrated.
【図９】前方杭体として鋼矢板を用いる場合において、
後方杭体と前方杭体の間に引張材を取付ける状況を示す
平面図である。FIG. 9 shows a case where a steel sheet pile is used as the front pile,
It is a top view showing the situation where a tension material is attached between a back pile and a front pile.
【符号の説明】 １０ 土留用壁体 １１ 地盤改良体 １２ 前方Ｈ形鋼（前方杭体） １３ 後方Ｈ形鋼（後方杭体） １４ 引張材[Explanation of Codes] 10 Wall for retaining soil 11 Ground improvement body 12 Front H-section steel (front pile body) 13 Rear H-section steel (rear pile body) 14 Tensile material
─────────────────────────────────────────────────────
─────────────────────────────────────────────────── ───
【手続補正書】[Procedure amendment]
【提出日】平成５年５月２４日[Submission date] May 24, 1993
【手続補正１】[Procedure Amendment 1]
【補正対象書類名】図面[Document name to be corrected] Drawing
【補正対象項目名】図８[Correction target item name] Figure 8
【補正方法】変更[Correction method] Change
【補正内容】[Correction content]
【図８】 [Figure 8]
Claims (1)
れる土留用壁体であって、側圧の負荷方向と交差して延
長形成される所定幅の地盤改良体と、該地盤改良体の側
圧負荷方向前方の側端部に沿って打設される前方杭体
と、前記地盤改良体の側圧負荷方向後方の側端部に沿っ
て打設される後方杭体と、該後方杭体及び前記前方杭体
を連結する引張材とからなることを特徴とする土留用壁
体。1. A soil retaining wall constructed to support a lateral pressure such as earth pressure and water pressure, which is a ground improvement body having a predetermined width and extended to intersect with a lateral pressure load direction, and the ground improvement. A front pile body driven along a front side end portion in the lateral pressure load direction of the body, a rear pile body driven along a rear side end portion in the side pressure load direction of the ground improvement body, and the rear pile body. A wall body for soil retention, comprising a body and a tension member connecting the front pile body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5093415A JP3036295B2 (en) | 1993-04-20 | 1993-04-20 | Construction method of retaining wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5093415A JP3036295B2 (en) | 1993-04-20 | 1993-04-20 | Construction method of retaining wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH06306854A true JPH06306854A (en) | 1994-11-01 |
| JP3036295B2 JP3036295B2 (en) | 2000-04-24 |
Family
ID=14081676
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP5093415A Expired - Fee Related JP3036295B2 (en) | 1993-04-20 | 1993-04-20 | Construction method of retaining wall |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3036295B2 (en) |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08134890A (en) * | 1994-11-07 | 1996-05-28 | Santou Kogyosha:Kk | Soil improvement method |
| KR100869764B1 (en) * | 2008-04-22 | 2008-11-21 | 주식회사 무이 이엔지 건축사 사무소 | Earth of building land-side protection wall structure |
| JP2008303581A (en) * | 2007-06-06 | 2008-12-18 | Public Works Research Institute | Reinforcing structure of banking support ground |
| JP2008303582A (en) * | 2007-06-06 | 2008-12-18 | Public Works Research Institute | Reinforcing structure of banking support ground |
| JP2008303580A (en) * | 2007-06-06 | 2008-12-18 | Public Works Research Institute | Reinforcing structure of banking support ground |
| KR100886445B1 (en) * | 2006-12-12 | 2009-03-04 | 장지건 | Soil tank type land-side protection wall |
| JP2011236657A (en) * | 2010-05-11 | 2011-11-24 | Nippon Steel Corp | Earthquake proof reinforced structure for revetment structure and existing revetment structure |
| JP2013194418A (en) * | 2012-03-19 | 2013-09-30 | Kyokado Kk | Earthquake-proof and soil pressure resistant structure |
| JP2013221347A (en) * | 2012-04-18 | 2013-10-28 | Nishimatsu Constr Co Ltd | Ground structure and ground improvement method |
| JP5569849B1 (en) * | 2013-07-12 | 2014-08-13 | 強化土株式会社 | Liquefaction countermeasure construction method and liquefaction countermeasure improvement ground |
| JP2016196763A (en) * | 2015-04-03 | 2016-11-24 | 鹿島建設株式会社 | Ground reinforcement structure, and construction method thereof |
| WO2016208934A1 (en) * | 2015-06-25 | 2016-12-29 | 주식회사 금원건설 | Free-standing retaining wall structure using two rows of h-beams and using high-strength steel plates and method for building same |
| JP6072336B1 (en) * | 2016-06-14 | 2017-02-01 | Ｊｆｅ商事テールワン株式会社 | Reinforcement method before repairing retaining wall structure |
| JP2017036566A (en) * | 2015-08-07 | 2017-02-16 | 株式会社大林組 | Earth retaining wall support structure |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101732133B1 (en) * | 2014-09-03 | 2017-05-12 | 이기환 | Reinforcement structure for pile and construction method of reinforcement structure for pile using the same |
-
1993
- 1993-04-20 JP JP5093415A patent/JP3036295B2/en not_active Expired - Fee Related
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08134890A (en) * | 1994-11-07 | 1996-05-28 | Santou Kogyosha:Kk | Soil improvement method |
| KR100886445B1 (en) * | 2006-12-12 | 2009-03-04 | 장지건 | Soil tank type land-side protection wall |
| JP2008303581A (en) * | 2007-06-06 | 2008-12-18 | Public Works Research Institute | Reinforcing structure of banking support ground |
| JP2008303582A (en) * | 2007-06-06 | 2008-12-18 | Public Works Research Institute | Reinforcing structure of banking support ground |
| JP2008303580A (en) * | 2007-06-06 | 2008-12-18 | Public Works Research Institute | Reinforcing structure of banking support ground |
| KR100869764B1 (en) * | 2008-04-22 | 2008-11-21 | 주식회사 무이 이엔지 건축사 사무소 | Earth of building land-side protection wall structure |
| JP2011236657A (en) * | 2010-05-11 | 2011-11-24 | Nippon Steel Corp | Earthquake proof reinforced structure for revetment structure and existing revetment structure |
| JP2013194418A (en) * | 2012-03-19 | 2013-09-30 | Kyokado Kk | Earthquake-proof and soil pressure resistant structure |
| JP2013221347A (en) * | 2012-04-18 | 2013-10-28 | Nishimatsu Constr Co Ltd | Ground structure and ground improvement method |
| JP5569849B1 (en) * | 2013-07-12 | 2014-08-13 | 強化土株式会社 | Liquefaction countermeasure construction method and liquefaction countermeasure improvement ground |
| JP2016196763A (en) * | 2015-04-03 | 2016-11-24 | 鹿島建設株式会社 | Ground reinforcement structure, and construction method thereof |
| WO2016208934A1 (en) * | 2015-06-25 | 2016-12-29 | 주식회사 금원건설 | Free-standing retaining wall structure using two rows of h-beams and using high-strength steel plates and method for building same |
| JP2017036566A (en) * | 2015-08-07 | 2017-02-16 | 株式会社大林組 | Earth retaining wall support structure |
| JP6072336B1 (en) * | 2016-06-14 | 2017-02-01 | Ｊｆｅ商事テールワン株式会社 | Reinforcement method before repairing retaining wall structure |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3036295B2 (en) | 2000-04-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| KR101302743B1 (en) | Phc pile and its using the same soil cement wall construction methode | |
| US5112161A (en) | Method for excavating and constructing monolithic continuous straight or circular structural walls and a machine for realizing such a method | |
| JPH06306854A (en) | Earth retaining wall body | |
| KR20180124795A (en) | An Earth Retaining Wall with Underground Buttresses and A Method of Constructing the same | |
| JPH0960028A (en) | Method for increasing strength of existing steel pipe pile | |
| KR102362257B1 (en) | Top-down construction method | |
| JP2868651B2 (en) | Earth retaining method above existing underground structure | |
| JP3682704B2 (en) | Built-in column construction method without casing | |
| JP2007107233A (en) | Construction method for earth retaining structure | |
| JP4165531B2 (en) | Tunnel construction method and tunnel constructed by this tunnel construction method | |
| JP5584373B1 (en) | Sheet pile placing method | |
| JP3681817B2 (en) | Support structure and support method for existing underground structures | |
| JP4733613B2 (en) | Underground continuous wall construction method | |
| JP2004132124A (en) | Pneumatic caisson and pneumatic caisson constructing method | |
| KR102272494B1 (en) | Slope reinforcement structure using support and tension and Its Construction method | |
| JP6767542B1 (en) | Construction method of support pile | |
| JPH04115024A (en) | Sheathing method | |
| JP5167578B2 (en) | Construction method for underground structures | |
| KR102013783B1 (en) | Steel pipe, underground structure and cast messer shield method | |
| JP2673940B2 (en) | How to build a horizontal plate-like structure in the ground | |
| JP3012895B2 (en) | Simple underground construction method | |
| KR20220087258A (en) | Construction nethod of reinforcing close parallel tunnel pillar portion | |
| JP2603307B2 (en) | Retaining method for the upper part of the continuous underground wall | |
| JPH11280060A (en) | Work execution method for continuous underground wall | |
| JP2021063351A (en) | Support structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| LAPS | Cancellation because of no payment of annual fees |