JP2000160559A - Landslide protection wall and construction method therefor - Google Patents

Landslide protection wall and construction method therefor

Info

Publication number
JP2000160559A
JP2000160559A JP10333234A JP33323498A JP2000160559A JP 2000160559 A JP2000160559 A JP 2000160559A JP 10333234 A JP10333234 A JP 10333234A JP 33323498 A JP33323498 A JP 33323498A JP 2000160559 A JP2000160559 A JP 2000160559A
Authority
JP
Japan
Prior art keywords
retaining wall
ground
landslide protection
wall
construction method
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.)
Pending
Application number
JP10333234A
Other languages
Japanese (ja)
Inventor
Eiji Wakita
英治 脇田
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shimizu Construction Co Ltd
Shimizu Corp
Original Assignee
Shimizu Construction Co Ltd
Shimizu Corp
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Shimizu Construction Co Ltd, Shimizu Corp filed Critical Shimizu Construction Co Ltd
Priority to JP10333234A priority Critical patent/JP2000160559A/en
Publication of JP2000160559A publication Critical patent/JP2000160559A/en
Pending legal-status Critical Current

Links

Abstract

PROBLEM TO BE SOLVED: To provide a landslide protection wall and a construction method therefor improved in a cost and a construction period while solving a problem of vibration/noise by forming a slope face-like land slide protection wall by a ground improvement, restraining a construction site to a arrow range, simplifying a work process, and improving workability. SOLUTION: This landslide protection wall 2 is constituted by superposing landslide protection walls 2 by a ground improvement construction method in a multilayer shape on the excavating side, and heat part arrangement of the respective landslide protection walls 2 and the length of the landslide protection walls 2 are set in response to the earth pressure stress distribution of the ground. Then, in the construction method, the landslide protection wall is constructed by superposing landslide protection walls 2 by a ground improvement construction method in a multilayer shape on the excavating side, but after setting head part arrangement of the landslide protection walls 2 by dryly excavating the ground up to the prescribed depth in response to the earth pressure stress distribution of the ground, a ground improvement is started, and then, the landslide protection wall 2 is formed in the prescribed length.

Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION

【0001】[0001]

【発明の属する技術分野】本発明は、山留め壁及びその
施工方法に関し、特に山留め壁を掘削側に多層に重ねて
構成するのに、地盤の土圧応力分布に対応させて地盤改
良範囲を設定する山留め壁及びその施工方法に関する。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a retaining wall and a method of constructing the retaining wall, and more particularly to a method for constructing a retaining wall in a multilayer structure on an excavation side, in which a ground improvement range is set in accordance with the earth pressure stress distribution of the ground. The present invention relates to a retaining wall and a construction method thereof.

【0002】[0002]

【従来の技術】建築物等の構造物を建設する工事におい
ては、地下室や基礎等を地下に構築する必要があるため
に、地下部分が掘削される。地下部分の掘削に山留めを
設けないオープンカット工法で施工する場合には、土砂
の崩壊を防止するために、1:1.5〜1:2.0程度
の緩い勾配の傾斜を設けて掘削しなければならない。さ
らに、地下水位が掘削底よりも高い地域の地盤において
は、掘削斜面から地下水が湧き出してくるために周囲の
地下水位が低下し、地盤沈下等の問題を生じることにな
る。又、市街地等において、建築物を建設する場合に
は、敷地の制約があり、上記のような緩い勾配を持った
斜面を設けるための用地を確保することが出来ないこと
が多く、広範囲の掘削は掘削に要する費用が多大にな
り、コスト的にも問題になる。
2. Description of the Related Art In the construction of a structure such as a building, an underground portion is excavated because a basement, a foundation, and the like must be constructed underground. When performing the underground excavation by the open-cut method without a mountain retaining, excavation shall be performed with a gentle slope of 1: 1.5 to 1: 2.0 in order to prevent collapse of earth and sand. There must be. Furthermore, in the ground where the groundwater level is higher than the excavation bottom, groundwater flows out from the excavation slope, so that the surrounding groundwater level decreases, causing problems such as land subsidence. In addition, in the case of building a building in an urban area, etc., there are many restrictions on the site, and in many cases, it is not possible to secure land for providing a slope with a gentle slope as described above. The cost of excavation is high, which is problematic in terms of cost.

【0003】そこで、山留め工法を採用して工事を行う
ことが一般的になっている。山留め工法は、図4に示す
ように掘削地域の地盤20に鋼矢板等の土留め壁21を
不透水層22に達する深さまで敷設するものであるが、
掘削の進行に併せて掘削部分に切り梁23や火切り梁を
必要に応じて中間杭24を介在させて設置しながら掘削
し、構造物の施工に従って上記切り梁等を撤去して工事
を進めなければならなかった。このために、作業工程が
複雑になり、山留め部材が邪魔になって施工性が悪くな
っていた。さらに、山留め壁を打設する際の振動・騒音
が問題になる場合も発生し、コスト的、工期的にも望ま
しい工法とは言えなかった。
[0003] Therefore, it is common to carry out construction using a mountain retaining method. In the mountain retaining method, as shown in FIG. 4, a retaining wall 21 such as a steel sheet pile is laid on a ground 20 in an excavation area to a depth reaching an impermeable layer 22.
In accordance with the progress of the excavation, excavation is performed while installing a girder 23 or a fire girder in the excavated portion with an intermediate pile 24 interposed as necessary, and the above girder is removed according to the construction of the structure and the construction is advanced. I had to. For this reason, the work process became complicated, and the mountain retaining member hindered the workability. In addition, there are cases where vibrations and noises occur when placing the retaining wall, which is not a desirable method in terms of cost and work period.

【0004】[0004]

【発明が解決しようとする課題】本発明は、上記の問題
点に鑑みてその改善を図ったものであり、地盤の掘削面
に地盤改良による法面状の山留め壁を形成することで、
施工用地を狭い範囲に収め、作業工程を簡潔にして施工
性を良くし、振動・騒音問題を解決しながらコスト的、
工期的にも向上した山留め壁及びその施工方法を提供し
ている。
SUMMARY OF THE INVENTION The present invention has been made in view of the above-mentioned problems, and has been made to improve the above-mentioned problems.
The construction site is kept in a narrow area, the work process is simplified, the workability is improved, and the cost /
The present invention provides a retaining wall improved in construction period and a method for constructing the retaining wall.

【0005】[0005]

【課題を解決するための手段】本発明による山留め壁
は、地盤改良工法による各山留め壁を掘削側に多層に重
ねて構成し、各山留め壁の頭部深度及び山留め壁の長さ
を地盤の土圧応力分布に対応させて設定して成るもので
あり、山留め壁の少なくとも1本を不透水層に根入れさ
せることを特徴としている。
According to the present invention, a retaining wall according to the present invention is constructed by layering each retaining wall by a ground improvement method on the excavation side in multiple layers, and determining the head depth of each retaining wall and the length of the retaining wall. It is set according to the earth pressure stress distribution, and is characterized in that at least one of the retaining walls is embedded in the impermeable layer.

【0006】又、本発明による山留め壁の施工方法は、
地盤改良工法による各山留め壁を掘削側に多層に重ねて
構築するのに、各山留め壁の頭部深度を地盤の土圧応力
分布に対応させて所定の深さまで空掘りして設定し、次
いで地盤改良を開始して山留め壁を所定の長さに形成す
ることを特徴としている。
[0006] The method of constructing a retaining wall according to the present invention is as follows.
In order to construct each retaining wall by the ground improvement method in multiple layers on the excavation side, set the depth of the head of each retaining wall to the predetermined depth corresponding to the earth pressure stress distribution of the ground, and then set It is characterized in that the ground improvement is started and the retaining wall is formed to a predetermined length.

【0007】[0007]

【発明の実施の形態】本発明による山留め壁は、地盤改
良工法による山留め壁を地盤掘削する側に多層に重ねて
構成し、各山留め壁の頭部深度及び山留め壁の長さを地
盤の応力分布に対応させて設定して成るの実施の形態
を、図面に基づいて説明する。図1は、本発明による山
留め壁によって施工した地盤の掘削状態を示す断面図で
ある。図示のように、山留め壁1は地盤2の中に構築さ
れた複数の山留め壁1−1〜1−6を多層に重ねて構成
されており、各山留め壁は、通常の地盤改良工法である
セメント攪拌混合処理工法によってソイルセメント止水
壁として施工形成されている。山留め壁1−1は、山留
め壁1の最外側に配置され地表面3から不透水層4に根
入りする深さまで、最も長く形成されており、地盤全域
の土圧応力に対応している。又、山留め壁1−1は、不
透水層4に根入れさせることで、地下水を掘削部5に侵
入させない止水壁としての機能を果たしているが、この
役割は後述する他に配列された任意の山留め壁において
対応しても良く、いずれかの部分において止水機能を保
持させれば充分である。
BEST MODE FOR CARRYING OUT THE INVENTION A retaining wall according to the present invention is constructed by superimposing a retaining wall formed by a ground improvement method on a side on which ground is excavated in multiple layers, and determining the head depth of each retaining wall and the length of the retaining wall. An embodiment that is set according to the distribution will be described with reference to the drawings. FIG. 1 is a sectional view showing an excavated state of the ground constructed by the retaining wall according to the present invention. As shown in the figure, the retaining wall 1 is configured by stacking a plurality of retaining walls 1-1 to 1-6 constructed in the ground 2 in a multilayer structure, and each retaining wall is formed by a normal ground improvement method. It is constructed and constructed as a soil cement water stop wall by the cement stirring and mixing method. The mountain retaining wall 1-1 is disposed on the outermost side of the mountain retaining wall 1 and is formed to be the longest from the ground surface 3 to a depth where it enters the impermeable layer 4, and corresponds to earth pressure stress in the entire ground. In addition, the retaining wall 1-1 functions as a water blocking wall that does not allow groundwater to enter the excavation section 5 by being embedded in the impermeable layer 4, but this role is not limited to any other arrangement described later. In this case, it is sufficient that the water stopping function is maintained in any part.

【0008】山留め壁1−2以降の各山留め壁は、山留
め壁1が負担する地盤の土圧による応力分布状態に対応
させて施工位置と施工深さを設定している。従って、そ
の配置状態は、当然のことながら図示のように、山留め
壁の杭頭部6が地盤掘削側に向かって地表面3から深い
位置に階段状に配列し、各山留め壁1−2〜1−6の長
さも暫時短小化したものに形成している。山留め壁1
は、掘削部5の周囲を囲むように構成され構造的に強固
に構築されているので、地盤掘削時において安全であ
り、建物完成後も、山留め壁が構造物を囲んで地震時に
おける構造物の横移動に対する抵抗を強める作用も有し
ている。
For each of the retaining walls 1-2 on and after the retaining wall 1-2, the construction position and the construction depth are set in accordance with the stress distribution state caused by the earth pressure of the ground which the retaining wall 1 bears. Therefore, as a matter of course, the arrangement state is such that the pile heads 6 of the retaining walls are arranged stepwise at a position deep from the ground surface 3 toward the ground excavation side, as shown in the figure, and each of the retaining walls 1-2. The length of 1-6 is also shortened temporarily. Mountain retaining wall 1
Is constructed so as to surround the periphery of the excavation part 5 and is structurally strong, so that it is safe at the time of excavating the ground, and even after the building is completed, the retaining wall surrounds the structure and the structure at the time of the earthquake Also has the effect of increasing the resistance to lateral movement.

【0009】ソイルセメント止水壁は、本来、圧縮力に
は強いが引張応力を受けると容易に破壊する性質を有し
ていることから、ソイルセメント止水壁を単一で使用し
た場合には片持ちの壁長が長いと土圧や地震力等の荷重
によってソイルセメント止水壁の断面に引張応力が発生
し、壁厚を大きくしても破壊してしまう危険性がある。
しかし、本発明のように、ソイルセメント止水壁を重ね
て使用した場合には、個々のソイルセメント止水壁は片
持ちの壁長が短くなるので、その断面には引張応力を生
じることがなく、破壊する危険性も生じないで納まる。
[0009] Since the soil cement water blocking wall originally has a property of being strong against a compressive force but easily breaking when subjected to a tensile stress, when the soil cement water stopping wall is used alone, If the wall length of the cantilever is long, a tensile stress is generated in the cross section of the soil cement water stop wall due to a load such as earth pressure or seismic force, and there is a risk that even if the wall thickness is increased, the wall is destroyed.
However, when the soil cement water blocking walls are used in an overlapping manner as in the present invention, the length of the cantilever wall of each soil cement water blocking wall becomes short, so that a tensile stress may be generated in its cross section. Fits without any risk of destruction.

【0010】以上のように、本発明による山留め壁は、
掘削に要する用地を狭い範囲に留めながら、切り梁や腹
起こし等の山留め材を一切不要にしており、それによっ
て使用する材料を低減し、施工をし易くして効率を向上
させることで施工に要する工期を短縮して、コスト的、
工期的に大幅に改善された山留め壁を提供している。
As described above, the retaining wall according to the present invention
While retaining the land required for excavation in a narrow range, no stakes such as girder beams or bulging are required, thereby reducing the amount of materials used, making construction easier and improving efficiency. The required construction period is shortened,
It provides mountain retaining walls that have been significantly improved during construction.

【0011】次に、本発明による山留め壁の施工方法
を、図2、3に基づいて説明する。図2は、山留め壁を
構築している施工状態を示す断面図である。各山留め壁
1−1等は、通常の地盤改良工法であるセメント攪拌混
合処理工法によってソイルセメント止水壁として施工形
成されている。図示の通り、施工を完了した山留め壁1
−1は、最も地盤2側に構築されており、地表3から不
透水層4への根入れまで地盤土圧の全応力への対応と止
水壁としての機能を果たすように施工されている。
Next, a method for constructing a retaining wall according to the present invention will be described with reference to FIGS. FIG. 2 is a cross-sectional view showing a construction state in which a mountain retaining wall is being constructed. Each of the retaining walls 1-1 and the like are constructed and formed as soil cement water stop walls by a cement stirring and mixing method, which is a normal ground improvement method. As shown, the retaining wall 1 that has been completed
-1 is most constructed on the ground 2 side, and is constructed so as to correspond to the total stress of the soil pressure from the ground surface 3 to the penetration into the impermeable layer 4 and to function as a water blocking wall. .

【0012】山留め壁1−1の場合は、地盤改良機械7
によって地表面3から掘削とセメント攪拌混合処理を行
ってソイルセメント止水壁を形成しているが、山留め壁
1−2以降の場合には負担する地盤土圧の応力状態が異
なってくるためにその施工状態も山留め壁1−1の場合
と異なってくる。即ち、山留め壁1−2の場合の地盤改
良機械7による掘削孔8の形成は、地表面3から応力分
担を必要としない深度まではセメントを混合しない空堀
りをしている。次いで、応力分担を必要とする深度から
セメントを混合した正規のセメント攪拌混合処理を行っ
て、山留め壁1−1に次ぐ深さまでソイルセメント止水
壁を形成しているが、止水機能を要しないので不透水層
に到達しない範囲で必要な耐力を発揮できる深度で施工
を完了している。
In the case of the retaining wall 1-1, the ground improvement machine 7
Excavation from the ground surface 3 and cement agitation mixing process are performed to form a soil-cement water stop wall. The construction state also differs from the case of the retaining wall 1-1. That is, in the case of the retaining wall 1-2, the formation of the excavation hole 8 by the ground improvement machine 7 is performed by digging without mixing cement from the ground surface 3 to a depth that does not require stress sharing. Next, a regular cement agitation mixing process in which cement is mixed from the depth where stress sharing is required is performed to form a soil cement water blocking wall to a depth next to the retaining wall 1-1, but a water stopping function is required. The construction is completed at a depth where the necessary strength can be exhibited within a range that does not reach the impermeable layer.

【0013】従って、山留め壁1−2の杭頭部6は、埋
め戻された掘削孔8の所定深度に配置されることになる
が、以降の各山留め壁の杭頭部6も、図示のように暫時
所定の勾配角を持った深度にそれぞれ配置されて、山留
め壁の深さ(長さ)も順に短くして、小さくなる地盤の
土圧に対して必要な応力の分担をしている。
Accordingly, the pile head 6 of the retaining wall 1-2 is disposed at a predetermined depth of the backfilled excavation hole 8, but the pile head 6 of each of the retaining walls is also shown in FIG. In this way, they are arranged at a depth with a predetermined slope angle for a while, and the depths (lengths) of the retaining walls are shortened in order to share the necessary stress with the decreasing ground pressure of the ground. .

【0014】図3は、ソイルセメント止水壁を施工完了
した後の掘削状態を示す断面図である。図2において施
工したソイルセメント止水壁1は、地盤の土圧勾配に順
応させて設定した頭部6の配列に見られるように地盤2
の土圧を押さえており、掘削に際して掘削面の崩壊を防
止しながら施工可能な法面を形成するように構成されて
いる。掘削部5の掘削工事は、掘削機械9で空堀りした
掘削孔8を山留め壁1の杭頭部6で規制される法面に沿
ってオープンカット的に掘削することで行われる。
FIG. 3 is a cross-sectional view showing a state of excavation after the construction of the soil cement water blocking wall is completed. The soil cement waterproof wall 1 constructed in FIG. 2 has the ground 2 as seen in the arrangement of the heads 6 set in accordance with the earth pressure gradient of the ground.
It is configured to form a slope that can be constructed while preventing collapse of the excavated surface during excavation. The digging work of the digging part 5 is performed by digging the digging hole 8 digged by the digging machine 9 in an open cut along the slope regulated by the pile head 6 of the retaining wall 1.

【0015】図示の状態は、上記した法面での掘削を完
了して構造物を構築する掘削部5を整地する段階を示し
ているが、地盤2の掘削面は所定勾配の法面10を形成
した山留め壁1によって確実に支持されているので、従
来のように、切り梁や中間杭等の山留材を一切必要とせ
ずに掘削工事を遂行できる。又、山留め壁1によって形
成されている法面10は、通常のオープンカット工法に
おける法勾配に比較して急峻にできるから、施工用地を
構造物の構築に必要な敷地に対して狭い範囲に留めるこ
とができる。
The state shown in the figure shows a stage in which the above-described excavation on the slope is completed and the excavation section 5 for constructing the structure is leveled. Since it is reliably supported by the formed retaining wall 1, excavation work can be performed without requiring any retaining material such as a cut beam or an intermediate pile as in the related art. Also, since the slope 10 formed by the retaining wall 1 can be made steeper than the slope of the normal open cut method, the construction site is kept in a narrow range with respect to the site necessary for constructing the structure. be able to.

【0016】以上、本発明による山留め壁及びその施工
方法は、実施の形態に基づいて詳細に説明したように、
地盤改良工法による山留め壁を掘削側に多層に重ねて構
成し、各山留め壁の頭部深度及び山留め壁の長さを地盤
の土圧応力分布に対応させて設定することで、施工用地
を狭くし、切り梁や腹起こし等の山留材を一切不要にす
ることを目的にしているから、本発明は上述した実施の
形態に何ら限定されるものでなく、本発明の趣旨を逸脱
しない範囲において種々の変更が可能であることは当然
のことである。
As described above, the retaining wall according to the present invention and the method for constructing the same are described in detail based on the embodiments.
The construction site is narrowed by stacking the retaining walls by the ground improvement method on the excavation side in multiple layers and setting the head depth and the retaining wall length of each retaining wall corresponding to the earth pressure stress distribution of the ground. However, the present invention is not intended to be limited to the above-described embodiment, and does not deviate from the gist of the present invention, since the purpose of the present invention is to eliminate the need for any retaining material such as a cut beam or a belly. It goes without saying that various changes are possible in.

【0017】[0017]

【発明の効果】本発明による山留め壁は、地盤改良工法
による山留め壁を掘削側に多層に重ねて構成し、各山留
め壁の頭部深度及び山留め壁の長さを地盤の土圧応力分
布に対応させて設定して成るものであり、山留め壁の少
なくとも1本を不透水層に根入れさせることを特徴とし
ており、又、本発明による山留め壁の施工方法は、地盤
改良工法による山留め壁を掘削側に多層に重ねて構築す
るのに、各山留め壁の頭部深度を地盤の土圧応力分布に
対応させて所定の深さまで空掘りして設定し、次いで地
盤改良を開始して山留め壁を所定の長さに形成すること
を特徴としているので、施工用地を狭くすることが可能
であり、加えて切り梁や腹起こし等の山留材が一切不要
になることから、施工費の低減や使用材料・工期・施工
効率面での向上を図れる効果を奏している。
The retaining wall according to the present invention is constructed by layering the retaining wall formed by the ground improvement method on the excavation side in multiple layers, and adjusting the head depth and the retaining wall length of each retaining wall to the earth pressure stress distribution of the ground. It is characterized in that at least one of the retaining walls is embedded in the water-impermeable layer, and the method of constructing the retaining wall according to the present invention comprises the steps of: In order to construct the pile on the excavation side in multiple layers, the depth of the head of each retaining wall is set by digging to a predetermined depth corresponding to the earth pressure stress distribution of the ground, and then the ground improvement is started and the retaining wall is started. The construction length is reduced to a predetermined length, which makes it possible to narrow the construction site, and also eliminates the need for ridges such as cut beams and erections, thus reducing construction costs. And materials used, construction period and construction efficiency And provide an advantage to be.

【図面の簡単な説明】[Brief description of the drawings]

【図1】本発明による山留め壁の断面図FIG. 1 is a cross-sectional view of a retaining wall according to the present invention.

【図2】本発明による山留め壁杭の掘削工程図FIG. 2 is an excavation process chart of a retaining wall pile according to the present invention.

【図3】本発明による山留め壁内側の掘削工程図FIG. 3 is an excavation process diagram inside the retaining wall according to the present invention.

【図4】従来の山留め壁断面図FIG. 4 is a sectional view of a conventional retaining wall.

【符号の説明】[Explanation of symbols]

1 山留め壁 1−1〜1−6 個別の各山留め壁 2 地盤 3 地表面 4 不透水層 5 掘削部 6 山留め壁の頭部 7 地盤改良機械 8 掘削孔 9 掘削機械 10 法面 20 地盤 21 土留め壁 22 不透水層 23 切り梁 24 中間杭 Reference Signs List 1 mountain retaining wall 1-1 to 1-6 individual mountain retaining wall 2 ground 3 ground surface 4 impermeable layer 5 excavation section 6 head of mountain retaining wall 7 ground improvement machine 8 drilling hole 9 excavating machine 10 slope 20 ground 21 soil Retaining wall 22 Impermeable layer 23 Cut beam 24 Intermediate pile

Claims (3)

【特許請求の範囲】[Claims] 【請求項1】 地盤改良工法による山留め壁であって、
該山留め壁を掘削側に多層に重ねて構成し、各山留め壁
の頭部深度及び山留め壁の長さを地盤の土圧応力分布に
対応させて設定して成る山留め壁。
Claims 1. A retaining wall formed by a ground improvement method,
A mountain retaining wall comprising a plurality of the retaining walls stacked on the excavation side, and a head depth and a length of each retaining wall set in accordance with an earth pressure stress distribution of the ground.
【請求項2】 山留め壁の少なくとも1本を不透水層に
根入れさせることを特徴とする請求項1に記載の山留め
壁。
2. The retaining wall according to claim 1, wherein at least one of the retaining walls is embedded in the impermeable layer.
【請求項3】 地盤改良工法による山留め壁の施工方法
であって、該山留め壁を掘削側に多層に重ねて構築する
のに、各山留め壁の頭部深度を地盤の土圧応力分布に対
応させて所定の深さまで空掘りして設定し、次いで地盤
改良を開始して山留め壁を所定の長さに形成することを
特徴とする山留め壁の施工方法。
3. A method of constructing a retaining wall by a ground improvement method, wherein the retaining wall is stacked on the excavation side in multiple layers, and the head depth of each retaining wall corresponds to the earth pressure stress distribution of the ground. A method for constructing a retaining wall, wherein the retaining wall is set to a predetermined depth, and then the ground improvement is started to form the retaining wall to a predetermined length.
JP10333234A 1998-11-24 1998-11-24 Landslide protection wall and construction method therefor Pending JP2000160559A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP10333234A JP2000160559A (en) 1998-11-24 1998-11-24 Landslide protection wall and construction method therefor

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP10333234A JP2000160559A (en) 1998-11-24 1998-11-24 Landslide protection wall and construction method therefor

Publications (1)

Publication Number Publication Date
JP2000160559A true JP2000160559A (en) 2000-06-13

Family

ID=18263833

Family Applications (1)

Application Number Title Priority Date Filing Date
JP10333234A Pending JP2000160559A (en) 1998-11-24 1998-11-24 Landslide protection wall and construction method therefor

Country Status (1)

Country Link
JP (1) JP2000160559A (en)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2010133153A (en) * 2008-12-04 2010-06-17 Ohbayashi Corp Underground structure, and method of constructing the same
CN102433883A (en) * 2010-09-29 2012-05-02 中国二十冶集团有限公司 Space-time conversion construction method of vertical underground pipe of deep foundation pit
CN104947686A (en) * 2015-06-11 2015-09-30 叶长青 Basement supporting structure in soft soil area
JP2015229822A (en) * 2014-06-03 2015-12-21 大成建設株式会社 Earth retaining structure and construction method for the same
JP2018017104A (en) * 2016-07-29 2018-02-01 大成建設株式会社 Composite body of earth structure and concrete structure and construction method thereof
JP2020097826A (en) * 2018-12-17 2020-06-25 株式会社竹中工務店 Construction method

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2010133153A (en) * 2008-12-04 2010-06-17 Ohbayashi Corp Underground structure, and method of constructing the same
CN102433883A (en) * 2010-09-29 2012-05-02 中国二十冶集团有限公司 Space-time conversion construction method of vertical underground pipe of deep foundation pit
JP2015229822A (en) * 2014-06-03 2015-12-21 大成建設株式会社 Earth retaining structure and construction method for the same
CN104947686A (en) * 2015-06-11 2015-09-30 叶长青 Basement supporting structure in soft soil area
JP2018017104A (en) * 2016-07-29 2018-02-01 大成建設株式会社 Composite body of earth structure and concrete structure and construction method thereof
JP2020097826A (en) * 2018-12-17 2020-06-25 株式会社竹中工務店 Construction method
JP7152291B2 (en) 2018-12-17 2022-10-12 株式会社竹中工務店 construction method

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