JP2715867B2 - Simple underground construction method - Google Patents

Simple underground construction method

Info

Publication number
JP2715867B2
JP2715867B2 JP5311482A JP31148293A JP2715867B2 JP 2715867 B2 JP2715867 B2 JP 2715867B2 JP 5311482 A JP5311482 A JP 5311482A JP 31148293 A JP31148293 A JP 31148293A JP 2715867 B2 JP2715867 B2 JP 2715867B2
Authority
JP
Japan
Prior art keywords
buttress
retaining wall
supporting
ground
continuous
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
Application number
JP5311482A
Other languages
Japanese (ja)
Other versions
JPH07158085A (en
Inventor
明美 野尻
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.)
Kajima Corp
Original Assignee
Kajima 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 Kajima Corp filed Critical Kajima Corp
Priority to JP5311482A priority Critical patent/JP2715867B2/en
Publication of JPH07158085A publication Critical patent/JPH07158085A/en
Application granted granted Critical
Publication of JP2715867B2 publication Critical patent/JP2715867B2/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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  • Bulkheads Adapted To Foundation Construction (AREA)
  • Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
  • Piles And Underground Anchors (AREA)

Description

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

【0001】[0001]

【産業上の利用分野】この発明は、根切り工事等の山留
め壁等として構築される自立式簡易地下構築物に関す
る。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a self-supporting simple underground structure constructed as a retaining wall or the like for root cutting work or the like.

【0002】[0002]

【従来の技術及び発明が解決しようとする課題】例え
ば、根切り工事等で構築される最も簡単な山留め壁とし
て、地盤中に矢板を自立するように深く打ち込んで構築
される自立式山留め壁が知られている。
2. Description of the Related Art For example, as the simplest retaining wall constructed by excavation work, a self-supporting retaining wall constructed by driving a sheet pile deeply into the ground so as to be self-supporting. Are known.

【0003】この種の山留め壁では、土圧に対する支持
力を高めるためにバットレス(控え壁)が設置されるこ
ともあるが、このバットレスによる支持構造は、根切り
地盤が硬質で、山留め壁に発生する水平力をバットレス
の根入れ部分の水平摩擦力で抵抗できる場合に特に適し
ており、この水平摩擦力が不足する場合には、反対側の
山留め壁に設置されるバットレスと連続させることで軸
力を伝えるようにしないと十分な支持力が得られない。
[0003] In this type of mountain retaining wall, a buttress (retaining wall) may be installed in order to increase the supporting force against the earth pressure. It is particularly suitable when the horizontal force generated can be resisted by the horizontal friction force of the buttress rooting part.If this horizontal friction force is insufficient, it can be connected to the buttress installed on the opposite mountain retaining wall by connecting it. Unless the axial force is transmitted, sufficient supporting force cannot be obtained.

【0004】このため、根切り地盤が軟弱で、根切り面
積が相当広い場合には、バットレスを長くする必要があ
るので経済的に不利なだけでなく、バットレスが邪魔に
なって作業がしにくい等の課題がある。
[0004] For this reason, when the root cutting ground is soft and the root cutting area is considerably large, it is necessary to lengthen the buttress, which is not only economically disadvantageous but also makes the buttress obstructive to work. And other issues.

【0005】また、自立式山留め壁の多くは、鉛直方向
に連続する単純梁と仮定し、土圧による曲げ応力は鉛直
方向に発生するものとして設計されるので(図7(a),
(b))、根切り地盤が相当硬質でないと、下端側の反力点
が確定できないために正確な応力設計が出来ないばかり
でなく、概して設計応力も大きくなりがちで、きわめて
不経済な断面設計を強いられる等の課題がある。
[0005] Further, since most self-standing mountain retaining walls are assumed to be simple beams that are continuous in the vertical direction, bending stress due to earth pressure is designed to be generated in the vertical direction (Fig. 7 (a),
(b)) If the root cutting ground is not very hard, not only is it impossible to determine the reaction point at the lower end side, so that accurate stress design cannot be performed, but also the design stress tends to be large, which is extremely uneconomical. There are issues such as being forced to

【0006】この発明は、以上の課題を解決するために
なされたもので、根切り底の地盤が少々軟弱で、しか
も、根切り面積が相当広い範囲にわたる場合でも、経済
的に、かつ、安全に構築できる自立式簡易地下構築物を
提供することを目的とする。
The present invention has been made to solve the above-mentioned problems, and is economical and safe even when the ground at the bottom of the root is slightly soft and the root cutting area covers a considerably wide range. It is an object of the present invention to provide a self-supporting simple underground structure that can be constructed in a country.

【0007】[0007]

【課題を解決するための手段】この発明に係る自立式簡
易地下構築物は、地盤中に構築される連続壁と、この連
続壁の内側若しくは外側に、この連続壁の連続方向にこ
の連続壁と一体的に、かつ、支持地盤に達するように構
築され、前記連続壁を支持する複数のバットレスと、こ
のバットレス及び前記連続壁のコンクリート中に挿通さ
れ、かつ、先端部が前記バットレスの支持地盤中に固定
され、前記バットレスを介して前記連続壁を支持する複
数のアンカー部材とを備えて構成されている。
SUMMARY OF THE INVENTION A self-supporting simple underground structure according to the present invention comprises a continuous wall constructed in the ground, and a continuous wall formed inside or outside the continuous wall in a direction continuous with the continuous wall. A plurality of buttresses that are integrally formed and reach the supporting ground, and that support the continuous wall, are inserted into the concrete of the buttress and the continuous wall, and have a tip portion formed in the supporting ground of the buttress. And a plurality of anchor members that support the continuous wall via the buttress.

【0008】[0008]

【実施例】【Example】

実施例1.図1(a),(b) は、この発明に係る自立式簡易
地下構築物の一実施例を示し、図において、符号1は地
盤中に山留め壁として構築された連続壁(以下、「山留
め壁」という)、2はこの山留め壁1の内側に構築さ
れ、山留め壁1を支持するバットレス(控え壁)、そし
て、符号3はこのバットレス2及び山留め壁1のコンク
リート中に挿通され、バットレス2を介して山留め壁1
を支持するアンカー部材である。
Embodiment 1 FIG. 1 (a) and 1 (b) show an embodiment of a self-supporting simple underground structure according to the present invention. In the drawing, reference numeral 1 denotes a continuous wall constructed as a mountain retaining wall in the ground (hereinafter referred to as a "mounting wall"). 2) is built inside the retaining wall 1 and supports a buttress (buttress) supporting the retaining wall 1, and reference numeral 3 is inserted through the concrete of the buttress 2 and the retaining wall 1 to connect the buttress 2 to the concrete. Mountain retaining wall 1
Is an anchor member that supports.

【0009】山留め壁1は根切り壁面を崩壊しなように
支持できればよいから、根切り底の地盤面よりやや深い
位置まで構築されている。
The retaining wall 1 is only required to be able to support the root cutting wall without collapsing, and is constructed to a position slightly deeper than the ground surface of the root cutting bottom.

【0010】バットレス2は山留め壁1を内側から支持
する必要から、山留め壁1より深く、かつ、支持地盤4
まで連続して構築されている。また、バットレス2は山
留め壁1の横方向に所定間隔おきに構築されている。更
に、山留め壁1とバットレス2とは場所打ち鉄筋コンク
リート若しくはプレキャストコンクリートより一体的に
構築されている。
Since the buttress 2 needs to support the retaining wall 1 from the inside, the buttress 2 is deeper than the retaining wall 1 and the supporting ground 4.
It has been built continuously. The buttresses 2 are constructed at predetermined intervals in the lateral direction of the retaining wall 1. Further, the retaining wall 1 and the buttress 2 are integrally constructed from cast-in-place reinforced concrete or precast concrete.

【0011】尚、場所打ち鉄筋コンクリートによる場
合、山留め壁1及びバットレス2を構築するために、予
め地盤中に掘削された縦穴内に鉄筋かごをそれぞれ建て
込み、続いてコンクリートを打設することにより構築さ
れるが、バットレス2の構築に際しては、アンカー部材
3をシース(図省略)に通して対角線上に設置した鉄筋
かごを縦穴の中に建て込み、続いて、トレミー管(図省
略)をシースとクロスするように建て込み、このトレミ
ー管を介してコンクリートを打設するものとし、トレミ
ー管はコンクリート打設終了後撤去するものとする。
In the case of cast-in-place reinforced concrete, in order to construct the retaining wall 1 and the buttress 2, a reinforcing steel cage is erected in a vertical hole excavated in the ground in advance, and then the concrete is cast. However, when constructing the buttress 2, the anchor member 3 is passed through a sheath (not shown), and a reinforcing steel cage installed on a diagonal line is built in a vertical hole. Subsequently, the tremy tube (not shown) is connected to the sheath. It shall be erected so that it crosses, and concrete shall be cast through this tremy tube. The tremy tube shall be removed after the concrete has been cast.

【0012】また、プレキャストコンクリートによる場
合、山留め壁1として隣接して設置されるパネル間に
は、パネルどうしが連続壁として連続するように補強鉄
筋を双方に跨がって配筋するものとする。
In the case of precast concrete, reinforcing reinforcing bars are arranged between the panels installed adjacent to each other as the retaining wall 1 so as to straddle both sides so that the panels are continuous as a continuous wall. .

【0013】アンカー部材3は、バットレス2及び山留
め壁1のコンクリート中にバットレス2の上端部より山
留め壁1の下端部にわたって斜めに挿通され、かつ、そ
の下端部は山留め壁1の下端部を貫通し、支持地盤4の
奥深くに強固に固定されている。また、アンカー部材3
には大きな緊張力が導入され、これによりバットレス2
には山留め壁1を内側から水平に支持するようなプレス
トレスPが導入されている。
The anchor member 3 is obliquely inserted into the concrete of the buttress 2 and the retaining wall 1 from the upper end of the buttress 2 to the lower end of the retaining wall 1, and the lower end penetrates the lower end of the retaining wall 1. And is firmly fixed deep inside the supporting ground 4. In addition, the anchor member 3
High tension is introduced into the buttress 2
Is provided with a prestress P for horizontally supporting the retaining wall 1 from the inside.

【0014】尚、アンカー部材3は地盤の状況、あるい
はトレミー管の挿入等の施工上の取り合いのために2本
乃至複数本挿通され、また、アンカー部材3は、いわゆ
るプレテンション方式又はポストテンション方式によっ
て挿通され、ポストテンション方式の場合、アンカー部
材3はコンクリート中に直接挿通されているのではな
く、シースの中に挿通されている。
It should be noted that two or more anchor members 3 are inserted for the purpose of construction conditions such as ground conditions or insertion of a tremee pipe, and the so-called pre-tension system or post-tension system. In the case of the post-tension type, the anchor member 3 is not inserted directly into the concrete but is inserted into the sheath.

【0015】このような構成において、山留め壁1は所
定間隔おきに設置されたバットレス2を支持点とする、
横方向に連続する連続梁とみなし(図6(a) 参照) 、土
圧による曲げ応力は山留め壁の連続方向(横方向)に発
生するものとして(図6(a)参照) 応力計算ができるの
で、正確な応力算定及びきわめて経済的な断面設計が可
能となる。
In such a configuration, the retaining wall 1 has buttresses 2 provided at predetermined intervals as supporting points.
Assuming that it is a continuous beam that is continuous in the lateral direction (see Fig. 6 (a)), the bending stress due to earth pressure is generated in the continuous direction (lateral direction) of the retaining wall (see Fig. 6 (a)). Therefore, accurate stress calculation and extremely economical cross-sectional design become possible.

【0016】実施例2.図2(a),(b) は、この発明に係
る自立式簡易地下構築物の他の実施例を示し、図におい
て、バットレス2は山留め壁1の外側に設置され、アン
カー部材3はバットレス2のコンクリート中に、山留め
壁1の上端部よりバットレス2の下端部にわたって斜め
に挿通され、かつ、その先端部はバットレス2の下端部
を貫通し、支持地盤4の奥深くに強固に固定されてい
る。その他の構成は実施例1と全く同じである。この実
施例は、敷地に充分な余裕が有る場合に実施される。
Embodiment 2 FIG. 2 (a) and 2 (b) show another embodiment of the self-supporting simple underground structure according to the present invention, in which a buttress 2 is installed outside a retaining wall 1 and an anchor member 3 is attached to the buttress 2. In the concrete, the lower end of the buttress 2 is inserted obliquely from the upper end of the retaining wall 1 to the lower end of the buttress 2, and the front end penetrates the lower end of the buttress 2, and is firmly fixed deep inside the support ground 4. Other configurations are exactly the same as those of the first embodiment. This embodiment is implemented when the site has enough room.

【0017】実施例3.図3(a),(b) は、この発明に係
る自立式簡易地下構築物の他の実施例を示し、バットレ
ス2が山留め壁1の内側に設置され、アンカー部材3は
山留め壁1のコンクリート中に、その上端部より下端部
にわたって鉛直に挿通され、かつ、その下端部は山留め
壁1の下端部を貫通し、支持地盤4の奥深くに強固に固
定されている。
Embodiment 3 FIG. FIGS. 3 (a) and 3 (b) show another embodiment of the self-supporting simple underground structure according to the present invention, in which a buttress 2 is installed inside a retaining wall 1 and an anchor member 3 is provided in the concrete of the retaining wall 1. Is vertically inserted from the upper end to the lower end, and the lower end penetrates the lower end of the retaining wall 1 and is firmly fixed deep in the support ground 4.

【0018】実施例4.図4(a),(b) は、この発明に係
る自立式簡易地下構築物の他の実施例を示し、バットレ
ス2が山留め壁1の外側に設置され、アンカー部材3は
バットレス2のコンクリート中に、その上端部より下端
部にわたって鉛直に挿通され、かつ、その下端部は山留
め壁1の下端部を貫通し、支持地盤4の奥深くに強固に
固定されている。
Embodiment 4 FIG. 4 (a) and 4 (b) show another embodiment of the self-supporting simple underground structure according to the present invention, in which the buttress 2 is installed outside the retaining wall 1 and the anchor member 3 is placed in the concrete of the buttress 2. The lower end portion penetrates vertically through the lower end portion of the retaining wall 1 and is firmly fixed deep in the support ground 4.

【0019】実施例5.図5(a),(b) は、この発明に係
る自立式簡易地下構築物の他の実施例を示し、バットレ
ス2が山留め壁1の上端部よりやや下がった位置から支
持地盤まで連続して構築され、アンカー部材3はバット
レス2のコンクリート中にバットレス2の上端部より山
留め壁1の下端部にわたって斜めに挿通され、かつ、そ
の先端部は山留め壁1の下端部を貫通し、支持地盤4の
奥深くに強固に固定されている。
Embodiment 5 FIG. 5 (a) and 5 (b) show another embodiment of the self-supporting simple underground structure according to the present invention, in which the buttress 2 is continuously constructed from a position slightly lower than the upper end of the retaining wall 1 to the supporting ground. Then, the anchor member 3 is obliquely inserted into the concrete of the buttress 2 from the upper end of the buttress 2 to the lower end of the retaining wall 1, and the distal end of the anchor member 3 penetrates the lower end of the retaining wall 1. It is firmly fixed deep inside.

【0020】この実施例は、山留め壁1に作用する土圧
は、一般に浅い位置では小さいことを考慮して、地表近
くのバットレス2を省略したもので、バットレス2を省
略した分経済性が図れる等の効果がある。
In this embodiment, considering that the earth pressure acting on the retaining wall 1 is generally small at a shallow position, the buttress 2 near the surface of the ground is omitted, and the economy can be improved by omitting the buttress 2. And so on.

【0021】[0021]

【発明の効果】この発明は以上説明したように構成さ
れ、地盤中に構築される連続壁と、この連続壁の内側若
しくは外側に、この連続壁の連続方向にこの連続壁と一
体的に、かつ、支持地盤に達するように構築され、前記
連続壁を支持する複数のバットレスと、このバットレス
及び前記連続壁のコンクリート中に挿通され、かつ、先
端部が前記バットレスの支持地盤中に固定され、前記バ
ットレスを介して前記連続壁を支持する複数のアンカー
部材とを備えて構成されているので、根切り底の地盤が
少々軟弱で、しかも、根切り面積が相当広い範囲にわた
る場合でも、自立式山留め壁等のような簡易地下構築物
を経済的に、かつ、安全に構築できる効果がある。
The present invention is constructed as described above, and has a continuous wall constructed in the ground, inside or outside the continuous wall, integrally with the continuous wall in the continuous direction of the continuous wall, And, constructed to reach the supporting ground, a plurality of buttresses supporting the continuous wall, and inserted into the concrete of the buttress and the continuous wall, and the tip is fixed in the supporting ground of the buttress, Since it is configured with a plurality of anchor members that support the continuous wall via the buttress, the ground at the root cutting bottom is slightly soft, and even when the root cutting area covers a considerably wide range, the self-supporting type There is an effect that a simple underground structure such as a mountain retaining wall can be constructed economically and safely.

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

【図1】(a) はこの発明に係る簡易地下構築物の一実施
例を示す自立式山留め壁の一部平面図、(b) は(a) にお
けるイ−イ線断面図である。
FIG. 1A is a partial plan view of a self-supporting mountain retaining wall showing one embodiment of a simple underground structure according to the present invention, and FIG. 1B is a sectional view taken along the line II in FIG.

【図2】(a) はこの発明に係る簡易地下構築物の他の実
施例を示す自立式山留め壁の一部平面図、(b) は(a) に
おけるイ−イ線断面図である。
FIG. 2 (a) is a partial plan view of a self-supporting mountain retaining wall showing another embodiment of the simple underground structure according to the present invention, and FIG. 2 (b) is a sectional view taken along the line II in FIG.

【図3】(a) はこの発明に係る簡易地下構築物の他の実
施例を示す自立式山留め壁の一部平面図、(b) は(a) に
おけるイ−イ線断面図である。
FIG. 3 (a) is a partial plan view of a self-supporting mountain retaining wall showing another embodiment of the simple underground structure according to the present invention, and FIG. 3 (b) is a sectional view taken along the line II in FIG.

【図4】(a) はこの発明に係る簡易地下構築物の他の実
施例を示す自立式山留め壁の一部平面図、(b) は(a) に
おけるイ−イ線断面図である。
FIG. 4 (a) is a partial plan view of a self-supporting mountain retaining wall showing another embodiment of the simplified underground structure according to the present invention, and FIG. 4 (b) is a sectional view taken along the line II in FIG.

【図5】(a) はこの発明に係る簡易地下構築物の他の実
施例を示す自立式山留め壁の一部平面図、(b) は(a) に
おけるイ−イ線断面図である。
FIG. 5 (a) is a partial plan view of a self-supporting retaining wall showing another embodiment of the simple underground structure according to the present invention, and FIG. 5 (b) is a sectional view taken along the line II in FIG.

【図6】(a) はこの発明に係る簡易地下構築物の一実施
例を示す自立式山留め壁の一部平面図、(b) は(a) の自
立式山留め壁に生ずる土圧による応力図である。
FIG. 6 (a) is a partial plan view of a self-supporting mountain retaining wall showing one embodiment of the simple underground structure according to the present invention, and FIG. 6 (b) is a stress diagram due to earth pressure generated in the self-standing mountain retaining wall of (a). It is.

【図7】(a) は従来の自立式山留め壁の一例の縦断面
図、(b) は(a) の自立式山留め壁に生ずる土圧による応
力図である。
7 (a) is a longitudinal sectional view of an example of a conventional self-standing mountain retaining wall, and FIG. 7 (b) is a stress diagram due to earth pressure generated in the self-standing mountain retaining wall of FIG. 7 (a).

【符号の説明】[Explanation of symbols]

1…山留め壁(連続壁)、2…バットレス(控え壁)、
3…アンカー部材、4…支持地盤。
1 ... mountain retaining wall (continuous wall), 2 ... buttress (buttress wall),
3 ... anchor member, 4 ... support ground.

Claims (1)

(57)【特許請求の範囲】(57) [Claims] 【請求項1】 地盤中に構築される連続壁と、この連続
壁の内側若しくは外側に、この連続壁の連続方向にこの
連続壁と一体的に、かつ、支持地盤に達するように構築
され、前記連続壁を支持する複数のバットレスと、この
バットレス及び前記連続壁のコンクリート中に挿通さ
れ、かつ、先端部が前記バットレスの支持地盤中に固定
され、前記バットレスを介して前記連続壁を支持する複
数のアンカー部材とを備えてなることを特徴とする自立
式簡易地下構築物。
1. A continuous wall constructed in the ground, constructed inside or outside of the continuous wall, integrally with the continuous wall in a continuous direction of the continuous wall, and reaching the supporting ground, A plurality of buttresses supporting the continuous wall, and the buttress and the continuous wall are inserted into concrete, and a tip portion is fixed in a support ground of the buttress, and supports the continuous wall via the buttress. A self-supporting simple underground structure comprising a plurality of anchor members.
JP5311482A 1993-12-13 1993-12-13 Simple underground construction method Expired - Lifetime JP2715867B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP5311482A JP2715867B2 (en) 1993-12-13 1993-12-13 Simple underground construction method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP5311482A JP2715867B2 (en) 1993-12-13 1993-12-13 Simple underground construction method

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JPH07158085A JPH07158085A (en) 1995-06-20
JP2715867B2 true JP2715867B2 (en) 1998-02-18

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4536957B2 (en) * 2001-06-13 2010-09-01 株式会社技研製作所 Retaining wall, retaining wall construction method and construction equipment
JP2012102573A (en) * 2010-11-11 2012-05-31 Takenaka Komuten Co Ltd Construction method of horizontal force transmission structure
CN105178246A (en) * 2015-07-14 2015-12-23 周兆弟 T-shaped pile
JP6515731B2 (en) * 2015-08-07 2019-05-22 株式会社大林組 Support structure of retaining wall
CN109914389A (en) * 2019-04-02 2019-06-21 中国建筑西南勘察设计研究院有限公司 One kind can enhanced prefabricated T-shaped plate stake supporting construction and its construction method
CN115198768A (en) * 2022-08-23 2022-10-18 建研地基基础工程有限责任公司 M-shaped wall foundation pit supporting structure using transverse single-width underground continuous wall as counterfort

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