JP4485006B2 - Construction method for underground structures - Google Patents

Construction method for underground structures Download PDF

Info

Publication number
JP4485006B2
JP4485006B2 JP2000084237A JP2000084237A JP4485006B2 JP 4485006 B2 JP4485006 B2 JP 4485006B2 JP 2000084237 A JP2000084237 A JP 2000084237A JP 2000084237 A JP2000084237 A JP 2000084237A JP 4485006 B2 JP4485006 B2 JP 4485006B2
Authority
JP
Japan
Prior art keywords
underground structure
pile
wall
existing
existing underground
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 - Fee Related
Application number
JP2000084237A
Other languages
Japanese (ja)
Other versions
JP2001271365A (en
Inventor
泰伸 岩崎
厚志 服部
義則 石川
仁 伊藤
俊平 田中
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 JP2000084237A priority Critical patent/JP4485006B2/en
Publication of JP2001271365A publication Critical patent/JP2001271365A/en
Application granted granted Critical
Publication of JP4485006B2 publication Critical patent/JP4485006B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Images

Landscapes

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

Description

【0001】
【発明の属する技術分野】
本発明は、地下水位が高く既存地下躯体が存在する条件下での地下構造物の施工法に関するものである。
【0002】
【従来の技術】
地下水の存在する地中に地下構造物を構築する場合、地下部分を掘削するために土の崩壊を防ぐ強度と地下水を防ぐ止水性を兼ね備えた山留め壁を設置するのが一般的な方法である。
【0003】
さらに地下水位が高く、既存地下躯体が存在する条件下で、かつ、既存地下躯体外壁線と敷地境界線の間に山留め壁を設置する余地がない場合は、図3、図4に示す工法が行われる。
【0004】
図中1は地上構築物撤去後の既存地下躯体で、その一部に埋め戻し2を行い、掘孔機3が乗り入れられるようにする。必要に応じてスラブ補強4を施してもよい。
【0005】
この掘孔機3は地下構造物の破壊能力を有する掘孔機、いわゆるロックオーガである。図中5は既存の山留め、6は埋め戻し2のための仮設壁を示す。
【0006】
前記掘孔機3で地下構造物の既存躯体部分1を破壊・穿孔し、ソイルセメント柱列壁の止水性のある山留め壁7を施工する。この山留め壁7は掘孔機3のオーガーヘッドからセメントミルク等の固結材を注出して掘削ズリと攪拌することでソイルセメントを孔内に打設してなる。また、H形鋼等による芯材8を建て込む。
【0007】
図4において、aは敷地境界線、bは既存外壁線、cは既存内壁線、dは新築外壁線で、敷地境界線a上には仮囲い9を設置し、その内側が工事現場となる。
【0008】
【発明が解決しようとする課題】
しかし、前記図3、図4に示すような方法では、予め掘孔機3で地下構造物の既存地下躯体1を貫通して孔を空ける作業が必要であり、その作業に多くの時間と工費を費やし、また、削孔時に発生する騒音や振動が市街地においては大きな問題となっている。
【0009】
本発明の目的は前記従来例の不都合を解消し、止水性と山留め強度の両方を兼ね備えた大掛かりな山留め壁を設置する必要がなくなり、工期の短縮と工費の低減が得られ、また、削孔の際の騒音、振動の問題もなくなり、市街地での建設公害の防止に役立ち、しかも、建設廃材の発生を減らし、資源の有効利用を図ることができる地下構造物の施工法を提供することにある。
【0010】
【課題を解決するための手段】
本発明は前記目的を達成するため、既存地下構造物の外周に止水性能のみを保持する薄壁をこの既存地下構造物よりも深い位置に達するまで構築し、仮設の切梁等を架設する、もしくは既存地下躯体内を埋め戻し、もしくは、既存地下躯体を解体してスラブ、柱、梁を撤去した後でも、既存杭により外壁が自立を保てる場合もあり、その場合は切梁等の架設なしで、既存地下構造物の外壁を山留め壁として利用して新築に必要な掘削を行うこと、および、既存地下構造物の基礎底盤上に杭打機を設置して山留め杭を打設し、既存地下構造物の外壁とこの山留め杭を山留め壁として利用して新築に必要な掘削を行うこと、さらに、既存地下構造物の基礎底盤にはコアボーリング等により予め孔を開けてから山留め杭を打設することを要旨とするものである。
【0011】
請求項1記載の本発明によれば、既存地下構造物の既存外壁線と敷地境界線の間には、止水性のみを保持する薄壁が設置できる巾があればよく、山留めとしての強度保持は既存地下構造物の外壁を利用するので、既存地下躯体を予め削孔して、止水性と強度の両方を兼ね備えた大掛かりな山留め壁を設置する必要がなくなり、工期の短縮と工事費の低減が達成される。
【0012】
請求項2記載の本発明によれば、前記作用に加えて、既存地下構造物の基礎底盤上に杭打機を設置して打設する山留め杭は、新設地下構造物のための掘削が既存地下構造物の下方にまでおよぶ場合に山留め壁として有効であり、この既存底盤下に設定する山留め杭は 止水性の不要な簡易の山留めとすることができる。
【0013】
請求項3記載の本発明によれば、既存地下構造物の基礎底盤にはコアボーリング等により予め孔を開けておくことにより、山留め杭をH型鋼のような鋼材で構成する場合に、低空頭杭打機を使用して簡易かつ迅速に打設することができる。
【0014】
【発明の実施の形態】
以下、図面について本発明の実施の形態を詳細に説明する。図1は本発明の地下構造物の施工法の1実施形態を示す縦断側面図、図2は同上要部の平面図で、前記従来例と同じく、図1において1は地上構築物撤去後の既存地下躯体、図2において、aは敷地境界線、bは既存外壁線、eは既存基礎梁内面、dは新築外壁線で、敷地境界線a上には仮囲い9を設置し、その内側が工事現場となる。
【0015】
既存地下構造物の既存地下躯体1の外周に止水性能のみを保持する薄壁10をこの既存地下構造物の既存地下躯体1よりも深い位置に達するまで構築する。この薄壁10については基本的にはソイルモルタルと遮水シートにより構成するもので、種々の施工法が提案されている。例えば、トレーダー工法と称せられ、チェーンソウタイプの掘削機で連続溝を形成するとともに、掘削機先端からセメントミルクを注出して掘削土と拡販して溝内にソイルモルタルを充填し、ここに合成樹脂製の遮水シートを例えば下端にウエイトを取付けて建込む、または、掘削機に設けた収納部から引き出して建込むなどである。
【0016】
特に施工深度が深い場合は、ロッドの継ぎ足しで掘削する掘削機を使用して、薄壁掘削を行うことも可能である。
【0017】
一方、既存地下構造物の既存地下躯体1の外壁1aを山留め壁として利用できるようにする。既存地下躯体1は鉄筋コンクリート造の場合は、この外壁1aも鉄筋コンクリート製であり、この他にスラブ、柱、梁で構成されるが、外壁1aに山留めとしての強度を持たせるには、図示は省略するが、仮設の切梁等を架設する、もしくは既存地下躯体1内を埋め戻し、新築構造物を逆打ち工法で施工するなどである。
【0018】
なお、既存地下躯体1を解体してスラブ、柱、梁を撤去した後でも、既存杭11により外壁1aが自立を保てる場合もあり、その場合は切梁等の架設なしに外壁1aを山留め壁として利用することもできる。
【0019】
ただし、新設地下構造物のための掘削が既存地下躯体1の下方にまでおよぶ場合には、確実に外壁1aが自立性は失われる。そこで、既存地下構造物の既存地下躯体1の基礎底盤12上に杭打機13を設置して山留め杭14を打設し、既存地下構造物の外壁1aとこの山留め杭14を山留め壁として利用して既存地下躯体1を適宜解体し、新築に必要な掘削を行い、床付け面までの掘削をする。
【0020】
前記杭打機13を設置するためには必要に応じて既存地下躯体1の一部を解体してスペースを確保するが、杭打機13には設置場所を取らない低空頭杭打機が好適である。また、山留め壁として利用する山留め杭14には山留め壁としての止水性は必要なく、H型鋼等の鋼材が使用できるが、前記基礎底盤12にはコアボーリング等により予め孔16(コア抜き)を開けてから山留め杭14を打設する。
【0021】
前記低空頭杭打機がオーガータイプのものである場合、山留め杭14のH型鋼は削孔した孔の中にこれを建込み、モルタル、セメントミルク、コンクリートで固定してもよい。
【0022】
このようにして、敷地境界線aに近接して止水性能のみを保持する薄壁10が施工され、新築外壁線dの近くで既存基礎梁内面e上に山留め杭14を打設され、この山留め杭14と既存地下構造物の外壁1aとが山留め強度を負担し、薄壁10が止水性を発揮する。
【0023】
【発明の効果】
以上述べたように本発明の地下構造物の施工法は、山留め壁を止水性のみを保持するものと強度のみ保持するものの2種類を使用し、かつ既存地下構築物の一部を利用することで、既存躯体部分を予め大きく削孔することなく山留め壁の機能を達成することができ、止水性と山留め強度の両方を兼ね備えた大掛かりな山留め壁を設置する必要がなくなるので、工期の短縮と工費の低減が得られ、また、削孔の際の騒音、振動の問題もなくなり、市街地での建設公害の防止に役立ち、しかも、建設廃材の発生を減らし、資源の有効利用を図ることができるものである。
【図面の簡単な説明】
【図1】 本発明の地下構造物の施工法の1実施形態を示す縦断側面図である。
【図2】 本発明の地下構造物の施工法の1実施形態を示す要部の平面図である。
【図3】 従来例を示す縦断側面図である。
【図4】 従来例を示す要部の平面図である。
【符号の説明】
1…既存地下躯体 1a…外壁
2…埋め戻し
3…掘孔機 4…スラブ補強
5…既存の山留め 6…仮設壁
7…山留め壁 8…芯材
9…仮囲い 10…薄壁
11…既存杭 12…基礎底盤
13…杭打機 14…山留め杭
16…孔
[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a method for constructing an underground structure under conditions where the groundwater level is high and existing underground structures exist.
[0002]
[Prior art]
When constructing an underground structure in the ground where groundwater exists, it is common practice to install a retaining wall that combines strength to prevent soil collapse and waterstop to prevent groundwater in order to excavate the underground part. .
[0003]
If the groundwater level is high, the existing underground structure is present, and there is no room to install a retaining wall between the existing underground structure outer wall line and the site boundary line, the construction method shown in Figs. Done.
[0004]
In the figure, reference numeral 1 denotes an existing underground structure after the ground structure is removed, and a portion 2 is backfilled 2 so that the digging machine 3 can be carried. You may give the slab reinforcement 4 as needed.
[0005]
This drilling machine 3 is a so-called rock auger having a capability of destroying underground structures. In the figure, 5 is an existing mountain stopper, and 6 is a temporary wall for backfilling 2.
[0006]
The excavator 3 destroys and drills the existing frame portion 1 of the underground structure, and constructs a mountain retaining wall 7 having a water stoppage for the soil cement column wall. This mountain retaining wall 7 is formed by pouring a soil cement into the hole by pouring a solidified material such as cement milk from the auger head of the digging machine 3 and stirring it with the excavation gap. Further, a core material 8 made of H-shaped steel or the like is incorporated.
[0007]
In FIG. 4, a is a site boundary line, b is an existing outer wall line, c is an existing inner wall line, d is a newly built outer wall line, a temporary enclosure 9 is installed on the site boundary line a, and the inside is a construction site .
[0008]
[Problems to be solved by the invention]
However, in the method as shown in FIG. 3 and FIG. 4, it is necessary to pierce the existing underground skeleton 1 of the underground structure with the digging machine 3 in advance, which requires a lot of time and cost. In addition, noise and vibration generated at the time of drilling are a big problem in urban areas.
[0009]
The object of the present invention is to eliminate the inconvenience of the conventional example, eliminates the need to install a large retaining wall having both water-stopping and retaining strength, shortens the construction period and reduces the construction cost, To provide a construction method for underground structures that eliminates the problems of noise and vibration during construction, helps prevent construction pollution in urban areas, reduces the generation of construction waste, and makes effective use of resources is there.
[0010]
[Means for Solving the Problems]
In order to achieve the above object, the present invention constructs a thin wall that retains only water-stopping performance on the outer periphery of an existing underground structure until it reaches a position deeper than the existing underground structure, and constructs temporary beams and the like. Or, after refilling the existing underground enclosure or dismantling the existing underground enclosure and removing the slabs, pillars, and beams, the existing walls may be able to keep the outer wall independent. Without using the outer wall of the existing underground structure as a retaining wall, excavation necessary for the new construction, and installing a pile driver on the foundation bottom of the existing underground structure, Use the outer wall of the existing underground structure and the retaining pile as a retaining wall to perform excavation necessary for the new construction, and drill the hole in the foundation bottom of the existing underground structure in advance by core boring, etc. The gist is to cast Than is.
[0011]
According to the first aspect of the present invention, it is sufficient that there is a width between the existing outer wall line of the existing underground structure and the site boundary line so that a thin wall that holds only the water-stopping property can be installed. Uses the outer wall of the existing underground structure, so there is no need to drill the existing underground frame in advance and install a large retaining wall that has both waterproof and strength, shortening the construction period and reducing the construction cost Is achieved.
[0012]
According to the second aspect of the present invention, in addition to the above-described function, the pile pile installed by placing the pile driving machine on the foundation bottom of the existing underground structure has already been excavated for the newly installed underground structure. It is effective as a retaining wall when reaching below the underground structure, and the retaining pile set under this existing bottom can be a simple retaining structure that does not require water-stopping.
[0013]
According to the third aspect of the present invention, when the foundation pile of the existing underground structure is previously drilled by core boring or the like, the pile pile is made of a steel material such as H-shaped steel. It can be placed easily and quickly using a pile driver.
[0014]
DETAILED DESCRIPTION OF THE INVENTION
Hereinafter, embodiments of the present invention will be described in detail with reference to the drawings. FIG. 1 is a longitudinal side view showing an embodiment of a construction method for an underground structure according to the present invention, FIG. 2 is a plan view of the main part of the same, and in FIG. In Fig. 2, a is the site boundary line, b is the existing outer wall line, e is the inner surface of the existing foundation beam, d is the new outer wall line, and a temporary enclosure 9 is installed on the site boundary line a. It becomes a construction site.
[0015]
A thin wall 10 that retains only the water stopping performance on the outer periphery of the existing underground structure 1 of the existing underground structure is constructed until reaching a position deeper than the existing underground structure 1 of the existing underground structure. The thin wall 10 is basically composed of a soil mortar and a water shielding sheet, and various construction methods have been proposed. For example, it is called a trader construction method, and a continuous groove is formed with a chain saw type excavator, and cement milk is poured from the tip of the excavator to expand sales with excavated soil, filling the groove with soil mortar, and synthesizing this For example, a resin impermeable sheet is built with a weight attached to the lower end, or is pulled out from a storage section provided in the excavator.
[0016]
In particular, when the construction depth is deep, thin wall excavation can be performed using an excavator that excavates by adding rods.
[0017]
On the other hand, the outer wall 1a of the existing underground frame 1 of the existing underground structure can be used as a retaining wall. When the existing underground skeleton 1 is reinforced concrete, the outer wall 1a is also made of reinforced concrete and is composed of slabs, columns, and beams. However, the illustration of the outer wall 1a is omitted in order to give the outer wall 1a strength as a retaining ring. However, a temporary cut beam or the like is installed, or the existing underground structure 1 is backfilled, and a new structure is constructed by a reverse driving method.
[0018]
Even after dismantling the existing underground skeleton 1 and removing the slabs, columns, and beams, the existing pile 11 may keep the outer wall 1a independent. In that case, the outer wall 1a is a retaining wall without erection of a cut beam. It can also be used as
[0019]
However, when the excavation for the newly installed underground structure extends to the lower side of the existing underground frame 1, the outer wall 1a is surely lost its independence. Therefore, the pile driver 13 is installed on the foundation bottom 12 of the existing underground structure 1 of the existing underground structure, and the pile retaining pile 14 is laid, and the outer wall 1a of the existing underground structure and this pile retaining pile 14 are used as the retaining wall. Then, the existing underground structure 1 is dismantled appropriately, excavation necessary for new construction is performed, and excavation to the flooring surface is performed.
[0020]
In order to install the pile driver 13, a part of the existing underground frame 1 is disassembled as necessary to secure a space. It is. Further, the pile retaining pile 14 used as the retaining wall does not need a water-stopping property as the retaining wall, and a steel material such as H-shaped steel can be used. However, the base bottom plate 12 is previously provided with a hole 16 (core removal) by core boring or the like. After opening, the piles 14 are driven.
[0021]
When the low head pile driver is of the auger type, the H-shaped steel of the pile pile 14 may be built in the drilled hole and fixed with mortar, cement milk, or concrete.
[0022]
In this way, the thin wall 10 that retains only the water stopping performance is constructed in the vicinity of the site boundary line a, and the pile pile 14 is driven on the existing foundation beam inner surface e near the newly constructed outer wall line d. The mountain retaining pile 14 and the outer wall 1a of the existing underground structure bear the mountain retaining strength, and the thin wall 10 exhibits water blocking properties.
[0023]
【The invention's effect】
As described above, the construction method of the underground structure of the present invention uses two types of retaining walls, one that retains only water-stopping and the other that retains only strength, and uses a part of an existing underground structure. The function of the retaining wall can be achieved without pre-drilling the existing frame part in advance, and there is no need to install a large retaining wall that has both water-stopping strength and retaining strength. Reduction of noise and vibration during drilling is also eliminated, which helps to prevent construction pollution in urban areas, and can reduce the generation of construction waste and effectively use resources. It is.
[Brief description of the drawings]
FIG. 1 is a longitudinal side view showing an embodiment of a construction method for an underground structure according to the present invention.
FIG. 2 is a plan view of an essential part showing one embodiment of a construction method for an underground structure of the present invention.
FIG. 3 is a longitudinal side view showing a conventional example.
FIG. 4 is a plan view of a main part showing a conventional example.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 1 ... Existing underground frame 1a ... Outer wall 2 ... Backfill 3 ... Digging machine 4 ... Slab reinforcement 5 ... Existing mountain retaining 6 ... Temporary wall 7 ... Mountain retaining wall 8 ... Core material 9 ... Temporary enclosure 10 ... Thin wall
11 ... Existing pile 12 ... Foundation bottom
13 ... Pile driver 14 ... Screw pile
16 ... hole

Claims (3)

既存地下構造物の外周に止水性能のみを保持する薄壁をこの既存地下構造物よりも深い位置に達するまで構築し、仮設の切梁等を架設する、もしくは既存地下躯体内を埋め戻し、もしくは、既存地下躯体を解体してスラブ、柱、梁を撤去した後でも、既存杭により外壁が自立を保てる場合もあり、その場合は切梁等の架設なしで、既存地下構造物の外壁を山留め壁として利用して新築に必要な掘削を行うことを特徴とする地下構造物の施工法。Build a thin wall that retains only water-stopping performance on the outer periphery of the existing underground structure until it reaches a deeper position than this existing underground structure , lay temporary beams, etc., or backfill the existing underground structure, Or, even after dismantling the existing underground structure and removing the slabs, columns, and beams, the existing piles may keep the outer walls independent. A construction method for underground structures characterized by excavation necessary for new construction by using as a retaining wall. 既存地下構造物の基礎底盤上に杭打機を設置して山留め杭を打設し、既存地下構造物の外壁とこの山留め杭を山留め壁として利用して新築に必要な掘削を行う請求項1記載の地下構造物の施工法。  A pile driving machine is installed on the foundation bottom of an existing underground structure to place a pile pile, and the outer wall of the existing underground structure and the pile pile are used as a pile wall to perform excavation necessary for a new construction. The construction method of the described underground structure. 既存地下構造物の基礎底盤にはコアボーリング等により予め孔を開けてから山留め杭を打設する請求項2記載の地下構造物の施工法。  The method for constructing an underground structure according to claim 2, wherein a pile pile is driven after a hole is drilled in advance in the foundation bottom of the existing underground structure by core boring or the like.
JP2000084237A 2000-03-24 2000-03-24 Construction method for underground structures Expired - Fee Related JP4485006B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2000084237A JP4485006B2 (en) 2000-03-24 2000-03-24 Construction method for underground structures

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2000084237A JP4485006B2 (en) 2000-03-24 2000-03-24 Construction method for underground structures

Publications (2)

Publication Number Publication Date
JP2001271365A JP2001271365A (en) 2001-10-05
JP4485006B2 true JP4485006B2 (en) 2010-06-16

Family

ID=18600738

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2000084237A Expired - Fee Related JP4485006B2 (en) 2000-03-24 2000-03-24 Construction method for underground structures

Country Status (1)

Country Link
JP (1) JP4485006B2 (en)

Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102454170A (en) * 2010-10-18 2012-05-16 齐藤隆春 Construction method for underground structure
JP6133621B2 (en) * 2013-02-25 2017-05-24 株式会社竹中工務店 Yamadome wall
CN103195049B (en) * 2013-04-02 2016-03-30 中铁第四勘察设计院集团有限公司 A kind of variation rigidity underground continuous wall-enclosure structure
JP6707872B2 (en) * 2016-01-21 2020-06-10 株式会社大林組 Reverse construction method
CN106869171B (en) * 2017-03-31 2019-07-19 西安交通大学 Pipe gallery sand cushion isolating damping device and its method of construction
CN108035338A (en) * 2017-11-24 2018-05-15 上海市机械施工集团有限公司 Prefabricated ground walls and its construction method
CN107989026A (en) * 2017-11-24 2018-05-04 上海市机械施工集团有限公司 A kind of prefabricated ground walls and its construction method
CN113982012B (en) * 2021-11-05 2023-06-20 中铁工程装备集团有限公司 Open caisson construction method and construction device

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS61250233A (en) * 1985-04-26 1986-11-07 Takenaka Komuten Co Ltd Sheathing construction work for case where two or more different remains are present underground
JPH0238627A (en) * 1988-07-28 1990-02-08 Taisei Corp Rebuilding of existing building
JPH11193641A (en) * 1997-11-06 1999-07-21 Takenaka Komuten Co Ltd Reconstruction method of structure

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5016890B1 (en) * 1970-07-22 1975-06-17
JP3308407B2 (en) * 1994-11-15 2002-07-29 株式会社竹中工務店 How to create an underground structure

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS61250233A (en) * 1985-04-26 1986-11-07 Takenaka Komuten Co Ltd Sheathing construction work for case where two or more different remains are present underground
JPH0238627A (en) * 1988-07-28 1990-02-08 Taisei Corp Rebuilding of existing building
JPH11193641A (en) * 1997-11-06 1999-07-21 Takenaka Komuten Co Ltd Reconstruction method of structure

Also Published As

Publication number Publication date
JP2001271365A (en) 2001-10-05

Similar Documents

Publication Publication Date Title
JP2010031647A (en) Internal excavation method through pile, and foundation pile structure
KR20100068597A (en) A shoring method using arch plate pile and h-pile
KR100415809B1 (en) precast pile for braced wall and the method using the same
KR100652558B1 (en) Guide pipe for sheet pile and construction method using the same
JP2008057184A (en) Method of constructing underground wall by using h-shaped pc pile
KR101065017B1 (en) A shoring method using arch plate pile and H-Pile
KR101021915B1 (en) A method for constructing cut-off temporary structure for sheathing work
JP4485006B2 (en) Construction method for underground structures
KR20000006650A (en) a pole for mud wall and constrution method of fence for mud
KR102317138B1 (en) Construction method of cast in place concrete pile for retaining wall
JPH0960028A (en) Method for increasing strength of existing steel pipe pile
JP3829319B2 (en) Construction method of underground hollow structure and its underground hollow structure
KR200362565Y1 (en) Earth Retaining Wall Structure Using Precast Concrete Pile and Construction Method Thereof
KR101021913B1 (en) A method for constructing cut-off temporary structure for sheathing work
JPH08184058A (en) Landslide protection construction
JP2005273376A (en) Working face stabilizing method applicable to underground structure construction method
JP3948655B2 (en) Construction method of retaining wall and underground structure
JP2697558B2 (en) Independent mountain retaining wall method
KR200296444Y1 (en) Underaround continued wall structure using a large diameter cast-in-place pile installed by Benoto method
JP2017197910A (en) Construction method of earth retaining wall structure, and earth retaining wall structure
JP2607966B2 (en) Expanded connecting wall construction method
KR100327547B1 (en) Composite retaining wall construction method
WO2009139510A1 (en) Construction method for continuous cut-off wall using overlap casing
KR20090078684A (en) Composite wall using angled channel and constructing method thereof
KR102610909B1 (en) Method and structure of steel pipe propulsion using anchor installation inside steel pipe to prevent sinking

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20060704

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20080422

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20090602

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20090729

TRDD Decision of grant or rejection written
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20100323

A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20100324

R150 Certificate of patent or registration of utility model

Ref document number: 4485006

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

Free format text: JAPANESE INTERMEDIATE CODE: R150

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20130402

Year of fee payment: 3

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20130402

Year of fee payment: 3

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20160402

Year of fee payment: 6

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

LAPS Cancellation because of no payment of annual fees