JP7085464B2 - How to build a retaining wall structure in the reverse striking method - Google Patents

How to build a retaining wall structure in the reverse striking method Download PDF

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JP7085464B2
JP7085464B2 JP2018220544A JP2018220544A JP7085464B2 JP 7085464 B2 JP7085464 B2 JP 7085464B2 JP 2018220544 A JP2018220544 A JP 2018220544A JP 2018220544 A JP2018220544 A JP 2018220544A JP 7085464 B2 JP7085464 B2 JP 7085464B2
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俊介 佐藤
正人 中島
信次 畑
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本発明は、既存地下外壁を利用した山留め壁構造の構築方法に関する。 The present invention relates to a method for constructing a retaining wall structure using an existing underground outer wall.

地下構造物を備えた既存構造物を解体して新設構造物を構築する建替工事において、解体後に残置された既存地下外壁を利用して山留め壁構造を構築する方法として、特許文献1に示す建物の解体・構築方法が提案されている。この従来方法では、既存下部構造3の既存側壁部(既存地下外壁)3aの内側にバットレス補強体5を構築するバットレス構築工程と、既存側壁部3aの内側で、且つ、バットレス補強体5との間に外側空間を設けた状態で新設地下躯体2の新設側壁部6を構築する新設側壁部構築工程と、新設地下躯体2の新設側壁部6とバットレス補強体5を含む既存側壁部3aとの間の外側空間にコンクリートグラウト7を充填する充填工程と、を備える。
そして、上述の充填工程の実行により、既存側壁部3aと新設地下躯体2の側壁部6とを一体化し、バットレス補強体5を含む既存側壁部3aとコンクリートグラウト7からなる山留め壁構造が構築される。
Patent Document 1 shows a method of constructing a retaining wall structure using an existing underground outer wall left after demolition in a rebuilding work for constructing a new structure by dismantling an existing structure provided with an underground structure. A method of dismantling and constructing a building has been proposed. In this conventional method, the buttress construction step of constructing the buttress reinforcing body 5 inside the existing side wall portion (existing underground outer wall) 3a of the existing lower structure 3 and the buttress reinforcing body 5 inside the existing side wall portion 3a and with the buttress reinforcing body 5. The process of constructing the new side wall portion 6 of the new underground skeleton 2 with the outer space provided between them, and the existing side wall portion 3a including the new side wall portion 6 of the new underground skeleton 2 and the buttress reinforcing body 5. A filling step of filling the outer space between the concrete grouts 7 is provided.
Then, by executing the above-mentioned filling step, the existing side wall portion 3a and the side wall portion 6 of the new underground skeleton 2 are integrated, and a retaining wall structure composed of the existing side wall portion 3a including the buttress reinforcing body 5 and the concrete grout 7 is constructed. To.

特開2001-303599号公報Japanese Unexamined Patent Publication No. 2001-303599

従来の山留め壁構造の構築方法では、既存側壁部3aの内側位置に新設地下躯体2の新設側壁部6が構築された後、この新設側壁部6とバットレス補強体5を含むバットレス補強体5との間の外側空間にコンクリートグラウト7が充填される。これにより、既存側壁部3aと新設地下躯体2の新設側壁部6とが一体化される。このコンクリートグラウト7の充填工程が完了するまでは、既存側壁部3aはバットレス補強体5によって補強されているだけである。そのため、新設地下躯体2の階層が多く(深く)なって既存側壁部3aに大きな土圧が作用する建替工事の場合には、既存側壁部3aを利用した山留め壁構造の土圧に対する水平方向での突っ張り力が十分ではなく、この面で改善の余地がある。
しかも、新設地下躯体2の新設側壁部6の構築にあたっては、多数の外型枠、内型枠、セパレータ等が必要で、しかも、セパレータの外側端部は、既存側壁部3a及びバットレス補強体5に連結するため、セパレータの長さも、新設側壁部6の厚み以上に長くなり、施工コスト面及び新設側壁部6の構築精度面で改善の余地がある。
In the conventional method of constructing the retaining wall structure, after the new side wall portion 6 of the new underground skeleton 2 is constructed at the inner position of the existing side wall portion 3a, the new side wall portion 6 and the buttress reinforcing body 5 including the buttress reinforcing body 5 are used. The outer space between them is filled with concrete grout 7. As a result, the existing side wall portion 3a and the new side wall portion 6 of the new underground skeleton 2 are integrated. Until the filling step of the concrete grout 7 is completed, the existing side wall portion 3a is only reinforced by the buttress reinforcing body 5. Therefore, in the case of rebuilding work in which the new underground skeleton 2 has many (deep) layers and a large earth pressure acts on the existing side wall portion 3a, the horizontal direction with respect to the earth pressure of the retaining wall structure using the existing side wall portion 3a. There is room for improvement in this respect, as the tension in the area is not sufficient.
Moreover, in constructing the new side wall portion 6 of the new underground skeleton 2, a large number of outer formwork, inner formwork, separator, etc. are required, and the outer end portion of the separator is the existing side wall portion 3a and the buttress reinforcing body 5. Since the separator is connected to the above, the length of the separator is also longer than the thickness of the new side wall portion 6, and there is room for improvement in terms of construction cost and construction accuracy of the new side wall portion 6.

この実情に鑑み、本発明の主たる課題は、施工コストの削減を図りながら、既存地下外壁を利用した山留め壁構造の水平力に対する抵抗力を向上することのできる逆打ち工法における山留め壁構造の構築方法を提供する点にある。 In view of this situation, the main subject of the present invention is the construction of a mountain retaining wall structure in a reverse striking method capable of improving the resistance to the horizontal force of the retaining wall structure using the existing underground outer wall while reducing the construction cost. The point is to provide a method.

本発明の第1特徴構成は、既存地下外壁の内側で当該既存地下外壁の内面との間に空間を設けた位置、且つ、後から逆打ち工法で構築される新設地下構造体の逆打ち工法構築部位にて内側から突っ張り力が作用される位置にガイドウォールを構築するガイドウォール構築工程と、
前記既存地下外壁と前記ガイドウォールとの間の前記空間に充填材を充填し、前記既存地下外壁と前記充填材と前記ガイドウォールからなる山留め壁構造を構築する充填材充填工程と、を備え
前記ガイドウォール構築工程において、前記ガイドウォールの上端部及び下端部を、上階側の既存床スラブ及び下階側の既存床スラブに一体化した状態で構築する点にある。
The first characteristic configuration of the present invention is a reverse striking method for a new underground structure constructed at a position where a space is provided inside the existing underground outer wall and the inner surface of the existing underground outer wall, and which is later constructed by a reverse striking method. The guide wall construction process that constructs the guide wall at the position where the tension force is applied from the inside at the construction site,
The space between the existing underground outer wall and the guide wall is filled with a filler, and a filler filling step of constructing a retaining wall structure including the existing underground outer wall, the filler and the guide wall is provided .
In the guide wall construction step, the upper end portion and the lower end portion of the guide wall are constructed in a state of being integrated with the existing floor slab on the upper floor side and the existing floor slab on the lower floor side .

上記構成によれば、既存地下外壁の内側に位置するガイドウォールは、後から逆打ち工法で構築される新設地下構造体の逆打ち工法構築部位にて内側から水平方向に突っ張り力が作用される位置に構築される。しかも、このガイドウォールと既存地下外壁の内面との間に設けられた空間には充填材が充填され、既存地下外壁とガイドウォールとが充填材で一体化された山留め壁構造が構築される。これにより、新設地下構造体の逆打ち構築部位を切梁として作用させて、既存地下外壁を利用した山留め壁構造の水平力(土圧)に対する抵抗力を向上することができる。しかも、既存地下外壁と充填材とガイドウォールからなる山留め壁構造全体を鉄筋コンクリート等で構成する場合に比べて施工コストの削減を図ることができる。
本発明の第2特徴構成は、前記ガイドウォール構築工程において、前記既存床スラブのガイドウォール構築部位に、前記ガイドウォールに配筋される鉄筋を通した状態でコンクリートを打設し、前記ガイドウォールを前記既存床スラブと一体化して構築してある点にある。
According to the above configuration, the guide wall located inside the existing underground outer wall is subjected to a horizontal tension force from the inside at the reverse striking method construction site of the new underground structure to be constructed by the reverse striking method later. Built in position. Moreover, the space provided between the guide wall and the inner surface of the existing underground outer wall is filled with a filler, and a retaining wall structure in which the existing underground outer wall and the guide wall are integrated with the filler is constructed. As a result, it is possible to act as a girder at the reverse striking construction site of the new underground structure and improve the resistance to the horizontal force (earth pressure) of the retaining wall structure using the existing underground outer wall. Moreover, the construction cost can be reduced as compared with the case where the entire structure of the retaining wall composed of the existing underground outer wall, the filler and the guide wall is made of reinforced concrete or the like.
The second characteristic configuration of the present invention is that in the guide wall construction step, concrete is poured into the guide wall construction portion of the existing floor slab with the reinforcing bars arranged in the guide wall passed through the guide wall. Is integrated with the existing floor slab.

記ガイドウォール構築工程を行う前に、前記既存地下外壁を補強する既存地下外壁補強工程を実行すると好適である。 It is preferable to execute the existing underground outer wall reinforcing step for reinforcing the existing underground outer wall before performing the guide wall construction step.

上記構成によれば、ガイドウォールを構築する前に、既存地下外壁をバットレス等で補強することにより、既存地下外壁の曲げおよびせん断耐力を高めることができる。 According to the above configuration, the bending and shearing strength of the existing underground outer wall can be enhanced by reinforcing the existing underground outer wall with a buttress or the like before constructing the guide wall.

本発明の第3特徴構成は、前記ガイドウォール構築工程において、後から構築される前記新設地下構造体の前記逆打ち工法構築部位の設計外面位置に前記ガイドウォールを構築する点にある。 The third characteristic configuration of the present invention is to construct the guide wall at the design outer surface position of the reverse striking method construction site of the new underground structure to be constructed later in the guide wall construction step.

上記構成によれば、ガイドウォールを外型枠にして逆打ち工法で逆打ち工法構築部位を構築するにあたり、ガイドウォールの内面が逆打ち工法構築部位の設計外面位置にあるので、逆打ち工法構築部位の厚みを必要以上に大きくする必要がない。そのため、本設構造体の外側の増し打ちコンクリート量を削減することができる。さらに、内型枠を位置保持するセパレータの長さを新設地下構造体の新設壁厚まで短くすることができ、内型枠の位置保持性能や工事の安全性が向上するとともに、セパレータの施工コストを安価にすることができる。 According to the above configuration, when constructing the reverse striking method construction site by the reverse striking method with the guide wall as the outer formwork, the inner surface of the guide wall is located at the design outer surface position of the reverse striking method construction site. It is not necessary to increase the thickness of the part more than necessary. Therefore, it is possible to reduce the amount of additional concrete cast on the outside of the main structure. Furthermore, the length of the separator that holds the position of the inner formwork can be shortened to the thickness of the new wall of the new underground structure, improving the position holding performance of the inner formwork and the safety of construction, and the construction cost of the separator. Can be cheaper.

本発明の第4特徴構成は、既存地下外壁の内側で当該既存地下外壁の内面との間に空間を設けた位置、且つ、後から逆打ち工法で構築される新設地下構造体の逆打ち工法構築部位にて内側から突っ張り力が作用される位置にガイドウォールを構築するガイドウォール構築工程と、
前記既存地下外壁と前記ガイドウォールとの間の前記空間に充填材を充填し、前記既存地下外壁と前記充填材と前記ガイドウォールからなる山留め壁構造を構築する充填材充填工程と、を備え、
前記充填材充填工程を行う前に、前記ガイドウォールに壁開口部を形成するとともに、前記ガイドウォールと前記既存地下外壁の間の既存地下スラブに床開口部を形成し、前記充填材充填工程において、上階側の前記ガイドウォールの内側から前記壁開口部及び前記床開口部を通して下階側の前記空間に充填材を落とし込む点にある。
The fourth characteristic configuration of the present invention is a reverse striking method for a new underground structure constructed at a position where a space is provided inside the existing underground outer wall and the inner surface of the existing underground outer wall, and which is later constructed by a reverse striking method. The guide wall construction process that constructs the guide wall at the position where the tension force is applied from the inside at the construction site,
The space between the existing underground outer wall and the guide wall is filled with a filler, and a filler filling step of constructing a retaining wall structure including the existing underground outer wall, the filler and the guide wall is provided.
In the filler filling step, a wall opening is formed in the guide wall and a floor opening is formed in the existing underground slab between the guide wall and the existing underground outer wall before the filler filling step is performed. The point is that the filler is dropped into the space on the lower floor side from the inside of the guide wall on the upper floor side through the wall opening and the floor opening.

上記構成によれば、既存地下外壁の内側に位置するガイドウォールは、後から逆打ち工法で構築される新設地下構造体の逆打ち工法構築部位にて内側から水平方向に突っ張り力が作用される位置に構築される。しかも、このガイドウォールと既存地下外壁の内面との間に設けられた空間には充填材が充填され、既存地下外壁とガイドウォールとが充填材で一体化された山留め壁構造が構築される。これにより、新設地下構造体の逆打ち構築部位を切梁として作用させて、既存地下外壁を利用した山留め壁構造の水平力(土圧)に対する抵抗力を向上することができる。しかも、既存地下外壁と充填材とガイドウォールからなる山留め壁構造全体を鉄筋コンクリート等で構成する場合に比べて施工コストの削減を図ることができる。
更に、上記構成によれば、充填材充填工程において、上階側のガイドウォールの内側から壁開口部及び床開口部を通して下階側の前記空間に充填材を落とし込むことで、充填材を隙間無く確実に充填することができる。
According to the above configuration, the guide wall located inside the existing underground outer wall is subjected to a horizontal tension force from the inside at the reverse striking method construction site of the new underground structure to be constructed by the reverse striking method later. Built in position. Moreover, the space provided between the guide wall and the inner surface of the existing underground outer wall is filled with a filler, and a retaining wall structure in which the existing underground outer wall and the guide wall are integrated with the filler is constructed. As a result, it is possible to act as a girder at the reverse striking construction site of the new underground structure and improve the resistance to the horizontal force (earth pressure) of the retaining wall structure using the existing underground outer wall. Moreover, the construction cost can be reduced as compared with the case where the entire structure of the retaining wall composed of the existing underground outer wall, the filler and the guide wall is made of reinforced concrete or the like.
Further, according to the above configuration, in the filler filling step, the filler is dropped into the space on the lower floor from the inside of the guide wall on the upper floor through the wall opening and the floor opening, so that the filler is filled without gaps. It can be reliably filled.

本発明の第5特徴構成は、前記充填材として、流動化処理土を用いる点にある。 The fifth characteristic configuration of the present invention is that fluidized soil is used as the filler.

上記構成によれば、流動化処理土は高い流動性を有するので、既存地下外壁とガイドウォールとの間に空隙を生じさせることなく確実に充填できる。しかも、充填材として流動化処理土を用いるので、コンクリートに比べて安価に充填できる。よって、既存地下外壁と充填材とガイドウォールからなる山留め壁構造の施工性を高め、且つ、コストの低廉化を図ることができる。 According to the above configuration, since the fluidized soil has high fluidity, it can be reliably filled without forming a gap between the existing underground outer wall and the guide wall. Moreover, since fluidized soil is used as the filler, it can be filled at a lower cost than concrete. Therefore, it is possible to improve the workability of the retaining wall structure composed of the existing underground outer wall, the filler, and the guide wall, and to reduce the cost.

本発明の逆打ち工法における山留め壁構造の構築方法における既存地下外壁補強工程を示す縦断面図と水平断面図A vertical sectional view and a horizontal sectional view showing an existing underground outer wall reinforcement process in the method for constructing a retaining wall structure in the reverse striking method of the present invention. ガイドウォール構築工程を示す縦断面図と水平断面図Vertical cross-sectional view and horizontal cross-sectional view showing the guide wall construction process 充填材充填工程の充填開始時の縦断面図Vertical cross-sectional view at the start of filling in the filler filling process 充填材充填工程の充填完了時の縦断面図と水平断面図Vertical cross-sectional view and horizontal cross-sectional view when filling of the filler filling process is completed 逆打ち工法による新設地下構造体の構築工程を示す縦断面図と水平断面図Vertical cross-sectional view and horizontal cross-sectional view showing the construction process of a new underground structure by the reverse striking method

本発明の実施形態を図面に基づいて説明する。
図1は、地下構造部1Aと地上構造部を有する既存構造物1を解体して、その解体後に残置された既存耐圧盤2の上方に新設構造物を構築する建替工事の途中状態を示す。
An embodiment of the present invention will be described with reference to the drawings.
FIG. 1 shows a state in the middle of rebuilding work in which an existing structure 1 having an underground structure portion 1A and an above-ground structure portion is dismantled and a new structure is constructed above the existing pressure plate 2 left after the dismantling. ..

図1に示す既存構造物1は、鉄骨鉄筋コンクリート製の一般的な建物である。図1には、解体された既存構造物1の一部である地下1階B1~地下5階B5までの既存地下構造部1Aが残置されている。この既存地下構造部1Aの既存地下構造体(既存地下躯体)は、既存基礎底となる既存耐圧盤2と、既存耐圧盤2の上面側に平面視で格子状に構築されている既存基礎梁3と、既存耐圧盤2の外周部に連続して地下1階B1~地下5階B5までの高さを有する既存地下外壁4と、地上1階F1~地下4階B4の既存床スラブ5を備える。 The existing structure 1 shown in FIG. 1 is a general building made of steel-framed reinforced concrete. In FIG. 1, the existing underground structure 1A from the first basement floor B1 to the fifth basement floor B5, which is a part of the dismantled existing structure 1, is left. The existing underground structure (existing underground skeleton) of the existing underground structure portion 1A consists of an existing pressure plate 2 which is the bottom of the existing foundation and an existing foundation beam which is constructed in a grid pattern on the upper surface side of the existing pressure plate 2. 3 and the existing underground outer wall 4 having a height from the 1st basement floor B1 to the 5th basement floor B5 continuously on the outer peripheral portion of the existing pressure plate 2, and the existing floor slab 5 of the 1st basement floor F1 to the 4th basement floor B4. Be prepared.

既存耐圧盤2の上面2aから既存基礎梁3の天端3aまでの既存基礎ピット空間6には、充填材としての流動化処理土11が、既存基礎梁3の天端3aと同一高さで充填されている。この充填された流動化処理土11の上面11a及び既存基礎梁3の天端3aにおける構真柱配置箇所には、先行敷モルタル12を介して構真柱7が建て込まれ、逆打ち工法により新設地下構造体(新設地下躯体)50が構築されることになる。そのうち、充填された流動化処理土11の上面11aに配置される構真柱7の軸力は、既存耐圧盤2の上面2aと構真柱7の下端部との間の流動化処理土11を介して平面的に分散させた状態で既存耐圧盤2に伝達される。既存基礎梁3の天端3aに配置される構真柱7の軸力は、既存基礎梁3を介して既存耐圧盤2に伝達される。
構真柱7の各々は、後に流動化処理土11の上面11a及び既存基礎梁3の天端3aの上方に構築される新設地下構造体50の新設基礎51に定着される。そのため、各構真柱7は、新設基礎51の設置予定箇所よりも下方の既存耐圧盤2を介して当該既存耐圧盤2の下方の支持部である地盤改良体13に支持される。
In the existing foundation pit space 6 from the upper surface 2a of the existing pressure plate 2 to the top end 3a of the existing foundation beam 3, the fluidized soil 11 as a filler is at the same height as the top end 3a of the existing foundation beam 3. It is filled. At the top surface 11a of the filled fluidized soil 11 and the top 3a of the existing foundation beam 3, the structure pillar 7 is built via the preceding mortar 12 and the structure pillar 7 is built by the reverse striking method. A new underground structure (new underground skeleton) 50 will be constructed. Among them, the axial force of the structural pillar 7 arranged on the upper surface 11a of the filled fluidized soil 11 is the fluidized soil 11 between the upper surface 2a of the existing pressure plate 2 and the lower end of the structural pillar 7. It is transmitted to the existing pressure plate 2 in a state of being dispersed in a plane via the above. The axial force of the structural pillar 7 arranged at the top end 3a of the existing foundation beam 3 is transmitted to the existing pressure plate 2 via the existing foundation beam 3.
Each of the structural pillars 7 is fixed to the new foundation 51 of the new underground structure 50, which is later constructed above the upper surface 11a of the fluidized soil 11 and the top end 3a of the existing foundation beam 3. Therefore, each structural Shinbashira 7 is supported by the ground improvement body 13 which is a support portion below the existing pressure plate 2 via the existing pressure plate 2 below the planned installation location of the new foundation 51.

上述のように、構真柱7の軸力を既存基礎ピット空間6に充填された流動化処理土11を介して平面的に分散することで、既存耐圧盤2の破壊を回避しながら既存耐圧盤2の下方の地盤改良体13に構真柱7を支持させることができる。また、後に構築する新設基礎51と既存耐圧盤2との設置レベルの差を利用して構真柱7の軸力を平面的に分散するための流動化処理土11の充填高さを確保することができる。 As described above, by distributing the axial force of the structural pillar 7 in a plane through the fluidized soil 11 filled in the existing foundation pit space 6, the existing pressure resistance plate 2 is avoided to be destroyed. The structure pillar 7 can be supported by the ground improvement body 13 below the board 2. In addition, the filling height of the fluidized soil 11 for planarly dispersing the axial force of the structural pillar 7 is secured by utilizing the difference in the installation level between the new foundation 51 to be constructed later and the existing pressure plate 2. be able to.

次に、解体跡地に残置された既存地下外壁4を利用して山留め壁構造を構築する逆打ち工法における山留め壁構造の構築方法を、図1~図4に基づいて説明する。
この山留め壁構造の構築方法は、図1に示すように、既存地下外壁4を補強する既存地下外壁補強工程と、図2に示すように、既存地下外壁4の内側に間隔を設けてガイドウォール20を構築するガイドウォール構築工程と、図3に示すように、既存地下外壁4とガイドウォール20との間の空間(以下、充填空間と記載する)21に充填材23を充填する充填材充填工程と、図4に示すように、ガイドウォール20の内面20aと一体化する新設地下外壁52を含む新設地下構造体50を逆打ち工法で構築する新設地下構造体構築工程と、を備える。
Next, a method of constructing the retaining wall structure in the reverse striking method for constructing the retaining wall structure using the existing underground outer wall 4 left on the site of the demolition will be described with reference to FIGS. 1 to 4.
As shown in FIG. 1, the method of constructing the retaining wall structure is as follows: an existing underground outer wall reinforcing step for reinforcing the existing underground outer wall 4, and a guide wall with a space inside the existing underground outer wall 4 as shown in FIG. Filling with filler 23 to fill the space (hereinafter referred to as filling space) 21 between the existing underground outer wall 4 and the guide wall 20 as shown in the guide wall construction step for constructing 20 and FIG. As shown in FIG. 4, the process includes a new underground structure construction step of constructing a new underground structure 50 including a new underground outer wall 52 integrated with the inner surface 20a of the guide wall 20 by a reverse striking method.

[既存地下外壁補強工程]
図1に示すように、既存地下外壁4の内面4aで、且つ、隣り合う既存柱14間の中央位置に、既存地下外壁4の内面4aに対して直交方向に突出する柱型の鉄筋コンクリート製のバットレス(控え壁)22を構築する。この柱型のバットレス22による既存地下外壁4の補強により、既存地下外壁4の曲げおよびせん断耐力を高めることができるので、既存地下外壁4を利用した山留め壁構造の水平力(土圧)に対する抵抗力を向上することができる。
[Existing underground outer wall reinforcement process]
As shown in FIG. 1, a pillar-shaped reinforced concrete material that protrudes in a direction orthogonal to the inner surface 4a of the existing underground outer wall 4 at the center position between the existing pillars 14 adjacent to each other on the inner surface 4a of the existing underground outer wall 4. Build a buttress 22. By reinforcing the existing underground outer wall 4 with this pillar-shaped buttress 22, the bending and shearing strength of the existing underground outer wall 4 can be increased, so that the resistance to the horizontal force (earth pressure) of the retaining wall structure using the existing underground outer wall 4 can be increased. You can improve your strength.

[ガイドウォール構築工程]
図2に示すように、上階の既存床スラブ5と下階の既存床スラブ5との鉛直方向で相対向する部位で、且つ、既存地下外壁4の内面4aとの間に充填空間21を設けた内側位置に、鉄筋コンクリート製の所定厚み(例えば、150mm)のガイドウォール20を構築する。
また、ガイドウォール20は、後から逆打ち工法で構築される新設地下構造体50の逆打ち工法構築部位にて内側から突っ張り力が作用される位置に構築される。詳しくは、ガイドウォール20の内面20aの位置は、図5に示すように、後から構築される新設地下構造体50の逆打ち工法構築部位となる新設地下外壁52の設計外面位置52aに設定されている。
[Guide wall construction process]
As shown in FIG. 2, a filling space 21 is provided at a portion vertically opposed to the existing floor slab 5 on the upper floor and the existing floor slab 5 on the lower floor, and between the inner surface 4a of the existing underground outer wall 4. A guide wall 20 made of reinforced concrete and having a predetermined thickness (for example, 150 mm) is constructed at the provided inner position.
Further, the guide wall 20 is constructed at a position where a tension force is applied from the inside at the reverse striking method construction site of the new underground structure 50 which is later constructed by the counter striking method. Specifically, as shown in FIG. 5, the position of the inner surface 20a of the guide wall 20 is set to the design outer surface position 52a of the new underground outer wall 52, which is the construction site of the reverse striking method of the new underground structure 50 to be constructed later. ing.

ガイドウォール20の構築工程では、上階の既存床スラブ5及び下階の既存床スラブ5におけるガイドウォール構築部位の一部を撤去する。上階の既存床スラブ5の撤去部位及び下階の既存床スラブ5の撤去部位に、ガイドウォール20に配筋される鉄筋を通す。ガイドウォール20の内面形成位置及び外面形成位置に沿って内型枠及び外型枠を配置する。内型枠の位置と外型枠の位置をセパレータで固定したのち、内型枠と外型枠との間にコンクリートを打設して既存床スラブ5と一体化したガイドウォール20を構築する。
このガイドウォール20の構築工程を、地下1階B1から地下5階B5まで順次実施する。
In the guide wall 20 construction process, a part of the guide wall construction portion in the existing floor slab 5 on the upper floor and the existing floor slab 5 on the lower floor is removed. Reinforcing bars arranged on the guide wall 20 are passed through the removed part of the existing floor slab 5 on the upper floor and the removed part of the existing floor slab 5 on the lower floor. The inner formwork and the outer formwork are arranged along the inner surface forming position and the outer surface forming position of the guide wall 20. After fixing the position of the inner formwork and the position of the outer formwork with a separator, concrete is placed between the inner formwork and the outer formwork to construct a guide wall 20 integrated with the existing floor slab 5.
The construction process of the guide wall 20 is sequentially carried out from B1 on the first basement floor to B5 on the fifth basement floor.

上述のガイドウォール20の構築工程では、上階の既存床スラブ5及び下階の既存床スラブ5におけるガイドウォール構築部位の一部を撤去し、その撤去部位に鉄筋を通して鉄筋コンクリート製のガイドウォール20を構築するので、ガイドウォール20と上階の既存床スラブ5及び下階の既存床スラブ5とを一体化させることができる。これにより、ガイドウォール20の水平力(剪断)に対する安全性の向上、位置保持性能の向上を図ることができる。 In the above-mentioned construction process of the guide wall 20, a part of the guide wall construction part in the existing floor slab 5 on the upper floor and the existing floor slab 5 on the lower floor is removed, and the guide wall 20 made of reinforced concrete is passed through the removed part through a reinforcing bar. Since it is constructed, the guide wall 20 can be integrated with the existing floor slab 5 on the upper floor and the existing floor slab 5 on the lower floor. As a result, it is possible to improve the safety of the guide wall 20 against horizontal force (shearing) and improve the position holding performance.

[充填材充填工程]
図3に示すように、既存地下外壁4とガイドウォール20との間の充填空間21に充填材23を充填し、既存地下外壁4と充填材23とガイドウォール20からなる山留め壁構造を構築する。
充填材23としては、泥水や建設汚泥などの泥土にセメントなどの固化材を加えて混練した流動化処理土、特に、比較的流動性が高くて強度の低い低規格流動化処理土(例えば、圧縮強度3N/mm程度)が用いられる。なお、充填材23は、解体ガラ、建設発生土、コンクリート、セメントミルク、流動化処理土などの種々のものを用いることができる。
[Filler filling process]
As shown in FIG. 3, the filling space 21 between the existing underground outer wall 4 and the guide wall 20 is filled with the filler 23, and a retaining wall structure composed of the existing underground outer wall 4, the filler 23 and the guide wall 20 is constructed. ..
The filler 23 is a fluidized soil obtained by adding a solidifying material such as cement to mud such as muddy water or construction sludge and kneading it, and particularly, a low-standard fluidized soil having relatively high fluidity and low strength (for example,). Compressive strength of about 3 N / mm 2 ) is used. As the filler 23, various materials such as demolition waste, construction-generated soil, concrete, cement milk, and fluidized soil can be used.

上述のように、既存地下外壁4と充填材23とガイドウォール20とが一体化された山留め壁構造を構築することができるので、新設地下構造体50の逆打ち工法構築部位となる新設地下外壁52を切梁として作用させて、既存地下外壁4を利用した山留め壁構造の水平力(土圧)に対する抵抗力を向上することができる。しかも、既存地下外壁4と充填材23とガイドウォール20からなる山留め壁構造全体を鉄筋コンクリート等で構成する場合に比べて施工コストの削減を図ることができる。 As described above, since it is possible to construct a retaining wall structure in which the existing underground outer wall 4, the filler 23, and the guide wall 20 are integrated, the new underground outer wall that is the construction site of the reverse striking method of the new underground structure 50. By acting 52 as a girder, it is possible to improve the resistance to the horizontal force (earth pressure) of the retaining wall structure using the existing underground outer wall 4. Moreover, the construction cost can be reduced as compared with the case where the entire retaining wall structure including the existing underground outer wall 4, the filler 23, and the guide wall 20 is made of reinforced concrete or the like.

上述の充填材充填工程を行う前に、図3に示すように、地下1階B1~地下4階B4の各ガイドウォール20には、ガイドウォール20の内面20aで囲まれた建物内部空間と充填空間21とを連通する充填作業用の壁開口部25を形成する。また、地上1階F1~地下4階B4の各既存床スラブ5で、且つ、ガイドウォール20の外面20bと既存地下外壁4の内面4aの間の中間部位には、上階側の充填空間21と下階側の充填空間21とを連通する充填作業用の床開口部26を形成する。
地上1階F1の既存床スラブ5上に、アジテータ車(ミキサー車)40から供給される流動化処理土を貯留するタンク41を配置し、このタンク41の圧送ポンプ42に圧送管43を接続する。また、この圧送管43を地下1階B1~地下4階B4の各ガイドウォール20に形成されている壁開口部25にまで配設するべく、地下1階B1~地下3階B3における建物内部空間側の各既存床スラブ5には、圧送管43を上下方向から挿通可能な管挿通開口部27を形成する。
Before performing the filler filling step described above, as shown in FIG. 3, each guide wall 20 of the first basement floor B1 to the fourth basement floor B4 is filled with the building internal space surrounded by the inner surface 20a of the guide wall 20. A wall opening 25 for filling work that communicates with the space 21 is formed. Further, in each existing floor slab 5 from F1 on the first floor above ground to B4 on the fourth floor below ground, and in the intermediate portion between the outer surface 20b of the guide wall 20 and the inner surface 4a of the existing underground outer wall 4, the filling space 21 on the upper floor side is provided. A floor opening 26 for filling work is formed so as to communicate with the filling space 21 on the lower floor side.
A tank 41 for storing fluidized soil supplied from an agitator truck (mixer truck) 40 is placed on the existing floor slab 5 on the first floor above the ground, and a pump pipe 43 is connected to the pump 42 of the tank 41. .. Further, in order to dispose the pumping pipe 43 up to the wall opening 25 formed in each guide wall 20 of the 1st basement floor B1 to the 4th basement floor B4, the internal space of the building in the 1st basement floor B1 to the 3rd basement floor B3. Each existing floor slab 5 on the side is formed with a pipe insertion opening 27 through which the pressure feed pipe 43 can be inserted from above and below.

そして、図3に示すように、地下5階B5における既存地下外壁4とガイドウォール20との間の充填空間21に流動化処理土を充填する場合には、地下1階B1~地下3階B3の各既存床スラブ5に形成されている管挿通開口部27に圧送管43を挿通したのち、圧送管43の先端部を、地下4階B4のガイドウォール20の壁開口部25から同階の既存床スラブ5の床開口部26に挿入し、圧送管43の吐出口を下階である地下5階B5の充填空間21に臨ませる。この状態で圧送ポンプ42を駆動してタンク41内の流動化処理土を地下5階B5の充填空間21内に落とし込み形式で充填する。
地下5階B5の充填空間21内が流動化処理土で隙間無く充填されると、流動化処理土が地下4階B4の既存床スラブ5の床開口部26から地下4階B4の充填空間21内に溢れ出してくるので、地下5階B5の充填空間21内が流動化処理土で充填されたことを確実、容易に確認することができる。
Then, as shown in FIG. 3, when the filling space 21 between the existing underground outer wall 4 and the guide wall 20 on the 5th basement floor B5 is filled with fluidized soil, the 1st basement floor B1 to the 3rd basement floor B3 After inserting the pumping pipe 43 into the pipe insertion opening 27 formed in each of the existing floor slabs 5, the tip of the pumping pipe 43 is inserted from the wall opening 25 of the guide wall 20 on the 4th basement floor B4 to the same floor. It is inserted into the floor opening 26 of the existing floor slab 5, and the discharge port of the pumping pipe 43 faces the filling space 21 of the lower 5th basement floor B5. In this state, the pressure pump 42 is driven to fill the fluidized soil in the tank 41 into the filling space 21 of the B5 on the 5th basement floor in a drop-in manner.
When the filling space 21 of the 5th basement floor B5 is completely filled with the fluidized soil, the fluidized soil is filled from the floor opening 26 of the existing floor slab 5 of the 4th basement floor B4 to the filling space 21 of the 4th basement floor B4. Since it overflows inside, it can be surely and easily confirmed that the inside of the filling space 21 of the B5 on the 5th basement floor is filled with the fluidized soil.

次に、地下4階B4のガイドウォール20の壁開口部25から圧送管43を引き抜き、この階のガイドウォール20の壁開口部25を閉塞する。引き抜かれた圧送管43の先端部を、地下3階B3のガイドウォール20の壁開口部25から同階の既存床スラブ5の床開口部26に挿入し、圧送管43の吐出口を下階である地下4階B4の充填空間21に臨ませる。この状態で圧送ポンプ42を駆動してタンク41内の流動化処理土を地下4階B4の充填空間21内に落とし込み形式で充填する。
上述の手順を繰り返し、地下5階B5~地下2階B2までの各充填空間21内に流動化処理土を充填する。
Next, the pumping pipe 43 is pulled out from the wall opening 25 of the guide wall 20 on the 4th basement floor B4, and the wall opening 25 of the guide wall 20 on this floor is closed. The tip of the pumped pipe 43 is inserted from the wall opening 25 of the guide wall 20 on the third basement floor B3 into the floor opening 26 of the existing floor slab 5 on the same floor, and the discharge port of the pump pipe 43 is placed on the lower floor. It faces the filling space 21 of B4 on the 4th basement floor. In this state, the pressure pump 42 is driven to fill the fluidized soil in the tank 41 into the filling space 21 of the B4 on the 4th basement floor in a drop-in manner.
The above procedure is repeated to fill each filling space 21 from the 5th basement floor B5 to the 2nd basement floor B2 with fluidized soil.

なお、地下1階B1の充填空間21内に流動化処理土を充填する場合には、地上1階の既存床スラブ5に形成されている床開口部26に圧送管43の先端部を挿入し、圧送管43の吐出口を下階である地下1階B1の充填空間21に臨ませる。この状態で圧送ポンプ42を駆動してタンク41内の流動化処理土を地下1階B1の充填空間21内に落とし込み形式で充填する。 When filling the filling space 21 of the B1 on the first basement floor with fluidized soil, the tip of the pumping pipe 43 is inserted into the floor opening 26 formed in the existing floor slab 5 on the first floor above ground. The discharge port of the pumping pipe 43 faces the filling space 21 of the lower basement floor B1. In this state, the pressure pump 42 is driven to fill the fluidized soil in the tank 41 into the filling space 21 of the B1 on the first basement floor in a drop-in manner.

上述のように、地下5階B5~地下1階B1の充填空間21内を流動化処理土で充填する。充填された流動化処理土の硬化により、既存地下外壁4と流動化処理土とガイドウォール20とが一体化した山留め壁構造が構築される。 As described above, the filling space 21 of the 5th basement floor B5 to the 1st basement floor B1 is filled with fluidized soil. By hardening the filled fluidized soil, a retaining wall structure in which the existing underground outer wall 4, the fluidized soil, and the guide wall 20 are integrated is constructed.

[新設地下構造体構築工程]
地下1階B1~地下4階B4の各ガイドウォール20の内面20aの位置は、新設地下構造体50の新設地下外壁52の設計外面位置52aに設定されているので、地下1階B1~地下4階B4の新設地下外壁52の構築にあたっては、地下1階B1~地下4階B4の各ガイドウォール20の内面20aを外型枠として利用する。
新設地下構造体構築工程では、地下1階B1の既存地下構造体を撤去しながら新設地下外壁52や新設梁53、新設床スラブ54等を含む地下1階B1の新設地下構造体50を構築する。
新設地下外壁52の構築は、地下1階B1のガイドウォール20の内面20a側における新設地下外壁52の構築領域に配筋し、新設地下外壁52の設計内面位置52bに沿って内型枠を配置し、各ガイドウォール20に設けたセパレータで内型枠を位置保持する。内型枠とガイドウォール20の内面20aとの間にコンクリートを打設する。
上述の新設地下構造体構築工程を、地下1階B1から地下4階B4まで下方に向けて順次実施する。
[New underground structure construction process]
Since the position of the inner surface 20a of each guide wall 20 of the first basement floor B1 to the fourth basement floor B4 is set to the design outer surface position 52a of the new underground outer wall 52 of the new underground structure 50, the first basement floor B1 to the basement 4 In constructing the new underground outer wall 52 on the floor B4, the inner surface 20a of each guide wall 20 from the first basement floor B1 to the fourth basement floor B4 is used as an outer mold.
In the new underground structure construction process, the new underground structure 50 of the first basement floor B1 including the new underground outer wall 52, the new beam 53, the new floor slab 54, etc. is constructed while removing the existing underground structure of the first basement floor B1. ..
For the construction of the new underground outer wall 52, reinforcement is arranged in the construction area of the new underground outer wall 52 on the inner surface 20a side of the guide wall 20 of the first basement floor B1, and the inner formwork is arranged along the design inner surface position 52b of the new underground outer wall 52. Then, the inner mold is held in position by the separator provided on each guide wall 20. Concrete is placed between the inner formwork and the inner surface 20a of the guide wall 20.
The above-mentioned new underground structure construction process is sequentially carried out downward from B1 on the first basement floor to B4 on the fourth basement floor.

そして、ガイドウォール20を外型枠にして逆打ち工法で新設地下外壁52を構築するにあたり、ガイドウォール20の内面位置が新設地下外壁52の設計外面位置52aにあるので、新設地下外壁52の厚みを必要以上に大きくする必要がない。そのため、本設用のコンクリート量を削減することができる。さらに、内型枠を位置保持するセパレータの長さを新設地下外壁52の厚みまで短くすることができ、内型枠の位置保持性能や工事の安全性が向上するとともに、セパレータの施工コストを安価にすることができる。 Then, when constructing the new underground outer wall 52 by the reverse casting method using the guide wall 20 as the outer formwork, the inner surface position of the guide wall 20 is at the design outer surface position 52a of the new underground outer wall 52, so that the thickness of the new underground outer wall 52 Does not need to be larger than necessary. Therefore, the amount of concrete for the main installation can be reduced. Furthermore, the length of the separator that holds the position of the inner formwork can be shortened to the thickness of the new underground outer wall 52, improving the position holding performance of the inner formwork and the safety of construction, and reducing the construction cost of the separator. Can be.

なお、既存地下5階B5においては、流動化処理土11の上面11a及び既存基礎梁3の天端3aと一体化する状態で新設地下構造体50の新設基礎51を構築する。 In the existing 5th basement floor B5, the new foundation 51 of the new underground structure 50 is constructed in a state of being integrated with the upper surface 11a of the fluidized soil 11 and the top end 3a of the existing foundation beam 3.

〔その他の実施形態〕
(1)上述の実施形態では、既存地下外壁補強工程において、既存地下外壁4の内面4aで、且つ、隣り合う既存柱14間の中央位置に、既存地下外壁4の内面4aに対して直交方向に突出する柱型のバットレス22を構築したが、このバットレス22に代えて、既存地下外壁4の内面4a全体を厚く増打ちするようにしてもよい。
[Other embodiments]
(1) In the above-described embodiment, in the existing underground outer wall reinforcing step, the direction is orthogonal to the inner surface 4a of the existing underground outer wall 4 at the center position between the existing pillars 14 adjacent to the inner surface 4a of the existing underground outer wall 4. A pillar-shaped buttress 22 is constructed so as to project to the above, but instead of this buttress 22, the entire inner surface 4a of the existing underground outer wall 4 may be thickly increased.

(2)上述の実施形態では、既存地下外壁4の内面にバットレス22を構築して、既存地下外壁4を補強する既存地下外壁補強工程を実施したが、この既存地下外壁補強工程を省略して、既存地下外壁4とガイドウォール20との間の充填空間21に充填材23を充填し、既存地下外壁4と充填材23とガイドウォール20からなる山留め壁構造を構築してもよい。 (2) In the above-described embodiment, the buttress 22 is constructed on the inner surface of the existing underground outer wall 4 to reinforce the existing underground outer wall 4, but the existing underground outer wall reinforcing step is omitted. The filling space 21 between the existing underground outer wall 4 and the guide wall 20 may be filled with the filler 23 to construct a retaining wall structure composed of the existing underground outer wall 4, the filler 23 and the guide wall 20.

4 既存地下外壁
4a 内面
20 ガイドウォール
21 空間(充填空間)
22 バットレス
23 充填材
25 壁開口部
26 床開口部
50 新設地下構造体
52 逆打ち工法構築部位(新設地下外壁)
4 Existing underground outer wall 4a Inner surface 20 Guide wall 21 Space (filling space)
22 Buttress 23 Filler 25 Wall opening 26 Floor opening 50 New underground structure 52 Reverse striking method construction site (new underground outer wall)

Claims (5)

既存地下外壁の内側で当該既存地下外壁の内面との間に空間を設けた位置、且つ、後から逆打ち工法で構築される新設地下構造体の逆打ち工法構築部位にて内側から突っ張り力が作用される位置にガイドウォールを構築するガイドウォール構築工程と、
前記既存地下外壁と前記ガイドウォールとの間の前記空間に充填材を充填し、前記既存地下外壁と前記充填材と前記ガイドウォールからなる山留め壁構造を構築する充填材充填工程と、を備え
前記ガイドウォール構築工程において、前記ガイドウォールの上端部及び下端部を、上階側の既存床スラブ及び下階側の既存床スラブに一体化した状態で構築する逆打ち工法における山留め壁構造の構築方法。
A tension force is applied from the inside at the position where a space is provided between the inside of the existing underground outer wall and the inner surface of the existing underground outer wall, and at the reverse-strike method construction site of the new underground structure to be constructed later by the reverse-strike method. The guide wall construction process to build the guide wall at the position to be acted on,
The space between the existing underground outer wall and the guide wall is filled with a filler, and a filler filling step of constructing a retaining wall structure including the existing underground outer wall, the filler and the guide wall is provided .
In the guide wall construction step, construction of a retaining wall structure in a reverse striking method in which the upper end and the lower end of the guide wall are integrated with the existing floor slab on the upper floor side and the existing floor slab on the lower floor side. Method.
前記ガイドウォール構築工程において、前記既存床スラブのガイドウォール構築部位に、前記ガイドウォールに配筋される鉄筋を通した状態でコンクリートを打設し、前記ガイドウォールを前記既存床スラブと一体化して構築してある請求項1記載の逆打ち工法における山留め壁構造の構築方法。 In the guide wall construction step, concrete is poured into the guide wall construction portion of the existing floor slab with the reinforcing bars arranged on the guide wall passed through, and the guide wall is integrated with the existing floor slab. A method for constructing a retaining wall structure in the reverse striking method according to claim 1. 前記ガイドウォール構築工程において、後から構築される前記新設地下構造体の前記逆打ち工法構築部位の設計外面位置に前記ガイドウォールを構築する請求項1又は2記載の逆打ち工法における山留め壁構造の構築方法。 The retaining wall structure in the reverse striking method according to claim 1 or 2, wherein the guide wall is constructed at the design outer surface position of the reverse striking method construction site of the new underground structure to be constructed later in the guide wall construction step. How to build. 既存地下外壁の内側で当該既存地下外壁の内面との間に空間を設けた位置、且つ、後から逆打ち工法で構築される新設地下構造体の逆打ち工法構築部位にて内側から突っ張り力が作用される位置にガイドウォールを構築するガイドウォール構築工程と、
前記既存地下外壁と前記ガイドウォールとの間の前記空間に充填材を充填し、前記既存地下外壁と前記充填材と前記ガイドウォールからなる山留め壁構造を構築する充填材充填工程と、を備え、
前記充填材充填工程を行う前に、前記ガイドウォールに壁開口部を形成するとともに、前記ガイドウォールと前記既存地下外壁の間の既存地下スラブに床開口部を形成し、前記充填材充填工程において、上階側の前記ガイドウォールの内側から前記壁開口部及び前記床開口部を通して下階側の前記空間に充填材を落とし込逆打ち工法における山留め壁構造の構築方法。
A tension force is applied from the inside at the position where a space is provided between the inside of the existing underground outer wall and the inner surface of the existing underground outer wall, and at the reverse-strike method construction site of the new underground structure to be constructed later by the reverse-strike method. The guide wall construction process to build the guide wall at the position to be acted on,
The space between the existing underground outer wall and the guide wall is filled with a filler, and a filler filling step of constructing a retaining wall structure including the existing underground outer wall, the filler and the guide wall is provided.
In the filler filling step, a wall opening is formed in the guide wall and a floor opening is formed in the existing underground slab between the guide wall and the existing underground outer wall before the filler filling step is performed. A method for constructing a retaining wall structure in a reverse striking method in which a filler is dropped into the space on the lower floor side from the inside of the guide wall on the upper floor side through the wall opening and the floor opening.
前記充填材として、流動化処理土を用いることを特徴とする請求項1~4のいずれか1項に記載の逆打ち工法における山留め壁構造の構築方法。 The method for constructing a retaining wall structure in the reverse striking method according to any one of claims 1 to 4, wherein fluidized soil is used as the filler.
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