JP2009121051A - Method of re-constructing building - Google Patents

Method of re-constructing building Download PDF

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JP2009121051A
JP2009121051A JP2007293387A JP2007293387A JP2009121051A JP 2009121051 A JP2009121051 A JP 2009121051A JP 2007293387 A JP2007293387 A JP 2007293387A JP 2007293387 A JP2007293387 A JP 2007293387A JP 2009121051 A JP2009121051 A JP 2009121051A
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building
wall
underground
existing building
underground outer
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Yasuhiko Yamashita
靖彦 山下
So Yoneda
総 米田
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Takenaka Komuten Co Ltd
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Takenaka Komuten Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To provide a method of re-constructing an existing building capable of reducing a force acting on the underground part of a new building. <P>SOLUTION: The new building is constructed at a place where the existing building B is located. The underground part of the existing building B is disassembled while leaving at least a part of the underground outer wall 2 of the underground part. The underground part of the new building is integrally connected to the underground outer wall 2 through a connection member 3 and the new building is built. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

本発明は、既設建物を解体し新設建物を構築する建物の建て替え工法に関する。   The present invention relates to a rebuilding method for a building that dismantles an existing building and constructs a new building.

既設建物を解体し新設建物を構築するにあたって、従来では、既設建物の基礎と地下外壁とを残して解体し、既設建物の基礎に新設の基礎梁を構築し、その基礎梁に新設建物の地下部としての地下躯体を構築するとともに、その上方に地上躯体を構築するものがあった。そして、既設建物の地下外壁は、山留めとして機能することになる。（例えば、特許文献１参照。）。   In constructing a new building by demolishing an existing building, it was traditionally dismantled leaving the foundation of the existing building and the underground outer wall, constructing a new foundation beam on the foundation of the existing building, and building the basement of the new building on the foundation beam. There was one that built an underground structure as a part and a ground structure above it. And the underground outer wall of the existing building will function as a mountain stop. (For example, refer to Patent Document 1).

特開平１１−５０４８０号公報Japanese Patent Laid-Open No. 11-50480

従来の建物の建て替え工法においては、既設建物の地下外壁は、単に、山留めとして機能するものであり、新設建物の地下部を既設建物の地下外壁に連結していないため、地震発生に伴って新設建物の地下部に大きな力が作用する虞があった。   In the conventional method of rebuilding the building, the underground outer wall of the existing building simply functions as a mountain stop, and the new building is not connected to the underground outer wall of the existing building. There was a risk that a large force would act on the basement of the building.

本発明は、上記実状に鑑みて為されたものであって、その目的は、新設建物の地下部に作用する力を低減することができる建物の建て替え工法を提供する点にある。   This invention is made in view of the said actual condition, The objective is to provide the rebuilding method of the building which can reduce the force which acts on the underground part of a new building.

本発明の建物の建て替え工法は、既設建物を解体し新設建物を構築するものであって、その第１特徴手段は、前記既設建物の地下外壁の少なくとも一部を残して解体し、その地下外壁に前記新設建物の地下部を連結部材にて連結して一体化した状態で、前記新設建物を構築する点にある。   The building rebuilding method of the present invention is to dismantle an existing building and construct a new building, and the first characteristic means is to dismantle leaving at least a part of the underground outer wall of the existing building, and the underground outer wall The new building is constructed in a state where the underground part of the new building is connected and integrated with a connecting member.

すなわち、新設建物の地下部を既設建物の地下外壁に連結部材にて連結して一体化してあるので、地震発生に伴って新設建物の地下部に作用する力の一部又はほぼ全部を、既設建物の地下外壁と地盤との摩擦抵抗、及び、既設建物の地下外壁の重量抵抗にて負担させることができる。
したがって、新設建物の地下部に作用する力を低減することができる建物の建て替え工法を得るに至った。 In other words, since the basement of the new building is integrated with the basement outer wall of the existing building with a connecting member, part or almost all of the force that acts on the basement of the new building in the event of an earthquake It can be borne by the frictional resistance between the underground outer wall of the building and the ground and the weight resistance of the underground outer wall of the existing building.
Therefore, it came to obtain the rebuilding method of the building which can reduce the force which acts on the underground part of a new building.

本発明の第２特徴手段は、上記第１特徴手段に加えて、前記新設建物の地下部が、地中に設置された基礎杭である点を特徴とする。   The second characteristic means of the present invention is characterized in that, in addition to the first characteristic means, the underground portion of the new building is a foundation pile installed in the ground.

すなわち、地中に設置された基礎杭を既設建物の地下外壁に連結部材にて連結して一体化してあるので、地震発生に伴って基礎杭に作用する力を低減することができる。   That is, since the foundation pile installed underground is connected and integrated with the underground outer wall of the existing building by the connecting member, the force acting on the foundation pile when an earthquake occurs can be reduced.

本発明の第３特徴手段は、上記第２特徴手段に加えて、前記既設建物の地下外壁の内方側を埋め戻してある点を特徴とする。   The third characteristic means of the present invention is characterized in that, in addition to the second characteristic means, the inner side of the underground outer wall of the existing building is backfilled.

すなわち、埋め戻した土にて基礎杭の全周を支持することができる。   That is, the entire circumference of the foundation pile can be supported by the backfilled soil.

本発明の第４特徴手段は、上記第１特徴手段に加えて、前記新設建物の地下部が、前記既設建物の地下外壁の内側に位置して新設地下外壁の内側に地下室を形成する地下躯体である点を特徴とする。   According to a fourth characteristic means of the present invention, in addition to the first characteristic means, the underground structure in which the underground part of the new building is located inside the underground outer wall of the existing building and forms a basement inside the new underground outer wall It is characterized by the following.

すなわち、既設建物の地下外壁の内側に位置して地下外壁の内側に地下室を形成する地下躯体を既設建物の地下外壁に連結部材にて連結して一体化してあるので、地震発生に伴って地下躯体に作用する力を低減することができ、加えて、地下外壁の内方側の空間を有効利用して地下躯体を設置できる。   In other words, the underground frame that forms the basement inside the underground outer wall of the existing building and is connected to the underground outer wall of the existing building with a connecting member is integrated. The force acting on the frame can be reduced, and in addition, the underground frame can be installed by effectively using the space inside the underground outer wall.

〔第１実施の形態〕
以下、本発明に係る建て替え工法により建て替えられた建物について説明する。
図１、図２に示すように、新設建物Ａの地下部としての地中に設置された複数の基礎杭１の夫々を、側面が既設建物Ｂの地下外壁２の内周面２ａに密着する状態で既設建物Ｂの基礎７に立設し、それら基礎杭１の夫々を既設建物Ｂの地下外壁２に連結部材としての後施工アンカー３にて連結して一体化してある。これにより、地震発生に伴って新設建物Ａの基礎杭１に作用する水平力の一部又はほぼ全部を、既設建物Ｂの地下外壁２と地盤との摩擦抵抗にて負担させることができる。特に、新設建物Ａが超高層の建物である場合において、基礎杭１に転倒モーメントによる大きな引き抜き力が作用することがあるが、そのような引き抜き力の一部又はほぼ全部を、既設建物Ｂの地下外壁２の重量抵抗にて負担させることができる。しかも、例えば、既設建物Ｂを新設建物Ａの一部として使用しようとすると、新設建物Ａの構造計算を行なうために、既設建物Ｂの健全性の調査を行なう必要があり、例えば、コンクリートの強度試験、中性化試験、鉄筋の強度試験、劣化度等の確認を行なう必要がある等、既設建物Ｂの検査が煩雑なものとなるのに対し、本発明では、既設建物Ｂの地下外壁２と地盤との摩擦抵抗を利用するものであり、既設建物Ｂを新設建物Ａの一部として使用するわけではないので、例えば、コンクリートの強度試験、中性化試験だけで済む等、既設建物Ｂの検査が簡素なものとなる。 [First embodiment]
Hereinafter, the building rebuilt by the rebuilding method according to the present invention will be described.
As shown in FIGS. 1 and 2, the side surfaces of the plurality of foundation piles 1 installed in the underground as the underground portion of the new building A are in close contact with the inner peripheral surface 2 a of the underground outer wall 2 of the existing building B. In the state, they are erected on the foundation 7 of the existing building B, and each of the foundation piles 1 is connected and integrated with the underground outer wall 2 of the existing building B by a post-construction anchor 3 as a connecting member. Thereby, a part or almost all of the horizontal force acting on the foundation pile 1 of the new building A with the occurrence of an earthquake can be borne by the frictional resistance between the underground outer wall 2 of the existing building B and the ground. In particular, in the case where the new building A is a super high-rise building, a large pulling force due to the overturning moment may act on the foundation pile 1, but a part or almost all of such pulling force is applied to the existing building B. It can be borne by the weight resistance of the underground outer wall 2. Moreover, for example, if the existing building B is to be used as a part of the new building A, it is necessary to investigate the soundness of the existing building B in order to calculate the structure of the new building A. The inspection of the existing building B is complicated because it is necessary to check the test, the neutralization test, the strength test of the reinforcing bars, the degree of deterioration, etc., whereas in the present invention, the underground outer wall 2 of the existing building B The existing building B is not used as a part of the new building A because it uses the frictional resistance between the ground and the ground. This makes the inspection simple.

前記既設建物Ｂの地下外壁２の内方側を埋め戻してある。これにより、埋め戻した土にて基礎杭１の全周を支持することができる。そして、それら基礎杭１の上部に１階の床スラブ４を構築し、既設建物Ｂの地下外壁２の内側に柱５と梁６とからなる新設建物Ａを構築してある。尚、詳述はしないが、基礎杭１の上部に基礎梁を設置し、その基礎梁に柱５を立設してもよく、あるいは、基礎杭１の上部に柱５を立設してもよい。   The inner side of the underground outer wall 2 of the existing building B is backfilled. Thereby, the perimeter of the foundation pile 1 can be supported by the backfilled soil. And the floor slab 4 of the 1st floor is constructed in the upper part of these foundation piles 1, and the new building A which consists of the pillar 5 and the beam 6 is constructed inside the underground outer wall 2 of the existing building B. Although not described in detail, a foundation beam may be installed above the foundation pile 1 and the pillar 5 may be erected on the foundation beam, or the pillar 5 may be erected on the foundation pile 1. Good.

次に、本発明に係る建て替え工法について説明を加える。
既設建物Ｂを基礎７及び地下外壁２を残して解体する（図３（ａ）参照）。次に、既設建物Ｂの地下外壁２の内周面２ａに上下方向及び左右方向に間隔を隔てて複数の後施工アンカー挿入用孔８を穿設し、後施工アンカー３を後施工アンカー挿入用孔８の夫々に挿入する（図３（ｂ）参照）。後施工アンカー３の並び方向に沿って鉄筋を配筋し、平面視にて後施工アンカー３を三方から取り囲むように型枠を設け、コンクリートを打設することにより、既設建物Ｂの地下外壁２に基礎杭１を後施工アンカー３にて連結して一体化する（図３（ｃ）参照）。次に、既設建物Ｂの地下外壁２の内方側を埋め戻す。その後、基礎杭１の上部に１階の床スラブ４を構築し、既設建物Ｂの地下外壁２の内側に柱５と梁６とからなる新設建物Ａを構築する（図２参照）。 Next, the rebuilding method according to the present invention will be described.
The existing building B is dismantled leaving the foundation 7 and the underground outer wall 2 (see FIG. 3A). Next, a plurality of post-installation anchor insertion holes 8 are formed in the inner peripheral surface 2a of the underground outer wall 2 of the existing building B at intervals in the vertical direction and the left-right direction, and the post-construction anchor 3 is used for post-construction anchor insertion. It inserts in each of the hole 8 (refer FIG.3 (b)). Reinforcing the reinforcing bars along the direction in which the post-construction anchors 3 are arranged, forming a frame so as to surround the post-construction anchors 3 from three directions in plan view, and placing concrete into the underground outer wall 2 of the existing building B The foundation pile 1 is connected and integrated by the post-construction anchor 3 (see FIG. 3C). Next, the inner side of the underground outer wall 2 of the existing building B is refilled. Thereafter, a floor slab 4 on the first floor is constructed on the upper part of the foundation pile 1, and a new building A composed of columns 5 and beams 6 is constructed inside the underground outer wall 2 of the existing building B (see FIG. 2).

〔別実施の形態〕
（１）上記実施の形態では、新設建物Ａの地下部としての複数の基礎杭１を、側面が既設建物Ｂの地下外壁２の内周面２ａに密着する状態で既設建物Ｂの基礎７に立設し、それら基礎杭１の夫々を既設建物Ｂの地下外壁２に連結部材としての後施工アンカー３にて連結して一体化してある構成を例示したが、このような構成に代えて、新設建物Ａの地下部としての地下躯体を、外周面が既設建物Ｂの地下外壁２の内周面２ａに密着する状態で既設建物Ｂの地下外壁２の内側に設置し、地下躯体を既設建物Ｂの地下外壁２に後施工アンカー３にて連結して一体化し、地下躯体の内側に地下室を形成してある構成としてもよい。
これにより、既設建物Ｂの地下外壁２に新設建物Ａの地下躯体を後施工アンカー３にて連結して一体化してあるので、地震発生に伴って地下躯体に作用する力を低減することができ、加えて、地下外壁２の内方側の空間を有効利用して地下躯体を設置できる。 [Another embodiment]
(1) In the above embodiment, a plurality of foundation piles 1 as the underground part of the new building A are applied to the foundation 7 of the existing building B in a state where the side surfaces are in close contact with the inner peripheral surface 2a of the underground outer wall 2 of the existing building B. Although erected and illustrated a configuration in which each of the foundation piles 1 is connected and integrated with the underground outer wall 2 of the existing building B by a post-construction anchor 3 as a connecting member, instead of such a configuration, The underground building as the basement of the new building A is installed inside the underground outer wall 2 of the existing building B with the outer peripheral surface closely contacting the inner peripheral surface 2a of the underground outer wall 2 of the existing building B. It is good also as a structure which is connected and integrated with the underground outer wall 2 of B with the post-construction anchor 3, and has formed the basement inside the underground frame.
Thereby, since the underground building of the new building A is connected and integrated with the post-construction anchor 3 to the underground outer wall 2 of the existing building B, the force acting on the underground building when an earthquake occurs can be reduced. In addition, the underground frame can be installed by effectively utilizing the space on the inner side of the underground outer wall 2.

（２）上記実施の形態では、基礎杭１の夫々を既設建物Ｂの地下外壁２に後施工アンカー３にて連結して一体化してある構成を例示したが、このような構成に代えて、基礎杭１の夫々を既設建物Ｂの地下外壁２の一部に後施工アンカー３にて連結して一体化してある構成としてもよい。 (2) In the above embodiment, the structure in which each of the foundation piles 1 is connected and integrated with the underground outer wall 2 of the existing building B by the post-construction anchor 3 is exemplified, but instead of such a structure, It is good also as a structure which connected and integrated each of the foundation pile 1 to some underground outer walls 2 of the existing building B with the post-construction anchor 3. FIG.

（３）上記実施の形態では、新設建物Ａの地下部としての複数の基礎杭１を、側面が既設建物Ｂの地下外壁２の内周面２ａに密着する状態で既設建物Ｂの基礎７に立設する構成を例示したが、複数の基礎杭１の一部を、側面が既設建物Ｂの地下外壁２の内周面２ａに密着する状態で既設建物Ｂの基礎７に立設し、複数の基礎杭１の残り一部を、既設建物Ｂの仕切り壁の側面に密着する状態で既設建物Ｂの基礎７に立設する構成としてもよく、あるいは、複数の基礎杭１の残り一部を、地下外壁２の内側又は外側に立設する構成としてもよい。 (3) In the above embodiment, a plurality of foundation piles 1 as the underground part of the new building A are applied to the foundation 7 of the existing building B in a state where the side surface is in close contact with the inner peripheral surface 2a of the underground outer wall 2 of the existing building B. Although the structure to stand up was illustrated, a part of the plurality of foundation piles 1 is erected on the foundation 7 of the existing building B in a state where the side surface is in close contact with the inner peripheral surface 2a of the underground outer wall 2 of the existing building B. The remaining part of the foundation pile 1 may be erected on the foundation 7 of the existing building B in close contact with the side wall of the partition wall of the existing building B, or the remaining part of the plurality of foundation piles 1 may be It is good also as a structure standingly arranged inside or outside the underground outer wall 2.

（４）上記実施の形態では、既設建物Ｂの地下外壁２の内側に新設建物Ａを構築してある構成を例示したが、一部が既設建物Ｂの地下外壁２の外側にはみ出る状態で新設建物Ａを構築してある構成としてもよい。 (4) In the above embodiment, the configuration in which the new building A is constructed inside the underground outer wall 2 of the existing building B is illustrated. However, a part of the new building A is installed outside the underground outer wall 2 of the existing building B. It is good also as the structure which has constructed the building A.

（５）上記実施の形態では、既設建物Ｂの地下外壁２の内周面２ａに上下方向及び左右方向に間隔を隔てて複数の後施工アンカー挿入用孔８を穿設し、後施工アンカー３を後施工アンカー挿入用孔８の夫々に挿入し、後施工アンカー３の並び方向に沿って鉄筋を配筋し、平面視にて後施工アンカー３を三方から取り囲むように型枠を設け、コンクリートを打設することにより、既設建物Ｂの地下外壁２に基礎杭１を後施工アンカー３にて連結して一体化する構成を例示したが、このような構成に代えて、既設建物Ｂの地下外壁２の内周面２ａに上下方向及び左右方向に間隔を隔てて複数の後施工アンカー挿入用孔８を穿設し、後施工アンカー３を後施工アンカー挿入用孔８の夫々に挿入し、溝又は孔を形成してあるプレキャストコンクリートを、後施工アンカー３をそれら溝又は孔に挿入する状態で設置し、モルタルをそれら溝や孔に流し込むことにより、既設建物Ｂの地下外壁２に基礎杭１を後施工アンカー３にて連結して一体化してもよい。 (5) In the above embodiment, a plurality of post-installation anchor insertion holes 8 are formed in the inner peripheral surface 2a of the underground outer wall 2 of the existing building B at intervals in the vertical direction and the left-right direction. Is inserted into each of the post-installation anchor insertion holes 8, reinforcing bars are arranged along the direction in which the post-construction anchors 3 are arranged, and a frame is provided so as to surround the post-construction anchor 3 from three directions in plan view. However, instead of such a configuration, the basement 1 of the existing building B is installed in the basement of the existing building B. A plurality of post-installation anchor insertion holes 8 are formed in the inner peripheral surface 2a of the outer wall 2 at intervals in the vertical direction and the left-right direction, and the post-construction anchor 3 is inserted into each of the post-construction anchor insertion holes 8, Precast concrete with grooves or holes The post-construction anchor 3 is installed in a state where it is inserted into the groove or hole, and the foundation pile 1 is connected to the underground outer wall 2 of the existing building B by the post-construction anchor 3 by pouring mortar into the groove or hole. It may be integrated.

（６）上記実施の形態では、既設建物Ｂの地下外壁２の内周面２ａに上下方向及び左右方向に間隔を隔てて複数の後施工アンカー挿入用孔８を穿設し、連結部材としての後施工アンカー３を後施工アンカー挿入用孔８の夫々に挿入し、後施工アンカー３の並び方向に沿って鉄筋を配筋し、平面視にて後施工アンカー３を三方から取り囲むように型枠を設け、コンクリートを打設することにより、既設建物Ｂの地下外壁２に基礎杭１を後施工アンカー３にて連結して一体化する構成を例示したが、連結部材は、後施工アンカー３に限られるものではなく、例えば、既設建物Ｂの地下外壁２を斫り出して内部の鉄筋を露出させ、上下方向に沿って鉄筋を配筋し、上下方向に沿う鉄筋と既設建物Ｂの鉄筋との間に連結部材としてのつなぎ鉄筋を設け、平面視にて上下方向に沿う鉄筋を三方から取り囲むように型枠を設け、コンクリートを打設することにより、既設建物Ｂの地下外壁２に基礎杭１をつなぎ鉄筋にて連結して一体化する構成としてもよい。 (6) In the above embodiment, a plurality of post-installation anchor insertion holes 8 are formed in the inner peripheral surface 2a of the underground outer wall 2 of the existing building B at intervals in the up-down direction and the left-right direction. The post-construction anchor 3 is inserted into each of the post-construction anchor insertion holes 8, reinforcing bars are arranged along the arrangement direction of the post-construction anchor 3, and the formwork is formed so as to surround the post-construction anchor 3 from three sides in plan view. The base pile 1 is connected to the underground outer wall 2 of the existing building B by the post-construction anchor 3 and integrated by laying concrete, but the connecting member is attached to the post-construction anchor 3. For example, the underground outer wall 2 of the existing building B is rolled out to expose the internal reinforcing bars, the reinforcing bars are arranged along the vertical direction, and the reinforcing bars along the vertical direction and the reinforcing bars of the existing building B A connecting rebar as a connecting member is provided between By providing a formwork so as to surround the reinforcing bars along the vertical direction from three sides in plan view and placing concrete, the foundation pile 1 is connected to the underground outer wall 2 of the existing building B by connecting reinforcing bars. It is good also as a structure.

（７）上記実施の形態では、既設建物Ｂの地下外壁２の内方側を埋め戻してある構成を例示したが、既設建物Ｂの地下外壁２の内方側の全てを埋め戻す必要はなく、一部埋め戻さない箇所があってもよく、あるいは、既設建物Ｂの地下外壁２の内方側を埋め戻さなくてもよい。 (7) In the above embodiment, the configuration in which the inner side of the underground outer wall 2 of the existing building B is backfilled is illustrated. However, it is not necessary to backfill all the inner side of the underground outer wall 2 of the existing building B. Some portions may not be backfilled, or the inner side of the underground outer wall 2 of the existing building B may not be backfilled.

第１実施形態における建物の平面図The top view of the building in a 1st embodiment 第１実施形態における建物の側面図Side view of the building in the first embodiment 第１実施形態における建て替え工法を示す図The figure which shows the rebuilding construction method in 1st Embodiment

符号の説明Explanation of symbols

１ 基礎杭
２ 地下外壁
３ 連結部材
Ａ 新設建物
Ｂ 既設建物 1 Foundation pile 2 Underground wall 3 Connecting member A New building B Existing building

Claims (4)

既設建物を解体し新設建物を構築する建物の建て替え工法であって、
前記既設建物の地下外壁の少なくとも一部を残して解体し、その地下外壁に前記新設建物の地下部を連結部材にて連結して一体化した状態で、前記新設建物を構築する建物の建て替え工法。 A rebuilding method for a building that dismantles an existing building and builds a new one.
Reconstruction method for building the new building in a state in which at least part of the underground outer wall of the existing building is dismantled and the underground part of the new building is connected to the underground outer wall with a connecting member and integrated. . 前記新設建物の地下部が、地中に設置された基礎杭である請求項１に記載の建物の建て替え工法。   The rebuilding method for a building according to claim 1, wherein the underground part of the new building is a foundation pile installed in the ground. 前記既設建物の地下外壁の内方側を埋め戻してある請求項２に記載の建物の建て替え工法。   The building rebuilding method according to claim 2, wherein the inner side of the underground outer wall of the existing building is backfilled. 前記新設建物の地下部が、前記既設建物の地下外壁の内側に位置して新設地下外壁の内側に地下室を形成する地下躯体である請求項１に記載の建物の建て替え工法。   The building rebuilding method according to claim 1, wherein the underground part of the new building is an underground frame that is located inside the underground outer wall of the existing building and forms a basement inside the newly installed outer wall.
JP2007293387A 2007-11-12 2007-11-12 Method of re-constructing building Pending JP2009121051A (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2017186760A (en) * 2016-04-04 2017-10-12 株式会社竹中工務店 Pile foundation structure
JP2017218855A (en) * 2016-06-10 2017-12-14 大成建設株式会社 Rebuilt-building including existing underground exterior wall
CN113638617A (en) * 2021-08-06 2021-11-12 山东建筑大学 Method for underground layer-adding during trailer shifting
JP7314432B1 (en) * 2023-02-17 2023-07-25 鹿島建設株式会社 Foundation structure of building and construction method of foundation structure

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2017186760A (en) * 2016-04-04 2017-10-12 株式会社竹中工務店 Pile foundation structure
JP2017218855A (en) * 2016-06-10 2017-12-14 大成建設株式会社 Rebuilt-building including existing underground exterior wall
CN113638617A (en) * 2021-08-06 2021-11-12 山东建筑大学 Method for underground layer-adding during trailer shifting
JP7314432B1 (en) * 2023-02-17 2023-07-25 鹿島建設株式会社 Foundation structure of building and construction method of foundation structure

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