JP2010059622A - Underground structure and method for constructing the same - Google Patents
Underground structure and method for constructing the same Download PDFInfo
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Abstract
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本発明は、大きな浮力が作用しても、この浮力に抵抗し、浮き上がりを抑制しうる地中構造物及びその構築方法に関する。 The present invention relates to an underground structure capable of resisting buoyancy and suppressing lifting even when a large buoyancy acts, and a construction method thereof.
従来より、地中構造物を構築する場合には、地中構造物の周囲を取り囲むように地中壁を構築し、この地中壁と一体となるように地中構造物を構築する方法が用いられている。
このような地中構造物には、地下水などにより浮力が作用する。そこで、浮力に抵抗できるよう、地中構造物の自重を大きくする方法、地中壁に拡底部を形成し、拡底部の支圧力により抵抗する方法（例えば、特許文献１参照）、永久アンカーにより地盤に固定する方法（例えば、特許文献２参照）などが用いられている。
Buoyancy acts on such underground structures due to groundwater. Therefore, a method of increasing the dead weight of the underground structure so as to resist buoyancy, a method of forming a bottom expansion portion on the underground wall, and resisting by the support pressure of the bottom expansion portion (see, for example, Patent Document 1), a permanent anchor A method of fixing to the ground (for example, see Patent Document 2) is used.
近年、大深度かつ大断面の地下構造物が計画されている。このような大深度の地中構造物では、地中構造物の地下水位より低い部分の体積が大きくなるため、地中構造物に作用する浮力も大きくなる。このような場合、上記の方法では浮力に十分に抵抗することができない虞がある。 In recent years, underground structures with a large depth and a large section have been planned. In such a deep underground structure, the volume of the portion lower than the groundwater level of the underground structure is increased, so that the buoyancy acting on the underground structure is also increased. In such a case, there is a possibility that the above method cannot sufficiently resist buoyancy.
本発明は、上記の問題に鑑みなされたものであり、その目的は、大深度、大断面の地中構造物のように、地中構造物に大きな浮力が作用する場合であっても、この浮力に抵抗できるようにすることである。 The present invention has been made in view of the above problems, and the purpose of the present invention is that even when a large buoyancy acts on an underground structure such as an underground structure having a large depth and a large cross section. It is to be able to resist buoyancy.
本発明の地中構造物は、地中構造物本体と、当該地中構造物本体と一体に構築された地中壁と、前記地中壁の表面から、その軸方向が前記地中壁の表面に対して略垂直になるように突出する柱体状の突出部と、を備えることを特徴とする。 The underground structure of the present invention includes an underground structure body, an underground wall constructed integrally with the underground structure body, and an axial direction of the underground wall from the surface of the underground wall. And a columnar projecting portion projecting so as to be substantially perpendicular to the surface.
また、本発明の地中構造物の構築方法は、地中構造物本体と、当該地中構造物本体と一体に構築された地中壁と、前記地中壁の表面から、その軸方向が前記地中壁の表面に対して略垂直になるように突出する柱体状の突出部と、を備えた地中構造物の構築方法であって、前記地中壁を構築する地中壁構築ステップと、前記地中壁の内側を掘削する地盤掘削ステップと、前記地中壁の内側から当該地中壁を貫通し、当該地中壁に対して略垂直方向に外周に延びるようにトンネルを削孔するトンネル削孔ステップと、前記地中壁と一体に前記地中構造物本体を構築するとともに、当該地中構造物本体と一体となるように前記トンネル内にコンクリート構造物を形成することにより前記突出部を構築する突出部構築ステップと、を備えることを特徴とする。 The underground structure construction method of the present invention includes an underground structure main body, an underground wall constructed integrally with the underground structure main body, and an axial direction from the surface of the underground wall. A method for constructing an underground structure comprising a columnar projecting portion projecting so as to be substantially perpendicular to a surface of the underground wall, wherein the underground wall is constructed to construct the underground wall A ground excavation step for excavating the inside of the underground wall, and a tunnel extending through the underground wall from the inside of the underground wall and extending to the outer periphery in a direction substantially perpendicular to the underground wall. A tunnel drilling step for drilling, and constructing the underground structure body integrally with the underground wall, and forming a concrete structure in the tunnel so as to be integrated with the underground structure body And a projecting part construction step of constructing the projecting part by To.
上記の地中構造物の構築方法において、前記トンネル削孔ステップの前に、前記トンネルの周囲の地盤を地盤改良する地盤改良ステップを備えてもよい。
なお、上記の地盤改良とは、地盤に止水性及び掘削安定性を期待できるようにすることを意味する。
In the above-described underground structure construction method, a ground improvement step of improving the ground around the tunnel may be provided before the tunnel drilling step.
The above-mentioned ground improvement means that the ground can be expected to be water-stopping and excavation stability.
本発明によれば、トンネルを利用して地中構造物の外周に突出部を構築することにより、突出部の鉛直投影面積を非常に大きくすることができる。これにより、突出部が周囲の地盤より大きな支圧力を受けることができるため、地中構造物に大きな浮力が作用しても、これに抵抗することができる。 According to the present invention, the vertical projection area of the protruding portion can be greatly increased by constructing the protruding portion on the outer periphery of the underground structure using the tunnel. Thereby, since a protrusion part can receive a larger support pressure than the surrounding ground, even if a big buoyancy acts on an underground structure, it can resist this.
以下、本発明の地中構造物の一実施形態を図面を参照しながら詳細に説明する。
図１は、本実施形態の地中構造物１の構成を示し、（Ａ）は平面図、（Ｂ）は（Ａ）におけるＡ−Ａ´断面図である。本実施形態の地中構造物１は、その深さが５０ｍを超えるような大深度地中構造物であり、図１に示すように、地中に平面視矩形状に形成された地中連続壁２０と、地中連続壁２０の下部から外側に向かって地中連続壁２０の表面に対して略垂直に突出する複数の突出部３０と、地中連続壁２０の内部に構築された地中構造物本体１０とにより構成される。
Hereinafter, an embodiment of the underground structure of the present invention will be described in detail with reference to the drawings.
FIG. 1: shows the structure of the underground structure 1 of this embodiment, (A) is a top view, (B) is AA 'sectional drawing in (A). The underground structure 1 of the present embodiment is a deep underground structure whose depth exceeds 50 m, and as shown in FIG. 1, the underground structure formed in the ground in a rectangular shape in plan view. A wall 20, a plurality of projecting portions 30 projecting substantially perpendicularly to the surface of the underground continuous wall 20 from the bottom of the underground continuous wall 20 toward the outside, and a ground constructed inside the underground continuous wall 20 It is comprised by the middle structure main body 10. FIG.
地中構造物本体１０は、例えば、建物の地下階などであり、鉄筋コンクリート造の基礎部１１と側壁部１２とを含んで構成される。地中構造物本体１０は、側壁部１２が地中連続壁２０と一体になるように構築されおり、また、基礎部１１が突出部３０と一体となるように構築されている。 The underground structure main body 10 is, for example, a basement floor of a building, and includes a reinforced concrete base portion 11 and a side wall portion 12. The underground structure main body 10 is constructed such that the side wall portion 12 is integrated with the underground continuous wall 20, and the foundation portion 11 is integrated with the protruding portion 30.
突出部３０は、地中構造物本体１０の基礎部１１と一体に構築された円柱状の鉄筋コンクリート部材からなる。突出部３０は後述するように地盤中を掘進可能な削孔機によりトンネルを削孔し、このトンネルの内部に地中構造物本体１０と一体になるようにコンクリートを打設して構築されている。このため、削孔機の削孔長さを調整することにより、突出部３０の地中連続壁２０からの突出長さを自在に調整することができる。 The protrusion part 30 consists of a column-shaped reinforced concrete member integrated with the base part 11 of the underground structure main body 10. As will be described later, the projecting portion 30 is constructed by drilling a tunnel with a drilling machine capable of excavating in the ground and placing concrete into the tunnel so as to be integrated with the underground structure main body 10. Yes. For this reason, the protrusion length from the underground continuous wall 20 of the protrusion part 30 can be adjusted freely by adjusting the drilling length of a drilling machine.
なお、突出部３０の突出長さは、その鉛直投影面積の合計と、地盤の長期耐力（１００ｔ／ｍ２〜３００ｔ／ｍ２）との積が、地中構造物１に作用する浮力以上となるように決定するとよい。 In addition, the protrusion length of the protrusion part 30 is more than the buoyancy which acts on the underground structure 1 when the product of the sum total of the vertical projection area and the long-term proof stress of the ground (100 t / m 2 to 300 t / m 2 ) It is good to decide so that it becomes.
地中連続壁２０は、平面視において地中構造物本体１０の外周に沿うように構築されており、その下端が地中構造物本体１０よりも深い位置まで到達している。 The underground continuous wall 20 is constructed along the outer periphery of the underground structure main body 10 in a plan view, and the lower end thereof reaches a position deeper than the underground structure main body 10.
このような地中構造物１には、地盤内の地下水などにより浮力が作用する。特に、本実施形態のような大深度の地中構造物１では、地下水位よりも低い部分の体積が大きいため、大きな浮力が作用する。これに対して、本実施形態の地中構造物１では、外側に向かって突出する突出部３０を備え、この突出部３０の地中構造物１に浮力が作用した際に上部に地盤から支圧力を受けることとなるため、浮力に対して抵抗することができる。 Buoyancy acts on such underground structure 1 by groundwater in the ground. In particular, in the deep underground structure 1 like this embodiment, since the volume of the part lower than a groundwater level is large, a big buoyancy acts. On the other hand, the underground structure 1 of the present embodiment includes a protruding portion 30 that protrudes outward, and when the buoyancy acts on the underground structure 1 of the protruding portion 30, the upper portion is supported from the ground. Because it receives pressure, it can resist buoyancy.
以下、本実施形態の地中構造物１の構築方法を図２〜図１２を参照しながら説明する。なお、図２〜図６の各図において、（Ａ）は平面図、（Ｂ）は（Ａ）におけるＡ―Ａ´断面図である。また、図７〜図１２は、地中構造物本体１０と突出部３０との接合部の拡大断面図である。 Hereinafter, the construction method of the underground structure 1 of this embodiment will be described with reference to FIGS. 2A to 6B, FIG. 2A is a plan view, and FIG. 2B is a cross-sectional view taken along line AA ′ in FIG. 7 to 12 are enlarged cross-sectional views of the joint portion between the underground structure main body 10 and the projecting portion 30.
まず、図２に示すように、地中構造物本体１０の外周に相当する位置に筒状に地中連続壁２０を構築する。
次に、図３に示すように、地中連続壁２０の内部６０の地盤を基礎部１１の下面に相当する深さまで掘削する。
First, as shown in FIG. 2, the underground continuous wall 20 is constructed in a cylindrical shape at a position corresponding to the outer periphery of the underground structure main body 10.
Next, as shown in FIG. 3, the ground in the interior 60 of the underground continuous wall 20 is excavated to a depth corresponding to the lower surface of the foundation portion 11.
次に、図４及び図８に示すように、地中連続壁２０の外部の突出部３０に相当する部分の周囲の地盤２にセメントペーストなどを注入し、この部分の地盤を改良し、止水性及び掘削安定性を有する改良地盤７０を形成する。なお、セメントペーストは地中連続壁２０を貫通するように、注入管を挿入し、この管を通して注入すればよい。 Next, as shown in FIGS. 4 and 8, cement paste or the like is injected into the ground 2 around the portion corresponding to the protruding portion 30 outside the underground continuous wall 20 to improve the ground of this portion and stop. An improved ground 70 having water-based and excavation stability is formed. In addition, what is necessary is just to insert an injection | pouring pipe | tube so that cement paste may penetrate the underground continuous wall 20, and may inject | pour through this pipe | tube.
次に、図９に示すように、地中連続壁２０の内部６０から、削孔機１００により地中連続壁２０を貫通し、先端が所定の位置まで到達するまで地盤を円柱状に削孔し、トンネル５０を形成する。この際、トンネル５０の地中連続壁２０から突出した部分の周囲の地盤２が改良地盤７０であるため、地盤２が崩壊したり、地下水がトンネル５０の内部に流れ込んだりすることを防止できる。そして、図１０に示すように、例えば、地中連続壁２０の内部側から牽引するなどの方法により、削孔機１００を地中連続壁２０の内部側へと引抜き、図１１に示すように、削孔機１００により削孔したトンネル５０の内周面にセグメント５１を取り付ける。これにより、図５に示す状態となる。 Next, as shown in FIG. 9, the ground is drilled in a cylindrical shape from the inside 60 of the underground continuous wall 20 through the underground continuous wall 20 by the drilling machine 100 until the tip reaches a predetermined position. Then, the tunnel 50 is formed. At this time, since the ground 2 around the portion protruding from the underground continuous wall 20 of the tunnel 50 is the improved ground 70, it is possible to prevent the ground 2 from collapsing and groundwater from flowing into the tunnel 50. Then, as shown in FIG. 10, the drilling machine 100 is pulled out to the inner side of the underground continuous wall 20 by, for example, pulling from the inner side of the underground continuous wall 20, and as shown in FIG. The segment 51 is attached to the inner peripheral surface of the tunnel 50 drilled by the drilling machine 100. As a result, the state shown in FIG. 5 is obtained.
次に、図１２に示すように、地中連続壁２０の内側から、先端がトンネル５０の先端近傍まで到達するように、基礎部１１及び突出部３０を構成する鉄筋１３を配筋する。
次に、図５及び図１３に示すように、トンネル５０の内部及び地中連続壁２０の内部６０に一体となるように、基礎部１１及び突出部３０を構成するコンクリート１４、３１を打設する。
Next, as shown in FIG. 12, the reinforcing bars 13 constituting the base portion 11 and the protruding portion 30 are arranged so that the tip reaches the vicinity of the tip of the tunnel 50 from the inside of the underground continuous wall 20.
Next, as shown in FIGS. 5 and 13, the concretes 14 and 31 constituting the foundation portion 11 and the protruding portion 30 are placed so as to be integrated with the inside of the tunnel 50 and the inside 60 of the underground continuous wall 20. To do.
次に、図６に示すように、地中連続壁２０と一体に側壁部１２を構築する。そして、図７に示すように通常の地中構造物を構築する場合と同様に、地中連続壁２０の内部に、基礎部１１及び側壁部１２と一体に、地中構造物本体１０の残りの部分を構築することにより本実施形態の地中構造物１の構築作業が完了する。 Next, as shown in FIG. 6, the side wall portion 12 is constructed integrally with the underground continuous wall 20. Then, as in the case of constructing a normal underground structure as shown in FIG. 7, the rest of the underground structure main body 10 is integrated with the foundation portion 11 and the side wall portion 12 inside the underground continuous wall 20. The construction work of the underground structure 1 of this embodiment is completed by constructing the part.
以上説明したように、本実施形態によれば、トンネル５０の内部空間を利用して突出部３０を地中構造物本体１０と一体に構築することにより、平面視において大断面の突出部３０を形成することができる。これにより、この突出部３０が周囲の地盤より支圧力を受けるため、大深度の地中構造物１に作用する大きな浮力に対しても抵抗することができる。 As described above, according to the present embodiment, by using the internal space of the tunnel 50 to construct the projecting portion 30 integrally with the underground structure main body 10, the projecting portion 30 having a large cross section in the plan view can be obtained. Can be formed. Thereby, since this protrusion part 30 receives support pressure from the surrounding ground, it can resist also the big buoyancy which acts on the underground structure 1 of a deep depth.
なお、上記の各実施形態では、地中構造物本体１０の基礎部１１に相当する高さに突出部３０を設ける構成としたが、これに限らず、他の高さに設ける構成としてもよいし、複数の突出部を設ける構成としてもよい。
また、上記の各実施形態では、鉛直断面が円形のトンネルを削孔するものとしたが、これに限らず矩形などのトンネルを削孔してもよく、トンネルの形状は問わない。
In each of the above-described embodiments, the protruding portion 30 is provided at a height corresponding to the base portion 11 of the underground structure main body 10. However, the present invention is not limited thereto, and may be provided at another height. And it is good also as a structure which provides a some protrusion part.
In each of the above embodiments, a tunnel having a circular vertical cross section is drilled. However, the present invention is not limited to this, and a tunnel such as a rectangle may be drilled, and the shape of the tunnel is not limited.
また、突出部を設ける高さ位置は、本実施形態のように、基礎部と略等しい高さに限らず、地盤の特性に合わせて適宜調整すればよい。
また、上記の各実施形態では、掘進可能な削孔機によりトンネルを形成し、このトンネルを利用して突出部を構築するものとしたが、これに限らず、推進工法、パイプルーフ工法などの非開削工法などによりトンネルを形成し、このトンネル孔を利用して突出部を構築してもよい。
また、本実施形態では、地中連続壁を地中構造物本体の外周を取り囲むように構築したが、これに限らず、地中構造物の外周の一部と一体に構築されている構成としてもよい。
Further, the height position at which the protruding portion is provided is not limited to a height substantially equal to the base portion as in the present embodiment, and may be adjusted as appropriate according to the characteristics of the ground.
Further, in each of the above embodiments, a tunnel is formed by a drilling machine capable of excavation, and the projecting portion is constructed using this tunnel. However, the present invention is not limited to this, such as a propulsion method and a pipe roof method. A tunnel may be formed by a non-cutting method or the like, and the protruding portion may be constructed using this tunnel hole.
In the present embodiment, the underground continuous wall is constructed so as to surround the outer periphery of the underground structure main body. However, the present invention is not limited to this, and is configured to be integrated with a part of the outer periphery of the underground structure. Also good.
１ 地中構造物 ２ 地盤
１０ 地中構造物本体 １１ 基礎部
１２ 側壁部 １３ 鉄筋
１４ コンクリート ２０ 地中連続壁
３０ 突出部 ５０ トンネル
５１ セグメント ６０ 地中連続壁の内部
７０ 改良地盤 １００ 削孔機
DESCRIPTION OF SYMBOLS 1 Underground structure 2 Ground 10 Underground structure main body 11 Foundation part 12 Side wall part 13 Reinforcement 14 Concrete 20 Underground continuous wall 30 Protruding part 50 Tunnel 51 Segment 60 The inside of underground continuous wall 70 Improved ground 100 Drilling machine
Claims (3)
前記地中壁を構築する地中壁構築ステップと、
前記地中壁の内側を掘削する地盤掘削ステップと、
前記地中壁の内側から当該地中壁を貫通し、当該地中壁に対して略垂直方向に外周に延びるようにトンネルを削孔するトンネル削孔ステップと、
前記地中壁と一体に前記地中構造物本体を構築するとともに、当該地中構造物本体と一体となるように前記トンネル内にコンクリート構造物を形成することにより前記突出部を構築する突出部構築ステップと、を備えることを特徴とする地中構造物の構築方法。 The underground structure main body, the underground wall constructed integrally with the underground structure main body, and the surface of the underground wall so that its axial direction is substantially perpendicular to the surface of the underground wall A method for constructing an underground structure comprising a columnar protrusion protruding to
An underground wall construction step of constructing the underground wall;
A ground excavation step for excavating the inside of the underground wall;
A tunnel drilling step for drilling a tunnel so as to penetrate the underground wall from the inside of the underground wall and extend to the outer periphery in a direction substantially perpendicular to the underground wall;
The projecting portion for constructing the projecting portion by constructing the underground structure main body integrally with the underground wall and forming a concrete structure in the tunnel so as to be integral with the underground structure main body A construction step, comprising: an underground structure.
前記トンネル削孔ステップの前に、
少なくとも前記トンネルの周囲に相当する部分の地盤を地盤改良する地盤改良ステップを備えることを特徴とする地中構造物の構築方法。 A construction method for an underground structure according to claim 2,
Before the tunnel drilling step,
A method for constructing an underground structure, comprising a ground improvement step for improving the ground at least in a portion corresponding to the periphery of the tunnel.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2016050400A (en) * | 2014-08-29 | 2016-04-11 | 株式会社錢高組 | Floating prevention member, vertical pit provided with floating prevention member, and method to install floating prevention member in vertical pit |
| CN105625480A (en) * | 2016-03-16 | 2016-06-01 | 上海市城市建设设计研究总院 | Anti-floating method and structure for open-segment tunnel structure |
| CN109322312A (en) * | 2018-12-08 | 2019-02-12 | 上海宝冶集团有限公司 | A kind of ultra-deep foundation pit sole plate combines anti-floating construction and its construction method with support pile |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0742479A (en) * | 1993-07-30 | 1995-02-10 | Yoshiji Matsumoto | Shaft and its construction method |
| JP2002061204A (en) * | 2000-08-23 | 2002-02-28 | Hitachi Zosen Corp | Construction method of underground structural body |
| JP2003020098A (en) * | 2001-07-04 | 2003-01-21 | Shimizu Corp | Underground tank lifting preventive structure |
-
2008
- 2008-09-01 JP JP2008223895A patent/JP5176788B2/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0742479A (en) * | 1993-07-30 | 1995-02-10 | Yoshiji Matsumoto | Shaft and its construction method |
| JP2002061204A (en) * | 2000-08-23 | 2002-02-28 | Hitachi Zosen Corp | Construction method of underground structural body |
| JP2003020098A (en) * | 2001-07-04 | 2003-01-21 | Shimizu Corp | Underground tank lifting preventive structure |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2016050400A (en) * | 2014-08-29 | 2016-04-11 | 株式会社錢高組 | Floating prevention member, vertical pit provided with floating prevention member, and method to install floating prevention member in vertical pit |
| CN105625480A (en) * | 2016-03-16 | 2016-06-01 | 上海市城市建设设计研究总院 | Anti-floating method and structure for open-segment tunnel structure |
| CN109322312A (en) * | 2018-12-08 | 2019-02-12 | 上海宝冶集团有限公司 | A kind of ultra-deep foundation pit sole plate combines anti-floating construction and its construction method with support pile |
Also Published As
| Publication number | Publication date |
|---|---|
| JP5176788B2 (en) | 2013-04-03 |
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