JP2010059621A - 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
Description
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、前記地中壁の表面に水平方向に帯状に延びるように形成され、前記地中壁の表面から外側に向かって突出する突出部と、を備えることを特徴とする。 The underground structure of the present invention is formed to extend in a strip shape in the horizontal direction on the surface of the underground wall, the underground wall constructed integrally with the underground structure body, and the surface of the underground wall. And a protruding portion protruding outward from the surface of the underground wall.
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、前記地中壁の表面に水平方向に帯状に延びるように形成され、前記地中壁の表面から外側に向かって突出する突出部と、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、地盤の前記突出部に相当する深さ位置に前記地中壁の外周に沿うようにトンネルを削孔するトンネル削孔ステップと、前記地中壁の内側に当該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構築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 body, an underground wall constructed integrally with the underground structure body, and a strip in the horizontal direction on the surface of the underground wall. An underground structure construction method comprising: a projecting portion formed to extend and projecting outward from a surface of the underground wall, wherein the underground wall is constructed to construct the underground wall; A tunnel drilling step for drilling a tunnel along the outer periphery of the underground wall at a depth corresponding to the projecting portion of the ground; and the ground integrally with the underground wall inside the underground wall And a projecting part construction step of constructing the projecting part by constructing a concrete structure in the tunnel so as to be integrated with the underground structure main body while constructing the middle structure main body. And
上記の地中構造物の構築方法において、前記突出部構築ステップでは、前記トンネル内部と前記地中壁の内側とを連通させ、前記連通した部分を通じて前記地中構造物本体と、前記コンクリート構造物とを一体に構築してもよい。 In the construction method of the underground structure, in the projecting portion construction step, the inside of the tunnel and the inside of the underground wall are communicated, and the underground structure main body and the concrete structure are communicated through the communicated portion. And may be constructed integrally.
また、前記地中壁構築ステップでは、前記地中壁の前記トンネルに相当する高さの内側及び外側の表面近傍に開口を有する波形パネルを埋設するとともに、両端に継手金物が接続された接続鉄筋を前記継手金物が夫々前記表裏面に埋設された波形パネルの前記開口に当たる配置されるように埋設しておき、前記突出部構築ステップでは、前記トンネルの前記地中壁側の部分を撤去して、前記地中壁に埋設された外側の前記波形パネルを露出させ、前記トンネル内側から前記外側の波形パネルの開口を通じて前記継手金物に鉄筋を継手し、前記鉄筋が埋設されるように前記トンネル内にコンクリートを打設して、前記突出部を構築し、また、前記内側の波形パネルを露出させ、前記地中壁の内側から前記内側の波形パネルの開口を通じて前記継手金物に鉄筋を継手し、前記鉄筋が埋設されるようにコンクリートを打設して前記地中構造物本体を構築してもよい。
また、前記突出部構築ステップの前に、前記トンネルの周囲の前記地中壁側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。
Further, in the underground wall construction step, a connecting rebar in which corrugated panels having openings are embedded in the vicinity of the inner and outer surfaces of the underground wall at a height corresponding to the tunnel, and joint hardware is connected to both ends. Embedded in such a manner that the fitting hardware is disposed so as to contact the opening of the corrugated panel embedded in the front and back surfaces, respectively, and in the projecting portion construction step, the portion on the underground wall side of the tunnel is removed. Exposing the corrugated panel on the outside embedded in the underground wall, coupling a reinforcing bar to the joint hardware from the inside of the tunnel through the opening of the corrugated panel on the outside, and in the tunnel so that the reinforcing bar is embedded Concrete is placed on the wall to construct the protruding portion, and the inner corrugated panel is exposed, and the connection is made from the inside of the underground wall through the opening of the inner corrugated panel. Hardware Rebar and joints, concrete and Da設 may be constructed the underground structure body such that the rebar is embedded.
Moreover, you may provide the ground improvement step which improves the ground of the ground wall side surrounding the tunnel before the projecting portion construction 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ため、トンネルの断面を大きくすることにより突出部の鉛直投影面積を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, since the protrusion is constructed on the outer periphery of the underground structure using the tunnel, the vertical projection area of the protrusion can be increased by increasing the cross section of 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の下部に沿って外側に向かって突出する突出部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 continuous wall 20 formed in the ground in a rectangular shape in plan view. And a projecting portion 30 projecting outward along the lower part of the underground continuous wall 20, and the underground structure main body 10 built inside the underground continuous wall 20.
地中構造物本体１０は、例えば、建物の地下部分などであり、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 part 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は鉄筋コンクリート造の構造物であり、地中構造物本体１０の基礎部１１に相当する高さから水平方向に帯状に延び、外側に向かって突出するように構築されている。突出部３０は、後述するようにシールドマシンにより地中連続壁２０の外周に沿って水平にシールド孔を削孔し、このシールド孔の地中構造物本体１０側の部分及び地中連続壁２０の一部を撤去し、シールド孔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、突出部３０の地中連続壁２０からの突出幅は、シールドマシンにより削孔した孔の直径と略等しくなる。シールドマシンとしては、例えば１０ｍを超える大径の孔を削孔可能なものがあり、突出部３０の突出幅は１０ｍ以上とすることが可能である。
地中連続壁２０の角隅部には、後述するためのシールドマシンが発進するための立孔４０が構築され、この立孔４０は埋め戻されている。
The projecting portion 30 is a reinforced concrete structure, and is constructed so as to extend horizontally from a height corresponding to the base portion 11 of the underground structure main body 10 and project outward. As will be described later, the projecting portion 30 cuts a shield hole horizontally along the outer periphery of the underground continuous wall 20 by a shield machine. A part of the structure is removed, and concrete is placed inside the shield hole so as to be integrated with the underground structure main body 10. For this reason, the protrusion width from the underground continuous wall 20 of the protrusion 30 becomes substantially equal to the diameter of the hole drilled by the shield machine. As a shield machine, for example, there is a machine that can drill a large-diameter hole exceeding 10 m, and the protruding width of the protruding portion 30 can be 10 m or more.
A standing hole 40 for starting a shield machine to be described later is constructed at the corner of the underground continuous wall 20, and the standing hole 40 is backfilled.
なお、突出部３０の突出幅は、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。 Incidentally, the protruding width of the protruding portion 30, the product of the sum of the vertical projected area, long-term strength of the ground (100t / m 2 ~300t / m 2) becomes the more buoyancy acting in the ground structure 1 It is good to decide so.
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１６を参照しながら説明する。なお、図２〜図９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１０〜図１６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 the present embodiment will be described with reference to FIGS. 2 to 9, (A) is a plan view, and (B) is a cross-sectional view taken along line AA ′ in (A). Moreover, FIGS. 10-16 is an expanded sectional view of the junction part of the underground structure main body 10 and the protrusion part 30. FIG.
まず、図２に示すように、地盤２の突出部３０の角隅部に相当する各位置に、下端が突出部３０よりも深い位置まで到達するような立孔４０を構築する。 First, as shown in FIG. 2, a standing hole 40 is constructed so that the lower end reaches a position deeper than the protruding portion 30 at each position corresponding to the corner of the protruding portion 30 of the ground 2.
次に、各立孔４０内にシールドマシン（不図示）を配置し、図３に示すように、各シールドマシンを隣接する立孔４０に向かって水平方向に掘進させながら、掘削した孔の内周面に、順次、セグメント５１を取り付けて行く。これにより、同図に示すように、各立孔４０を結ぶようにシールド孔５０が構築されることとなる。 Next, a shield machine (not shown) is arranged in each vertical hole 40, and as shown in FIG. The segments 51 are sequentially attached to the peripheral surface. Thereby, as shown in the figure, the shield hole 50 is constructed so as to connect the standing holes 40.
次に、図４及び図１０に示すように、平面視矩形状に構築されたシールド孔５０の内側に沿って、下端がシールド孔５０よりも深い位置まで到達するような地中連続壁２０を構築する。 Next, as shown in FIGS. 4 and 10, the underground continuous wall 20 whose lower end reaches a position deeper than the shield hole 50 along the inside of the shield hole 50 constructed in a rectangular shape in plan view. To construct.
次に、図５及び図１１に示すように、地中連続壁２０により囲まれた部分の地盤２を、下端がシールド孔５０の下部に相当する深さ位置に到達するまで掘削する。
次に、図６及び図１２に示すように、シールド孔５０の周辺の地中連続壁２０側の地盤２にセメントペーストなどを注入し、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、例えば、地中連続壁２０に注入管を貫通させ、この注入管を通して注入すればよい。
Next, as shown in FIGS. 5 and 11, the portion of the ground 2 surrounded by the underground continuous wall 20 is excavated until the lower end reaches a depth position corresponding to the lower portion of the shield hole 50.
Next, as shown in FIGS. 6 and 12, cement paste or the like is injected into the ground 2 on the underground continuous wall 20 side around the shield hole 50 to form an improved ground 70 having water-stopping and excavation stability. . For example, the cement paste may be injected through the injection wall through the underground continuous wall 20.
次に、図７及び図１３に示すように、地中連続壁２０の内部６０側から、地中連続壁２０のシールド孔５０に相当する高さの部分を掘削し、また、シールド孔５０の地中連続壁２０側のセグメント５１を撤去し、さらに、地中連続壁２０とシールド孔５０との間の地盤を掘削することで、シールド孔５０の内部と地中連続壁２０の内部６０とを連通させる。この際、シールド孔５０の地中連続壁２０側の地盤２を改良地盤７０とすることにより、シールド孔５０のセグメント５１や地中連続壁２０の一部を撤去しても、上記掘削した部分において地盤２が崩壊したり、地下水がシールド孔５０や地中連続壁２０の内部に流れ込んだりすることを防止できる。 Next, as shown in FIGS. 7 and 13, a portion having a height corresponding to the shield hole 50 of the underground continuous wall 20 is excavated from the inside 60 side of the underground continuous wall 20. By removing the segment 51 on the underground continuous wall 20 side and further excavating the ground between the underground continuous wall 20 and the shield hole 50, the inside of the shield hole 50 and the inside 60 of the underground continuous wall 20 To communicate. At this time, by using the ground 2 on the underground continuous wall 20 side of the shield hole 50 as the improved ground 70, the excavated portion can be obtained even if the segment 51 of the shield hole 50 and a part of the underground continuous wall 20 are removed. Therefore, it is possible to prevent the ground 2 from collapsing and groundwater from flowing into the shield hole 50 and the underground continuous wall 20.
次に、図１４に示すように、この地中連続壁２０の内部６０側から、地中構造物本体１０の基礎部１１を構成する鉄筋１３を、その端部がシールド孔５０の内部に到達するように配筋する。そして、図１５に示すように、シールド孔５０内に突出部３０を構成するコンクリート３１を打設するとともに、このコンクリート３１と一体に地中構造物本体１０の基礎部１１を構成するコンクリート１４を打設する。上記打設したコンクリート１４、３１が硬化することにより、図８に示すように、地中構造物本体１０の基礎部１１と一体に、地中連続壁２０から外側に向かって突出するように水平方向に帯状に延びる突出部３０が構築される。 Next, as shown in FIG. 14, the end of the reinforcing bar 13 constituting the foundation part 11 of the underground structure main body 10 reaches the inside of the shield hole 50 from the inside 60 side of the underground continuous wall 20. Arrange as you do. Then, as shown in FIG. 15, concrete 31 constituting the projecting portion 30 is placed in the shield hole 50, and the concrete 14 constituting the foundation portion 11 of the underground structure main body 10 is integrally formed with the concrete 31. To cast. When the placed concretes 14 and 31 are hardened, as shown in FIG. 8, the concrete 14 and 31 is horizontal so as to protrude outward from the underground continuous wall 20 integrally with the base portion 11 of the underground structure main body 10. Protrusions 30 extending in the direction of the belt are constructed.
次に、図９及び図１６に示すように、地中連続壁２０の内側に、地中連続壁２０と一体となるように地中構造物本体１０の側壁部１２を構築する。そして、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。そして、地中構造物１の構築完了後、立孔４０を埋め戻す。 Next, as shown in FIGS. 9 and 16, the side wall 12 of the underground structure main body 10 is constructed inside the underground continuous wall 20 so as to be integrated with the underground continuous wall 20. And like the case of constructing a normal underground structure, the remaining part of the underground structure main body 10 is constructed integrally with the foundation part 11 and the side wall part 12 in the underground continuous wall 20. Thus, the construction work of the underground structure 1 of the present embodiment is completed. Then, after the construction of the underground structure 1 is completed, the vertical hole 40 is refilled.
以上説明したように、本実施形態によれば、シールド孔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、地中構造物本体１０の外周に帯状に鉛直投影面積の大きな突出部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, the projecting portion 30 is constructed integrally with the underground structure body 10 using the internal space of the shield hole 50, so that the outer periphery of the underground structure body 10 is formed. The protrusion 30 having a large vertical projection area can be formed in a band shape. 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、本実施形態では、シールド孔５０と地中連続壁２０の内部とを連通するように地中連続壁２０及びシールド孔５０の一部を撤去し、この連通した部分を通じて突出部３０と地中構造物本体１０の基礎部１１を一体に構築したが、必ずしも、地中連続壁に開口を設ける必要はない。 In the present embodiment, the underground continuous wall 20 and a part of the shield hole 50 are removed so that the shield hole 50 communicates with the inside of the underground continuous wall 20, and the projecting portion 30 and the ground are removed through this connected portion. Although the base part 11 of the middle structure main body 10 is integrally constructed, it is not always necessary to provide an opening in the underground continuous wall.
図１７〜図１９は、地中連続壁に開口を設けることなく、突出部３０を地中構造物本体１０の基礎部と一体に構築する方法を説明するための図であって、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。かかる場合には、図１７に示すように、地中連続壁１２０を構築する際に、地中連続壁１２０の突出部３０に相当する高さの表裏面に、図２０に示すような、表面に孔１２１Ａが形成された波形状の鋼製のパネル１２１を埋設しておく。また、図１７に示すように、これら鋼製パネル１２１の間に、両端に継手金物１２２が接続された接続鉄筋１２３を、両端の継手金物１２２が夫々、鋼製パネル１２１の孔１２１Ａに相当する位置に配置されるように埋設しておく。 FIGS. 17-19 is a figure for demonstrating the method to construct | assemble the protrusion part 30 with the base part of the underground structure main body 10 without providing an opening in an underground continuous wall, Comprising: 4 is an enlarged cross-sectional view of a joint portion between the object body 10 and the protrusion 30. FIG. In such a case, as shown in FIG. 17, when constructing the underground continuous wall 120, the surface as shown in FIG. 20 is formed on the front and back surfaces at a height corresponding to the protruding portion 30 of the underground continuous wall 120. A corrugated steel panel 121 in which a hole 121A is formed is embedded. Further, as shown in FIG. 17, between these steel panels 121, the connecting rebar 123 with the joint hardware 122 connected to both ends corresponds to the joint hardware 122 at both ends, respectively, corresponding to the hole 121 </ b> A of the steel panel 121. It is buried so that it may be placed at the position.
次に、図１８に示すように、シールド孔５０の周辺の地中連続壁２０側の地盤２にセメントペーストなどを注入することにより、止水性及び掘削安定性を有する改良地盤７０を形成する。そして、シールド孔５０内から地盤を掘削し、シールド孔５０側の地中連続壁２０の鋼製パネル１２１が露出させる。また、地中連続壁２０の内部の地盤を掘削する際に、地中連続壁２０の内側の鋼製パネル１２１を露出させておく。そして、シールド孔５０側から鋼製パネル１２１の孔１２１Ａを通して、継手金物１２２に突出部３０を構成する鉄筋１１３を挿入して継手金物１２２により接続鉄筋１２３に継手し、また、地中連続壁２０の内部から鋼製パネル１２１の孔１２１Ａを通して、基礎部１１１を構成する鉄筋１１３を挿入して継手金物１２２により接続鉄筋１２３に継手する。 Next, as shown in FIG. 18, cement ground or the like is injected into the ground 2 on the side of the underground continuous wall 20 around the shield hole 50, thereby forming an improved ground 70 having water stoppage and excavation stability. Then, the ground is excavated from the shield hole 50 to expose the steel panel 121 of the underground continuous wall 20 on the shield hole 50 side. Moreover, when excavating the ground inside the underground continuous wall 20, the steel panel 121 inside the underground continuous wall 20 is exposed. And the reinforcing bar 113 which comprises the protrusion part 30 is inserted in the joint hardware 122 through the hole 121A of the steel panel 121 from the shield hole 50 side, and it is jointed to the connection rebar 123 by the joint hardware 122, and the underground continuous wall 20 The reinforcing bar 113 constituting the base portion 111 is inserted from the inside of the steel panel 121 through the hole 121 </ b> A and is connected to the connecting reinforcing bar 123 by the joint hardware 122.
次に、図１９に示すように、シールド孔５０の内部にコンクリート３１を打設し、また、地中連続壁２０の内部６０において、地中構造物本体１０の基礎部１１１を構成するコンクリート１１４を打設する。上記打設したコンクリート３１、１１４が硬化することにより、接続鉄筋１２３を介して、地中構造物本体１０の基礎部１１１を構成する鉄筋１１３と突出部３０を構成する鉄筋１１３とが接続され、また、鋼製パネル１２１の表面に凹凸が形成されていることにより、地中連続壁２０を介して、基礎部１１１を構成するコンクリート１１４と突出部３０を構成するコンクリート３１の間で応力が伝達されることとなり、これにより、地中構造物本体１０の基礎部１１１に構造的に接続されることとなる。このように、上記の構成によれば、地中連続壁１２０に開口を設けることなく、鋼製パネル１２１及び接続鉄筋１２３を介して、地中構造物本体１０の基礎部１１１と一体に突出部３０を構築できる。 Next, as shown in FIG. 19, the concrete 31 is placed inside the shield hole 50, and the concrete 114 constituting the foundation portion 111 of the underground structure main body 10 in the interior 60 of the underground continuous wall 20. To cast. When the placed concrete 31 and 114 is hardened, the reinforcing bar 113 constituting the foundation part 111 of the underground structure main body 10 and the reinforcing bar 113 constituting the protruding part 30 are connected via the connecting reinforcing bar 123. In addition, since the unevenness is formed on the surface of the steel panel 121, stress is transmitted between the concrete 114 constituting the foundation portion 111 and the concrete 31 constituting the protruding portion 30 via the underground continuous wall 20. Thus, it is structurally connected to the base portion 111 of the underground structure main body 10. Thus, according to said structure, without providing an opening in the underground continuous wall 120, it protrudes integrally with the base part 111 of the underground structure main body 10 through the steel panel 121 and the connection reinforcing bar 123. 30 can be constructed.
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。 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.
また、上記の各実施形態では、鉛直断面が円形のシールド孔を削孔するものとしたが、これに限らず矩形状などとしてもよくシールド孔の形状は問わない。 In each of the above embodiments, the shield hole having a circular vertical cross section is cut. However, the shape is not limited to this, and the shape of the shield hole is not limited.
また、上記の各実施形態では、シールドマシンによりシールド孔を形成し、このシールド孔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。地中連続壁の外周全周に亘って突出部を設けることとしたが、これに限らず、地中連続壁の外周の一部にのみ設けることとしてもよい。
In each of the above embodiments, a shield hole is formed by a shield machine, and the protruding portion is constructed using the shield hole. However, the invention is not limited to this, and non-cutting such as a propulsion method and a pipe roof method are used. A tunnel may be formed by a construction 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. Although the projecting portion is provided over the entire outer periphery of the underground continuous wall, it is not limited thereto, and may be provided only on a part of the outer periphery of the underground continuous wall.
１ 地中構造物 ２ 地盤
１０ 地中構造物本体 １１、１１１ 基礎部
１２ 側壁部 １３、１１３ 鉄筋
１４、１１４ コンクリート ２０、１２０ 地中連続壁
３０ 突出部 ３１ コンクリート
４０ 立孔 ５０ シールド孔
５１ セグメント ６０ 地中連続壁の内部
７０ 改良地盤 １２１ 鋼製パネル
１２１Ａ 孔 １２２ 継手金物
１２３ 接続鉄筋
DESCRIPTION OF SYMBOLS 1 Underground structure 2 Ground 10 Underground structure main body 11, 111 Base part 12 Side wall part 13, 113 Reinforcement 14, 114 Concrete 20, 120 Underground continuous wall 30 Protrusion part 31 Concrete 40 Standing hole 50 Shield hole 51 Segment 60 Inside of underground continuous wall 70 Improved ground 121 Steel panel 121A Hole 122 Joint fitting 123 Connection reinforcing bar
Claims (5)
前記地中壁を構築する地中壁構築ステップと、
地盤の前記突出部に相当する深さ位置に前記地中壁の外周に沿うようにトンネルを削孔するトンネル削孔ステップと、
前記地中壁の内側に当該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構築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。 An underground structure main body, an underground wall constructed integrally with the underground structure main body, and formed to extend in a strip shape in the horizontal direction on the surface of the underground wall, and outward from the surface of the underground wall A method of constructing an underground structure comprising a projecting portion projecting toward
An underground wall construction step of constructing the underground wall;
A tunnel drilling step for drilling a tunnel along the outer periphery of the underground wall at a depth corresponding to the projecting portion of the ground;
By constructing the underground structure main body integrally with the underground wall inside the underground wall, and by constructing a concrete structure in the tunnel so as to be integrated with the underground structure main body A projecting part construction step for constructing the projecting part, and a method for constructing an underground structure, comprising:
前記突出部構築ステップでは、
前記トンネル内部と前記地中壁の内側とを連通させ、
前記連通した部分を通じて前記地中構造物本体と、前記コンクリート構造物とを一体に構築す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,
In the protrusion construction step,
The inside of the tunnel and the inside of the underground wall are communicated,
A construction method of an underground structure, wherein the underground structure main body and the concrete structure are constructed integrally through the communicating portion.
前記地中壁構築ステップでは、
前記地中壁の前記トンネルに相当する高さの内側及び外側の表面近傍に開口を有する波形パネルを埋設するとともに、両端に継手金物が接続された接続鉄筋を前記継手金物が夫々前記表裏面に埋設された波形パネルの前記開口に当たる配置されるように埋設しておき、
前記突出部構築ステップでは、
前記トンネルの前記地中壁側の部分を撤去して、前記地中壁に埋設された外側の前記波形パネルを露出させ、前記トンネル内側から前記外側の波形パネルの開口を通じて前記継手金物に鉄筋を継手し、前記鉄筋が埋設されるように前記トンネル内にコンクリートを打設して、前記突出部を構築し、
また、前記内側の波形パネルを露出させ、前記地中壁の内側から前記内側の波形パネルの開口を通じて前記継手金物に鉄筋を継手し、前記鉄筋が埋設されるようにコンクリートを打設して前記地中構造物本体を構築す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,
In the underground wall construction step,
A corrugated panel having openings near the inner and outer surfaces near the height of the tunnel corresponding to the tunnel of the underground wall is embedded, and connecting joints having joint hardware connected to both ends are connected to the front and back surfaces, respectively. Embed it so as to be placed in contact with the opening of the corrugated panel,
In the protrusion construction step,
The portion of the tunnel on the underground wall side is removed to expose the outer corrugated panel embedded in the underground wall, and a reinforcing bar is attached to the joint hardware from the inside of the tunnel through the opening of the outer corrugated panel. Joint, and place concrete in the tunnel so that the rebar is embedded, build the protrusion,
Further, the inner corrugated panel is exposed, a rebar is jointed to the joint hardware through the opening of the inner corrugated panel from the inside of the underground wall, and concrete is placed so that the rebar is embedded. A construction method of an underground structure characterized by constructing an underground structure main body.
前記突出部構築ステップの前に、
少なくとも前記トンネルの周囲の前記地中壁側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 any one of claims 2 to 4,
Before the protrusion construction step,
A method for constructing an underground structure, comprising a ground improvement step for improving the ground on at least the ground wall side surrounding the tunnel.
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| CN109853637A (en) * | 2019-01-30 | 2019-06-07 | 北京中岩智泊科技有限公司 | It is a kind of to build/structure and construction method of structures enhancing anti-floating ability for underground |
| CN111236310A (en) * | 2020-03-03 | 2020-06-05 | 福建工程学院 | Construction method of connecting channel of existing underground structure in weak water-rich stratum |
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