JP6778528B2 - How to update the tank - Google Patents

How to update the tank Download PDF

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JP6778528B2
JP6778528B2 JP2016140111A JP2016140111A JP6778528B2 JP 6778528 B2 JP6778528 B2 JP 6778528B2 JP 2016140111 A JP2016140111 A JP 2016140111A JP 2016140111 A JP2016140111 A JP 2016140111A JP 6778528 B2 JP6778528 B2 JP 6778528B2
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tank
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underground tank
continuous wall
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安永　正道
正道 安永
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Kajima Corp
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Description

本発明は、地下タンクのタンク更新方法に関する。 The present invention relates to a tank renewal method for an underground tank.

LNG（液化天然ガス）、LPG（液化石油ガス）などの低温液化ガスを貯留する設備として地下タンクがある。図８に地下タンク１００の概略を示す。地下タンク１００は、鉄筋コンクリート製の略円筒状の地中連続壁１１０を山留兼遮水壁として内側の地盤を掘削し、躯体の構築を行った地下構造物である。 There is an underground tank as a facility for storing low-temperature liquefied gas such as LNG (liquefied natural gas) and LPG (liquefied petroleum gas). FIG. 8 shows an outline of the underground tank 100. The underground tank 100 is an underground structure in which a substantially cylindrical underground continuous wall 110 made of reinforced concrete is used as a mountain retaining and impermeable wall to excavate the inner ground to construct a skeleton.

地下タンク１００の躯体は鉄筋コンクリート製の底版１０５と側壁１０３から構成され、側壁１０３の頂部に鋼製屋根１０７が設けられることが一般的である。側壁１０３は底版１０５上に略円筒状に形成され、側壁１０３や底版１０５の内面には断熱材やメンブレン（不図示）なども設置される。 The skeleton of the underground tank 100 is composed of a bottom slab 105 made of reinforced concrete and a side wall 103, and a steel roof 107 is generally provided on the top of the side wall 103. The side wall 103 is formed in a substantially cylindrical shape on the bottom plate 105, and a heat insulating material, a membrane (not shown) or the like is also installed on the inner surface of the side wall 103 or the bottom plate 105.

この種のタンクは、当初6万KL容量のものが多く作られ、最近では20〜25万KL容量のものが作られている。現時点から見ると6万KL容量のタンクでは敷地の有効利用がされておらず、大型タンクへの更新が求められている。 Many tanks of this type have a capacity of 60,000 KL at the beginning, and recently, tanks with a capacity of 200,000 to 250,000 KL have been made. From the current point of view, the 60,000 KL capacity tank is not being used effectively on the site, and it is required to replace it with a large tank.

既設の地下タンクをより大型の地下タンクに更新する場合、既設の地下タンクを構築時と逆の手順で解体し一旦更地に戻してから大型の地下タンクを新設することが多い。 When replacing an existing underground tank with a larger underground tank, it is often the case that the existing underground tank is dismantled in the reverse order of construction, returned to the vacant lot, and then a large underground tank is newly installed.

すなわち、既設の地下タンクの鋼製屋根、配管、メンブレン、断熱材などの機械工事部分を撤去した後、既設の地下タンクの底版を解体して撤去する。そして、既設の地下タンクの側壁を下から解体して撤去するとともに、並行して地中連続壁の内側の埋戻しを行う。その後地中連続壁を、全周回掘削機などを用いて壊しながら撤去し、残った空洞をソイルモルタルなどで埋戻して更地に戻し、大型の地下タンクの構築を開始する。 That is, after removing the mechanical work parts such as the steel roof, piping, membrane, and heat insulating material of the existing underground tank, the bottom slab of the existing underground tank is disassembled and removed. Then, the side wall of the existing underground tank is dismantled from below and removed, and at the same time, the inside of the continuous underground wall is backfilled. After that, the continuous underground wall will be removed while being broken using an all-around excavator, etc., and the remaining cavities will be backfilled with soil mortar, etc. and returned to the vacant lot, and construction of a large underground tank will begin.

特許文献１には、既設の地中連続壁の外周面に新たに地中連続壁を設け、その内側の既設の地下タンクの底部を解体して下方の地盤を掘削し、新規の底版を構築することで既設の地下タンクの深さを増大させることが記載されている。 In Patent Document 1, a new underground continuous wall is provided on the outer peripheral surface of the existing underground continuous wall, and the bottom of the existing underground tank inside the existing underground tank is dismantled to excavate the ground below to construct a new bottom slab. It is stated that this will increase the depth of the existing underground tank.

特開昭62-133258号公報Japanese Patent Application Laid-Open No. 62-133258

前記したように既設の地下タンクを解体して一旦更地に戻す場合、埋戻しの際に50,000〜60,000m3程度の土が必要となり、更地に戻すまでに大きな工事費と時間がかかる。また埋戻した土は新設の地下タンク構築時に再掘削が必要であり無駄がある。さらに、既設の地中連続壁は土留壁と遮水壁の機能を持っており、地下タンクの側壁と地中連続壁を同時に撤去すると周辺地盤の崩壊、周辺地下水の浸入を起こすことから、側壁撤去と内部の埋戻しを同時に行い、その後地中連続壁撤去の手順となる。そのため、地中連続壁を残しながら既設の地下タンクの側壁等を下から解体撤去してゆくような作業が必要で非常に時間がかかり、また地下タンクの側壁と地中連続壁の間には鉄筋が連続していることも多く、鉄筋を切断して側壁を解体しなければならず手間もかかる。 As mentioned above, when the existing underground tank is dismantled and returned to the vacant lot, soil of about 50,000 to 60,000 m 3 is required for backfilling, and it takes a large construction cost and time to return to the vacant lot. In addition, the backfilled soil needs to be re-excavated when constructing a new underground tank, which is wasteful. Furthermore, the existing underground continuous wall has the functions of a retaining wall and an impermeable wall, and if the side wall of the underground tank and the underground continuous wall are removed at the same time, the surrounding ground will collapse and the surrounding groundwater will infiltrate. The procedure is to remove and backfill the interior at the same time, and then remove the continuous underground wall. Therefore, it takes a lot of time to dismantle and remove the side wall of the existing underground tank from below while leaving the continuous underground wall, and between the side wall of the underground tank and the continuous underground wall. Reinforcing bars are often continuous, and it takes time and effort to cut the reinforcing bars and dismantle the side walls.

また、特許文献１は既設の地下タンクの深さのみ増大させる工法であり、その容積を増加させるのには限界がある。 Further, Patent Document 1 is a construction method for increasing only the depth of an existing underground tank, and there is a limit to increasing the volume thereof.

本発明は上記の問題に鑑みてなされたものであり、既設の地下タンクを容積の大きな大型の地下タンクに容易に更新できるタンク更新方法を提供することを目的とする。 The present invention has been made in view of the above problems, and an object of the present invention is to provide a tank renewal method capable of easily renewing an existing underground tank to a large underground tank having a large volume.

前述した課題を解決するための本発明は、既設の地下タンクの躯体を囲むように新設の地中連続壁を地盤に構築する工程（ａ）と、前記既設の地下タンクの躯体と前記新設の地中連続壁の間の地盤の掘削と、前記既設の地下タンクの躯体の撤去を行う工程（ｂ）と、前記新設の地中連続壁の内側で新設の地下タンクを構築する工程（ｃ）と、を有し、前記工程（ｂ）において、前記既設の地下タンクの躯体と前記新設の地中連続壁の間で地盤を掘削して切梁を設置する作業を上から下へと順に行った後、前記既設の地下タンクの躯体と前記新設の地中連続壁の間で、前記切梁を撤去して前記新設の地中連続壁の内周面に前記新設の地下タンクの側壁を構築する作業を下から上へと順に行い、前記新設の地下タンクの側壁を構築した後、前記既設の地下タンクの躯体を撤去することを特徴とするタンク更新方法である。 The present invention for solving the above-mentioned problems includes a step (a) of constructing a new underground continuous wall on the ground so as to surround the skeleton of an existing underground tank, and the skeleton of the existing underground tank and the new construction. A step (b) of excavating the ground between the underground continuous walls and removing the skeleton of the existing underground tank, and a step (c) of constructing a new underground tank inside the new underground continuous wall. In the step (b), the work of excavating the ground between the frame of the existing underground tank and the newly constructed underground continuous wall and installing the girder is performed in order from top to bottom. After that, the girder is removed between the skeleton of the existing underground tank and the new underground continuous wall, and the side wall of the new underground tank is constructed on the inner peripheral surface of the new underground continuous wall. This is a tank renewal method characterized in that the work is performed in order from bottom to top, the side wall of the new underground tank is constructed, and then the skeleton of the existing underground tank is removed .

本発明では、多く実績のある大型の地下タンクの構築手順の途中に既設の地下タンクの撤去工を組み込むことで合理的な更新方法となり、容易且つ安全性に優れ、工期も短縮でき、新設の地下タンクの深さを増大させるだけでなく面積も広げることができる。また既設の地下タンクを解体撤去して一旦更地に戻すこともないので、土による埋戻しおよび埋戻し土の再掘削も不要となる。 In the present invention, it becomes a rational renewal method by incorporating the removal work of the existing underground tank in the middle of the construction procedure of the large underground tank with many achievements, it is easy and safe, the construction period can be shortened, and the construction period can be shortened. Not only can the depth of the underground tank be increased, but the area can also be increased. In addition, since the existing underground tank is not dismantled and removed and returned to the vacant lot, it is not necessary to backfill with soil and re-excavate the backfill soil.

本発明では既設の地下タンクの躯体と既設の地中連続壁を同時に解体でき、既設の地中連続壁を残したまま既設の地下タンクの躯体を解体するような作業も必要ないので手間もかからない。 In the present invention, the skeleton of the existing underground tank and the existing underground continuous wall can be dismantled at the same time, and there is no need to dismantle the skeleton of the existing underground tank while leaving the existing underground continuous wall, so that no trouble is required. ..

また本発明では、新設の地下タンクの側壁の構築中は新設の地中連続壁が切梁により支持され、切梁の撤去後は新設の地中連続壁が新設の地下タンクの側壁により補強された格好となる。そのため、新設の地中連続壁を薄くできるなど、そのコストを低減することができる。また新設の地下タンクの側壁は下から上へと構築するので、施工が容易である。 Further, in the present invention, the new underground continuous wall is supported by the girder during the construction of the side wall of the new underground tank, and after the girder is removed, the new underground continuous wall is reinforced by the side wall of the new underground tank. It will look good. Therefore, the cost can be reduced, for example, the newly constructed underground continuous wall can be thinned. In addition, the side wall of the new underground tank is constructed from bottom to top, so construction is easy.

前記既設の地下タンクの躯体と前記新設の地中連続壁の間で地盤を掘削する際、前記新設の地下タンクの側壁の下端より低く、且つ前記新設の地下タンクの床付け位置より高い位置まで掘削を行うことが望ましい。
これにより、新設の地下タンクの側壁を構築できるスペースを十分確保でき、また側壁の施工も掘削底面から容易に行える。 When excavating the ground between the frame of the existing underground tank and the continuous underground wall, to a position lower than the lower end of the side wall of the new underground tank and higher than the flooring position of the new underground tank. It is desirable to excavate.
As a result, sufficient space can be secured for constructing the side wall of the newly installed underground tank, and the side wall can be easily constructed from the bottom of the excavation.

前記既設の地下タンクの躯体を撤去した後、前記新設の地中連続壁の内側の地盤を、前記既設の地下タンクの底版の下面より低い、前記新設の地下タンクの床付け位置まで掘削することが望ましい。
これにより、新設の地下タンクの深さを増大させることができる。 After removing the skeleton of the existing underground tank, excavate the ground inside the new underground continuous wall to the flooring position of the new underground tank, which is lower than the lower surface of the bottom slab of the existing underground tank. Is desirable.
As a result, the depth of the newly installed underground tank can be increased.

本発明により、既設の地下タンクを容積の大きな大型の地下タンクに容易に更新できるタンク更新方法を提供することができる。 INDUSTRIAL APPLICABILITY According to the present invention, it is possible to provide a tank renewal method capable of easily renewing an existing underground tank to a large underground tank having a large volume.

地下タンク１、１００を示す図。The figure which shows the underground tank 1, 100. タンク更新方法を示す図。The figure which shows the tank update method. タンク更新方法を示す図。The figure which shows the tank update method. タンク更新方法を示す図。The figure which shows the tank update method. タンク更新方法を示す図。The figure which shows the tank update method. タンク更新方法を示す図。The figure which shows the tank update method. タンク更新方法を示す図。The figure which shows the tank update method. 地下タンク１００を示す図。The figure which shows the underground tank 100.

以下、図面に基づいて本発明の好適な実施形態について詳細に説明する。 Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the drawings.

［第１の実施形態］
（１．既設の地下タンク１００と新設の地下タンク１）
本発明に係るタンク更新方法は、図１に示すように、前記した地下タンク１００を容積の大きな大型の地下タンク１に更新する例によって説明する。 [First Embodiment]
(1. Existing underground tank 100 and new underground tank 1)
As shown in FIG. 1, the tank renewal method according to the present invention will be described by an example of renewing the underground tank 100 to a large underground tank 1 having a large volume.

地下タンク１は、前記の地下タンク１００と同様、鉄筋コンクリート製の略円筒状の地中連続壁１０を山留兼遮水壁とし、その内側で躯体の構築を行った地下構造物である。地下タンク１の躯体は鉄筋コンクリート製の底版５と側壁３により構成され、側壁３の頂部には鋼製屋根７が設けられる。側壁３が底版５上に略円筒状に形成され、側壁３や底版５の内面に断熱材やメンブレン（不図示）などが設置される点も地下タンク１００と同様である。 Similar to the underground tank 100, the underground tank 1 is an underground structure in which a substantially cylindrical underground continuous wall 10 made of reinforced concrete is used as a mountain retaining and impermeable wall, and a skeleton is constructed inside the underground continuous wall 10. The skeleton of the underground tank 1 is composed of a bottom slab 5 made of reinforced concrete and a side wall 3, and a steel roof 7 is provided at the top of the side wall 3. Similar to the underground tank 100, the side wall 3 is formed on the bottom plate 5 in a substantially cylindrical shape, and a heat insulating material, a membrane (not shown) or the like is installed on the inner surface of the side wall 3 or the bottom plate 5.

新設の地下タンク１の地中連続壁１０は直径および深さにおいて既設の地下タンク１００の躯体（側壁１０３および底版１０５）よりも大きくなっており、新設の地中連続壁１０は、その内側に既設の地下タンク１００の躯体が入るような大きさとなっている。 The underground continuous wall 10 of the new underground tank 1 is larger in diameter and depth than the skeleton (side wall 103 and bottom slab 105) of the existing underground tank 100, and the new underground continuous wall 10 is inside. It is sized to accommodate the skeleton of the existing underground tank 100.

（２．タンク更新方法）
図２、図３は第１の実施形態に係るタンク更新方法について説明する図である。 (2. Tank update method)
2 and 3 are views for explaining the tank renewal method according to the first embodiment.

本実施形態では、図２（ａ）に示すように、まず既設の地下タンク１００（図１参照）の鋼製屋根１０７、配管、メンブレン、断熱材などの機械工事部分を撤去するとともに、既設の地下タンク１００の躯体および地中連続壁１１０（以下、地下タンク１００の躯体等ということがある）を平面において囲むように、地中連続壁１１０から外側に離隔した新設の地中連続壁１０を地盤に構築する。なお、既設の地中連続壁１１０は地下タンク１００の躯体の外側に接するように設けられている。 In the present embodiment, as shown in FIG. 2A, first, the steel roof 107, the piping, the membrane, the heat insulating material, and other mechanical construction parts of the existing underground tank 100 (see FIG. 1) are removed, and the existing underground tank 100 is installed. A new underground continuous wall 10 separated from the underground continuous wall 110 to the outside so as to surround the skeleton of the underground tank 100 and the underground continuous wall 110 (hereinafter, may be referred to as the skeleton of the underground tank 100) in a plane. Build on the ground. The existing underground continuous wall 110 is provided so as to be in contact with the outside of the skeleton of the underground tank 100.

次に、図２（ｂ）に示すように、既設の地下タンク１００の躯体等（地下タンク１００の躯体および地中連続壁１１０）と新設の地中連続壁１０との間の地盤を掘削し、既設の地下タンク１００の躯体と地中連続壁１１０を解体して撤去する作業を上から下へと3〜4m程度の深度ごとに順に行う。 Next, as shown in FIG. 2B, the ground between the existing underground tank 100 skeleton and the like (underground tank 100 skeleton and underground continuous wall 110) and the new underground continuous wall 10 is excavated. , The work of dismantling and removing the skeleton of the existing underground tank 100 and the underground continuous wall 110 is performed in order from top to bottom at a depth of about 3 to 4 m.

こうして図２（ｃ）に示すように既設の地下タンク１００の躯体を撤去した後、更に新設の地中連続壁１０の内側の地盤の掘削と地中連続壁１１０の解体撤去を続けて行い、図２（ｄ）に示すように地中連続壁１０の内側の地盤を新設の地下タンク１（図１参照）の床付け位置（地下タンク１の底版５の下面の位置）まで掘削する。この床付け位置は、既設の地下タンク１００の底版１０５の下面より低い位置である。新設の地中連続壁１０は、外側からの水圧、土圧に抵抗して自立できる部材厚、強度を有している。 In this way, as shown in FIG. 2C, after removing the skeleton of the existing underground tank 100, the ground inside the newly constructed underground continuous wall 10 was further excavated and the underground continuous wall 110 was dismantled and removed. As shown in FIG. 2D, the ground inside the underground continuous wall 10 is excavated to the flooring position of the newly installed underground tank 1 (see FIG. 1) (the position of the lower surface of the bottom slab 5 of the underground tank 1). This flooring position is lower than the lower surface of the bottom slab 105 of the existing underground tank 100. The newly constructed underground continuous wall 10 has a member thickness and strength that can stand on its own by resisting water pressure and earth pressure from the outside.

その後、図３に示すように、新設の地中連続壁１０の内側で新設の地下タンク１の側壁３と底版５の構築を下から上へと順に行い、鋼製屋根７等の設置を行うと地下タンク１が構築される。 After that, as shown in FIG. 3, the side wall 3 and the bottom slab 5 of the new underground tank 1 are constructed in order from the bottom to the top inside the new underground continuous wall 10, and the steel roof 7 and the like are installed. And the underground tank 1 is constructed.

以上説明したように、本実施形態では、多く実績のある大型の地下タンク１の構築手順の途中に既設の地下タンク１００の撤去工を組み込むことで合理的な更新方法となり、容易且つ安全性に優れ工期も短縮でき、既設の地下タンク１００の躯体外側にある地盤の掘削を行うことで新設の地下タンク１の深さを増大させるだけでなく面積も広げることができる。また既設の地下タンク１００を解体撤去して一旦更地に戻すこともないので、土による埋戻しおよび埋戻し土の再掘削も不要となる。 As described above, in the present embodiment, by incorporating the removal work of the existing underground tank 100 in the middle of the construction procedure of the large underground tank 1 which has many achievements, it becomes a rational renewal method, and it becomes easy and safe. The excellent construction period can be shortened, and the depth of the newly installed underground tank 1 can be increased as well as the area can be expanded by excavating the ground outside the frame of the existing underground tank 100. Further, since the existing underground tank 100 is not dismantled and removed and returned to the vacant lot, it is not necessary to backfill with soil and re-excavate the backfill soil.

さらに、本実施形態では、既設の地下タンク１００の躯体と当該躯体の外側に接するように設けられた既設の地中連続壁１１０を同時に解体するので、既設の地中連続壁１１０を残したまま既設の地下タンク１００の躯体を撤去するような作業も必要なく手間もかからない。 Further, in the present embodiment, the skeleton of the existing underground tank 100 and the existing underground continuous wall 110 provided so as to be in contact with the outside of the skeleton are simultaneously dismantled, so that the existing underground continuous wall 110 remains. There is no need for work such as removing the skeleton of the existing underground tank 100, and it does not take time and effort.

また、本実施形態では、新設の地中連続壁１０の内側の地盤の掘削を、既設の地下タンク１００の底版１０５の下面より低い新設の地下タンク１の床付け位置まで行っており、これにより新設の地下タンク１の深さを増大させることができる。 Further, in the present embodiment, the ground inside the new underground continuous wall 10 is excavated to the flooring position of the new underground tank 1 lower than the lower surface of the bottom slab 105 of the existing underground tank 100. The depth of the newly installed underground tank 1 can be increased.

しかしながら、本発明はこれに限らない。例えば、場合によっては新設の地下タンク１の深さを既設の地下タンク１００と同程度あるいは地下タンク１００より浅くすることも可能であり、この場合は地下タンク１００の底版１０５の下面以深の地盤の掘削を省略することができる。 However, the present invention is not limited to this. For example, in some cases, the depth of the newly installed underground tank 1 may be about the same as that of the existing underground tank 100 or shallower than that of the existing underground tank 100. Excavation can be omitted.

また新設の地中連続壁１０の形状なども特に限定されず、既設の地下タンク１００や地中連続壁１１０を包含する筒状のものであればよい。新設の地下タンク１や地中連続壁１０の構築方法も特に限定されない。 Further, the shape of the newly installed underground continuous wall 10 is not particularly limited, and may be a tubular one including the existing underground tank 100 and the underground continuous wall 110. The method of constructing the new underground tank 1 and the underground continuous wall 10 is not particularly limited.

また本実施形態では既設の地下タンク１００の側壁１０３と地中連続壁１１０が接しているが、オープンケーソン工法などで既設の地下タンクが構築されており、地中連続壁が当該地下タンクの側壁に接するように設けられていないケースであっても同様の方法での更新工事が可能である。以上は後述する実施形態においても同様である。 Further, in the present embodiment, the side wall 103 of the existing underground tank 100 and the underground continuous wall 110 are in contact with each other, but the existing underground tank is constructed by an open caisson method or the like, and the underground continuous wall is the side wall of the underground tank. Renewal work can be done in the same way even if the case is not provided so as to be in contact with. The above is the same in the embodiments described later.

次に、本発明の別の例を第２、第３の実施形態として説明する。第２、第３の実施形態は第１の実施形態と異なる点について説明し、同様の点については図等で同じ符号を付すなどして説明を省略する。 Next, another example of the present invention will be described as a second and third embodiment. The second and third embodiments will be described with reference to differences from the first embodiment, and the same reference points will be omitted in the drawings and the like.

［第２の実施形態］
第２の実施形態は、仮設の切梁によって新設の地中連続壁１０の支持を行う例である。図４、図５は、第２の実施形態に係るタンク更新方法について説明する図である。 [Second Embodiment]
The second embodiment is an example in which the new underground continuous wall 10 is supported by a temporary girder. 4 and 5 are views for explaining the tank renewal method according to the second embodiment.

本実施形態でも、図４（ａ）に示すように、まず既設の地下タンク１００（図１参照）の鋼製屋根１０７、配管、メンブレン、断熱材などの機械工事部分を撤去するとともに、既設の地下タンク１００の躯体等を平面において囲むように、地中連続壁１１０から外側に離隔した新設の地中連続壁１０を地盤に構築する。 Also in this embodiment, as shown in FIG. 4 (a), first, the steel roof 107, the piping, the membrane, the heat insulating material, and other mechanical construction parts of the existing underground tank 100 (see FIG. 1) are removed, and the existing underground tank 100 is also installed. A new underground continuous wall 10 separated from the underground continuous wall 110 to the outside is constructed on the ground so as to surround the skeleton of the underground tank 100 in a plane.

本実施形態では、次に、図４（ｂ）に示すように、既設の地下タンク１００の躯体等と新設の地中連続壁１０との間で、地盤を掘削して切梁２０を設置する作業を上から下へと6〜7m程度の深度ごとに順に行う。 In the present embodiment, next, as shown in FIG. 4B, the ground is excavated and the girder 20 is installed between the skeleton of the existing underground tank 100 and the new underground continuous wall 10. Work is done in order from top to bottom at a depth of about 6 to 7 m.

こうして図４（ｃ）に示すように、既設の地下タンク１００の躯体等と新設の地中連続壁１０との間の地盤を、新設の地下タンク１（図１参照）の側壁３の下端より若干低く、且つ新設の地下タンク１の床付け位置より高い位置まで掘削する。 In this way, as shown in FIG. 4C, the ground between the skeleton of the existing underground tank 100 and the new underground continuous wall 10 is laid from the lower end of the side wall 3 of the new underground tank 1 (see FIG. 1). Excavate to a position slightly lower and higher than the flooring position of the new underground tank 1.

次に、図４（ｄ）に示すように、既設の地下タンク１００の躯体等と新設の地中連続壁１０との間で、切梁２０を撤去して地中連続壁１０の内周面に新設の地下タンク１の側壁３を構築する作業を下から上へと順に行い、図５（ａ）に示すように側壁３を頂部まで構築する。地中連続壁１０から延びる鉄筋等（不図示）を側壁３の内部に埋設し、側壁３と地中連続壁１０を強固に連結することも可能である。 Next, as shown in FIG. 4D, the girder 20 is removed between the skeleton of the existing underground tank 100 and the newly installed underground continuous wall 10, and the inner peripheral surface of the underground continuous wall 10 is removed. The work of constructing the side wall 3 of the newly installed underground tank 1 is performed in order from the bottom to the top, and the side wall 3 is constructed up to the top as shown in FIG. 5 (a). It is also possible to bury a reinforcing bar or the like (not shown) extending from the underground continuous wall 10 inside the side wall 3 to firmly connect the side wall 3 and the underground continuous wall 10.

その後、図５（ｂ）に示すように既設の地下タンク１００の躯体と地中連続壁１１０を解体して撤去するとともに、地中連続壁１０の内側の地盤を、新設の地下タンク１の床付け位置まで掘削する。前記と同様、この床付け位置は既設の地下タンク１００の底版１０５の下面より低い。 After that, as shown in FIG. 5B, the skeleton of the existing underground tank 100 and the underground continuous wall 110 are dismantled and removed, and the ground inside the underground continuous wall 10 is removed from the floor of the new underground tank 1. Excavate to the attached position. Similar to the above, this flooring position is lower than the lower surface of the bottom slab 105 of the existing underground tank 100.

そして、図５（ｃ）に示すように地中連続壁１０の内側で底版５の構築を行って側壁３と連結し、鋼製屋根７の設置等を行うことで、地下タンク１が構築される。 Then, as shown in FIG. 5 (c), the underground tank 1 is constructed by constructing the bottom slab 5 inside the underground continuous wall 10 and connecting it to the side wall 3 and installing the steel roof 7. To.

本実施形態でも、第１の実施形態と同様、大型の地下タンク１の構築手順の途中に既設の地下タンク１００の撤去工を組み込むことで合理的な更新方法となっており、第１の実施形態と同様の効果が得られる。 Similar to the first embodiment, this embodiment is also a rational renewal method by incorporating the removal work of the existing underground tank 100 in the middle of the construction procedure of the large underground tank 1, and is the first embodiment. The same effect as the morphology can be obtained.

また、新設の地下タンク１の側壁３の構築中は新設の地中連続壁１０が仮設の切梁２０によって支持され外側からの水圧、土圧に抵抗し、切梁２０の撤去後は新設の地中連続壁１０が新設の地下タンク１の筒状の側壁３により補強された格好となる。そのため、第１の実施形態に比べて地中連続壁１０を薄くしたり、相対的に小さい強度のコンクリートを用いたりすることができ、地中連続壁１０のコストダウンを図ることができる。 In addition, during the construction of the side wall 3 of the new underground tank 1, the new underground continuous wall 10 is supported by the temporary girder 20 to resist water pressure and earth pressure from the outside, and after the girder 20 is removed, it is newly installed. The underground continuous wall 10 is reinforced by the tubular side wall 3 of the newly installed underground tank 1. Therefore, the underground continuous wall 10 can be made thinner or concrete having a relatively small strength can be used as compared with the first embodiment, and the cost of the underground continuous wall 10 can be reduced.

既設の地下タンク１００の躯体等と新設の地中連続壁１０との間の地盤の掘削は、新設の地下タンク１の側壁３の下端より低く、且つ新設の地下タンク１の床付け位置より高い位置まで行うことで、新設の地下タンク１の側壁３を構築できるスペースを十分確保でき、また側壁３の施工も掘削底面から容易に行える。 The excavation of the ground between the skeleton of the existing underground tank 100 and the new underground continuous wall 10 is lower than the lower end of the side wall 3 of the new underground tank 1 and higher than the flooring position of the new underground tank 1. By performing to the position, a sufficient space for constructing the side wall 3 of the newly installed underground tank 1 can be secured, and the side wall 3 can be easily constructed from the bottom of the excavation.

一方、第１の実施形態では、上から下へと順に、既設の地下タンク１００の躯体等と新設の地中連続壁１０との間の地盤を掘削し、既設の地下タンク１００の躯体と地中連続壁１１０を解体して撤去する作業を行った後、新設の地下タンク１の構築を行っている。そのため、施工手順が複雑にならず工期をより短縮できる。 On the other hand, in the first embodiment, the ground between the skeleton of the existing underground tank 100 and the new underground continuous wall 10 is excavated in order from top to bottom, and the skeleton and ground of the existing underground tank 100 are excavated. After the work of dismantling and removing the middle continuous wall 110, a new underground tank 1 is being constructed. Therefore, the construction procedure is not complicated and the construction period can be shortened.

なお、前記したようにオープンケーソン工法などで既設の地下タンクが構築されており、当該地下タンクの側壁に接するように地中連続壁が設けられていない場合でも本実施形態の更新方法は適用可能であり、切梁２０を新設の地中連続壁１０と地下タンクの側壁との間に架設すればよい。 In addition, as described above, the renewal method of the present embodiment can be applied even when the existing underground tank is constructed by the open caisson method or the like and the underground continuous wall is not provided so as to be in contact with the side wall of the underground tank. Therefore, the girder 20 may be erected between the newly constructed underground continuous wall 10 and the side wall of the underground tank.

［第３の実施形態］
第３の実施形態は、既設の地下タンク１００の躯体等と新設の地中連続壁１０との間の地盤を掘削する際に、併せて新設の地下タンク１の側壁３も構築する例である。図６、図７は第３の実施形態に係るタンク更新方法について説明する図である。 [Third Embodiment]
The third embodiment is an example in which the side wall 3 of the new underground tank 1 is also constructed when excavating the ground between the skeleton of the existing underground tank 100 and the new underground continuous wall 10. .. 6 and 7 are views for explaining the tank renewal method according to the third embodiment.

本実施形態でも、図６（ａ）に示すように、まず既設の地下タンク１００（図１参照）の鋼製屋根１０７、配管、メンブレン、断熱材などの機械工事部分を撤去するとともに、既設の地下タンク１００の躯体等を平面において囲むように、地中連続壁１１０から外側に離隔した新設の地中連続壁１０を地盤に構築する。 In this embodiment as well, as shown in FIG. 6A, first, the steel roof 107, the piping, the membrane, the heat insulating material, and other mechanical construction parts of the existing underground tank 100 (see FIG. 1) are removed, and the existing underground tank 100 is also installed. A new underground continuous wall 10 separated from the underground continuous wall 110 to the outside is constructed on the ground so as to surround the skeleton of the underground tank 100 in a plane.

本実施形態では、次に、図６（ｂ）に示すように、既設の地下タンク１００の躯体等と新設の地中連続壁１０との間の地盤を掘削して地中連続壁１０の内周面に新設の地下タンク１の側壁３を構築し、既設の地下タンク１００の躯体と地中連続壁１１０を解体して撤去する作業を上から下へと6〜7m程度の深度ごとに順に行う。前記と同様、側壁３の内部に地中連続壁１０から延びる鉄筋等（不図示）を埋設し、側壁３と地中連続壁１０を強固に連結することも可能である。 In the present embodiment, next, as shown in FIG. 6B, the ground between the skeleton of the existing underground tank 100 and the newly installed underground continuous wall 10 is excavated and the inside of the underground continuous wall 10 is excavated. The side wall 3 of the new underground tank 1 is constructed on the peripheral surface, and the work of dismantling and removing the skeleton of the existing underground tank 100 and the underground continuous wall 110 is performed in order from top to bottom at a depth of about 6 to 7 m. Do. Similar to the above, it is also possible to bury a reinforcing bar or the like (not shown) extending from the underground continuous wall 10 inside the side wall 3 to firmly connect the side wall 3 and the underground continuous wall 10.

こうして図６（ｃ）に示すように地下タンク１の側壁３を構築し、既設の地下タンク１００の躯体を撤去した後、更に地中連続壁１０の内側の地盤の掘削と地中連続壁１１０の解体撤去を続けて行い、図６（ｄ）に示すように地中連続壁１０の内側の地盤を新設の地下タンク１の床付け位置まで掘削する。前記と同様、この床付け位置は既設の地下タンク１００の底版１０５の下面より低い。 In this way, as shown in FIG. 6C, the side wall 3 of the underground tank 1 is constructed, the skeleton of the existing underground tank 100 is removed, and then the ground inside the underground continuous wall 10 is excavated and the underground continuous wall 110 is further constructed. As shown in FIG. 6D, the ground inside the underground continuous wall 10 is excavated to the flooring position of the new underground tank 1. Similar to the above, this flooring position is lower than the lower surface of the bottom slab 105 of the existing underground tank 100.

その後、図７に示すように新設の地下タンク１の底版５の構築を行って側壁３と連結し、鋼製屋根７の設置等も行うことで、地下タンク１が構築される。 After that, as shown in FIG. 7, the underground tank 1 is constructed by constructing the bottom slab 5 of the newly installed underground tank 1 and connecting it to the side wall 3, and installing the steel roof 7 and the like.

本実施形態でも、第１の実施形態と同様、大型の地下タンク１の構築手順の途中に既設の地下タンク１００の撤去工を組み込むことで合理的な更新方法となっており、第１の実施形態と同様の効果が得られる。 Similar to the first embodiment, this embodiment is also a rational renewal method by incorporating the removal work of the existing underground tank 100 in the middle of the construction procedure of the large underground tank 1, and is the first embodiment. The same effect as the morphology can be obtained.

また、前記と同様、新設の地中連続壁１０が新設の地下タンク１の筒状の側壁３により補強された格好となるので、地中連続壁１０を薄くしたり、相対的に小さい強度のコンクリートを用いたりすることができ、地中連続壁１０のコストダウンを図ることができる。 Further, as described above, since the newly installed underground continuous wall 10 is reinforced by the tubular side wall 3 of the newly installed underground tank 1, the underground continuous wall 10 can be thinned or has a relatively low strength. Concrete can be used, and the cost of the underground continuous wall 10 can be reduced.

さらに、本実施形態では第２の実施形態のような切梁２０も不要になる。ただし、地下タンク１の側壁３は逆巻き工法によって上から下へと構築することになるので施工は難しく、この点では第２の実施形態の方が有利である。 Further, in the present embodiment, the cutting beam 20 as in the second embodiment is not required. However, since the side wall 3 of the underground tank 1 is constructed from top to bottom by the reverse winding method, construction is difficult, and in this respect, the second embodiment is more advantageous.

以上、添付図面を参照して、本発明の好適な実施形態について説明したが、本発明は係る例に限定されない。当業者であれば、本願で開示した技術的思想の範疇内において、各種の変更例または修正例に想到し得ることは明らかであり、それらについても当然に本発明の技術的範囲に属するものと了解される。 Although preferred embodiments of the present invention have been described above with reference to the accompanying drawings, the present invention is not limited to such examples. It is clear that a person skilled in the art can come up with various modifications or modifications within the scope of the technical idea disclosed in the present application, and these also naturally belong to the technical scope of the present invention. Understood.

１、１００；地下タンク
３、１０３；側壁
５、１０５；底版
７、１０７；鋼製屋根
１０、１１０；地中連続壁
２０；切梁 1,100; underground tanks 3,103; side walls 5,105; bottom slabs 7,107; steel roofs 10,110; underground continuous walls 20; girders

Claims (3)

既設の地下タンクの躯体を囲むように新設の地中連続壁を地盤に構築する工程（ａ）と、
前記既設の地下タンクの躯体と前記新設の地中連続壁の間の地盤の掘削と、前記既設の地下タンクの躯体の撤去を行う工程（ｂ）と、
前記新設の地中連続壁の内側で新設の地下タンクを構築する工程（ｃ）と、
を有し、
前記工程（ｂ）において、
前記既設の地下タンクの躯体と前記新設の地中連続壁の間で地盤を掘削して切梁を設置する作業を上から下へと順に行った後、
前記既設の地下タンクの躯体と前記新設の地中連続壁の間で、前記切梁を撤去して前記新設の地中連続壁の内周面に前記新設の地下タンクの側壁を構築する作業を下から上へと順に行い、
前記新設の地下タンクの側壁を構築した後、前記既設の地下タンクの躯体を撤去することを特徴とするタンク更新方法。 The process (a) of constructing a new underground continuous wall on the ground so as to surround the frame of the existing underground tank, and
A step (b) of excavating the ground between the skeleton of the existing underground tank and the new underground continuous wall and removing the skeleton of the existing underground tank.
The step (c) of constructing a new underground tank inside the new underground continuous wall, and
Have,
In the step (b)
After excavating the ground between the skeleton of the existing underground tank and the new underground continuous wall and installing the girders in order from top to bottom,
The work of removing the girder and constructing the side wall of the new underground tank on the inner peripheral surface of the new underground continuous wall between the frame of the existing underground tank and the new underground continuous wall. From bottom to top,
A tank renewal method comprising removing the skeleton of the existing underground tank after constructing the side wall of the new underground tank. 前記既設の地下タンクの躯体と前記新設の地中連続壁の間で地盤を掘削する際、前記新設の地下タンクの側壁の下端より低く、且つ前記新設の地下タンクの床付け位置より高い位置まで掘削を行うことを特徴とする請求項１記載のタンク更新方法。 When excavating the ground between the frame of the existing underground tank and the continuous underground wall, to a position lower than the lower end of the side wall of the new underground tank and higher than the flooring position of the new underground tank. The tank renewal method according to claim 1 , wherein the tank is excavated. 前記既設の地下タンクの躯体を撤去した後、前記新設の地中連続壁の内側の地盤を、前記既設の地下タンクの底版の下面より低い、前記新設の地下タンクの床付け位置まで掘削することを特徴とする請求項１または請求項２記載のタンク更新方法。 After removing the skeleton of the existing underground tank, the ground inside the new underground continuous wall is excavated to the flooring position of the new underground tank, which is lower than the lower surface of the bottom slab of the existing underground tank. The tank renewal method according to claim 1 or 2 , wherein the tank is renewed.
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