JP2018009401A - Tank remodelling method - Google Patents

Tank remodelling method Download PDF

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JP2018009401A
JP2018009401A JP2016140111A JP2016140111A JP2018009401A JP 2018009401 A JP2018009401 A JP 2018009401A JP 2016140111 A JP2016140111 A JP 2016140111A JP 2016140111 A JP2016140111 A JP 2016140111A JP 2018009401 A JP2018009401 A JP 2018009401A
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tank
underground
underground tank
continuous wall
existing
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JP6778528B2 (en
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安永　正道
Masamichi Yasunaga
正道 安永
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Kajima Corp
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Abstract

PROBLEM TO BE SOLVED: To provide a tank remodelling method capable of easily remodelling an existing underground tank into a large capacity underground tank.SOLUTION: First, a new underground continuous wall 10, which is apart from and outside of an underground continuous wall 110, is constructed on a foundation so as to surround a building frame of an existing underground tank on a flat surface. Then, a foundation between the building frame of the existing underground tank and the new underground continuous wall 10 is bored to demolish and remove the building frame of the existing underground tank and the underground continuous wall 110 from upper side to lower side in turn. After removing the building frame of the existing underground tank, the foundation inside the new underground continuous wall 10 is bored and the underground continuous wall 110 is demolished and removed. The foundation inside the underground continuous wall 10 is bored to reach a floor installation position of the new underground tank that is lower than an undersurface of a bottom slab 105 of the existing underground tank, subsequently the new underground tank is constructed inside the new underground continuous wall 10.SELECTED DRAWING: Figure 2

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 skeleton is constructed by excavating an inner ground using a substantially cylindrical underground continuous wall 110 made of reinforced concrete as a mountain retaining and impermeable wall.

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 frame of the underground tank 100 is generally composed of a slab bottom plate 105 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), and the like are installed on the inner surface of the side wall 103 and 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 were initially made with a capacity of 60,000 KL, and recently, those with a capacity of 200,000 to 250,000 KL have been made. From the present point of view, the 60,000 KL capacity tank is not being used effectively, and a large tank is required to be renewed.

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, the existing underground tank is often dismantled in the reverse order of construction and returned to the ground once before a new large underground tank is 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 mechanical work parts such as steel roofs, pipes, membranes, and insulation materials of existing underground tanks, the bottom plates of the existing underground tanks are dismantled and removed. And while disassembling and removing the side wall of the existing underground tank from the bottom, the inside of the underground continuous wall is backfilled in parallel. After that, the underground continuous wall is removed while breaking using an all-around excavator, etc., and the remaining cavity is backfilled with soil mortar and returned to the ground, and construction of a large underground tank is started.

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, the bottom of the existing underground tank inside is dismantled, and the lower ground is excavated to construct a new bottom plate. By doing so, it is described that the depth of the existing underground tank is increased.

特開昭62-133258号公報JP-A-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 described above, when dismantling an existing underground tank and returning it to the ground once, 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 ground. The backfilled soil is wasteful because it needs to be re-excavated when constructing a new underground tank. In addition, the existing underground continuous wall functions as a retaining wall and impermeable wall.If the underground tank side wall and underground continuous wall are removed at the same time, the surrounding ground will collapse and the surrounding groundwater will enter. Removal and internal backfilling are performed at the same time, and then the underground wall removal procedure is followed. Therefore, it takes a lot of time to dismantle and remove the side walls of the existing underground tank from below while leaving the continuous underground wall, and between the underground tank side wall and the underground continuous wall In many cases, the reinforcing bars are continuous, and the side walls must be disassembled by cutting the reinforcing bars.

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 method of increasing only the depth of an existing underground tank, and there is a limit to increasing its volume.

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 a frame of an existing underground tank, a frame of the existing underground tank, and the newly installed A step (b) of excavating the ground between the underground continuous walls and removing the frame of the existing underground tank, and a step (c) of constructing a new underground tank inside the newly installed underground continuous wall And a tank renewal method characterized by comprising:

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-scale underground tank that has a proven track record, and it is easy and safe, 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 returned to the ground once, backfilling with soil and re-excavation of backfilled soil become unnecessary.

本発明では、前記既設の地下タンクの躯体の外側に接するように既設の地中連続壁が設けられており、前記工程（ｂ）において、前記既設の地下タンクの躯体および前記既設の地中連続壁を解体して撤去する。
このように、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, an existing underground continuous wall is provided so as to be in contact with the outside of the existing underground tank casing, and in the step (b), the existing underground tank casing and the existing underground continuous wall are provided. Dismantle and remove the wall.
Thus, in the present invention, the existing underground tank housing and the existing underground continuous wall can be disassembled simultaneously, and there is no need to disassemble the existing underground tank housing while leaving the existing underground continuous wall. So it takes less time.

前記工程（ｂ）において、上から下へと順に、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、および前記既設の地下タンクの躯体の撤去を行うことが望ましい。
これにより、施工手順が複雑にならず工期をより短縮できる。 In the step (b), in order from top to bottom, excavation of the ground between the existing underground tank housing and the newly installed underground continuous wall, and removal of the existing underground tank housing may be performed. desirable.
Thereby, a construction procedure is not complicated and a construction period can be shortened more.

前記工程（ｂ）において、上から下へと順に、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更に行うことが望ましい。
これにより、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るので、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。 In the step (b), it is desirable to further perform an operation of constructing a side wall of the newly installed underground tank on an inner peripheral surface of the newly installed underground continuous wall in order from top to bottom.
Thereby, since the newly installed underground continuous wall is reinforced by the side wall of the newly installed underground tank, the newly installed underground continuous wall can be thinned, and the cost can be reduced.

前記工程（ｂ）において、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。 In the step (b), it is desirable to excavate the ground inside the newly installed underground continuous wall to a flooring position of the newly installed underground tank, which is lower than the bottom surface of the bottom plate of the existing underground tank.
Thereby, the depth of a newly installed underground tank can be increased.

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が望ましい。
この場合、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。 In the step (b), the work of excavating the ground between the existing underground tank frame and the newly installed underground continuous wall to install the beams is performed in order from the top to the bottom. The work to remove the beams and construct the side wall of the new underground tank on the inner peripheral surface of the new underground continuous wall between the bottom of the underground tank and the new underground continuous wall from the bottom up It is desirable to remove the existing underground tank housing after constructing the side walls of the newly installed underground tank.
In this case, during construction of the side wall of the new underground tank, the new underground continuous wall is supported by the cut beam, and after the removal of the beam, the new underground continuous wall is reinforced by the side wall of the new underground tank. It becomes. Therefore, the cost can be reduced, for example, the newly installed underground continuous wall can be thinned. The side walls of the new underground tank are constructed from the bottom to the 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, the floor is lower than the lower end of the side wall of the newly installed underground tank and higher than the flooring position of the newly installed underground tank. It is desirable to drill.
As a result, a sufficient space for constructing the side wall of the newly installed underground tank can be secured, 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 frame of the existing underground tank, excavate the ground inside the newly installed underground continuous wall to the flooring position of the newly installed underground tank, which is lower than the bottom surface of the bottom plate of the existing underground tank. Is desirable.
Thereby, the depth of a 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。   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. FIG.

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 newly installed underground tank 1)
The tank renewal method according to the present invention will be described with reference to an example in which the above-described underground tank 100 is updated to a large-sized underground tank 1 having a large volume, as shown in FIG.

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 water-impervious wall, and a frame is constructed inside thereof. The frame of the underground tank 1 is composed of a slab bottom plate 5 and a side wall 3, and a steel roof 7 is provided on the top of the side wall 3. Similar to the underground tank 100, the side wall 3 is formed in a substantially cylindrical shape on the bottom plate 5, and a heat insulating material or a membrane (not shown) 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 newly installed underground tank 1 is larger in diameter and depth than the frame (side wall 103 and bottom plate 105) of the existing underground tank 100, and the newly installed underground continuous wall 10 The size of the existing underground tank 100 can be accommodated.

（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 diagrams for explaining a tank updating 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 this embodiment, as shown in FIG. 2 (a), first, the steel roof 107, pipes, membranes, heat insulating materials and the like of the existing underground tank 100 (see FIG. 1) are removed and the existing construction is removed. A newly installed underground continuous wall 10 spaced outward from the underground continuous wall 110 so as to surround the underground tank 100 and the underground continuous wall 110 (hereinafter also referred to as the underground tank 100 casing or the like) in a plane. Build on the ground. In addition, the existing underground continuous wall 110 is provided so that the outer side of the housing of the underground tank 100 may be contact | connected.

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. 2 (b), the ground between the existing underground tank 100 frame and the like (underground tank 100 frame and underground continuous wall 110) and the newly installed underground continuous wall 10 is excavated. The work of dismantling and removing the existing underground tank 100 and the underground continuous wall 110 is carried out in order from the top to the 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。   After removing the existing underground tank 100 housing as shown in FIG. 2 (c), the excavation of the ground inside the newly installed underground continuous wall 10 and the dismantling and removal of the underground continuous wall 110 are continued. 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 bottom surface of the bottom slab 5 of the underground tank 1). This flooring position is a position lower than the bottom surface of the bottom slab 105 of the existing underground tank 100. The newly installed underground continuous wall 10 has a member thickness and strength capable of supporting itself 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 construction of the side wall 3 and the bottom slab 5 of the newly installed underground tank 1 is carried out in order from the bottom to the inside inside the newly installed underground continuous wall 10 to install the steel roof 7 and the like. And 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, it is 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-scale underground tank 1 with many achievements, and it is easy and safe. The excellent construction period can be shortened, and excavation of the ground outside the frame of the existing underground tank 100 not only increases the depth of the newly installed underground tank 1 but also increases the area. Further, since the existing underground tank 100 is not dismantled and returned to the ground once, it is not necessary to backfill with soil and re-excavate backfilled 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。   Furthermore, in this embodiment, the existing underground continuous wall 110 provided so as to be in contact with the outside of the existing underground tank 100 and the outside of the enclosure is dismantled at the same time, so that the existing underground continuous wall 110 remains. There is no need for labor and labor for removing the existing underground tank 100 housing.

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, excavation of the ground inside the newly installed underground continuous wall 10 is performed up to the flooring position of the newly installed 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 can be approximately the same as the existing underground tank 100 or shallower than the underground tank 100. In this case, the depth of the ground below the bottom surface 105 of the bottom tank 105 of the underground tank 100 can be reduced. Drilling 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 any cylindrical shape including the existing underground tank 100 and the underground continuous wall 110. The construction method of the newly installed 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。   In this embodiment, the side wall 103 of the existing underground tank 100 and the underground continuous wall 110 are in contact with each other. However, 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. Even if the case is not provided so as to be in contact with the cable, renewal work can be performed in the same manner. The same applies to 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 second and third embodiments. The second and third embodiments will be described with respect to differences from the first embodiment, and the same points will be denoted by the same reference numerals in the drawings and the like, and description thereof will be omitted.

［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]
2nd Embodiment is an example which supports the newly installed underground continuous wall 10 with a temporary cut beam. 4 and 5 are diagrams illustrating a tank updating 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 the present embodiment, as shown in FIG. 4 (a), first, the steel roof 107, piping, membrane, heat insulating material, etc. of the existing underground tank 100 (see FIG. 1) are removed, and the existing construction is removed. A new underground continuous wall 10 that is spaced outward from the underground continuous wall 110 is constructed on the ground so as to surround the frame 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 20 is excavated and the cut beam 20 is installed between the frame of the existing underground tank 100 and the newly installed underground continuous wall 10. Work from top to bottom in order of depth of about 6-7m.

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。   Thus, as shown in FIG. 4 (c), the ground between the frame of the existing underground tank 100 and the newly installed underground continuous wall 10 is seen from the lower end of the side wall 3 of the newly installed underground tank 1 (see FIG. 1). Excavate to a position that is slightly lower and higher than the flooring position of the newly installed 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. 4 (d), the cut beam 20 is removed between the frame 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. Next, the work for 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 to the top as shown in FIG. It is also possible to embed a reinforcing bar (not shown) extending from the underground continuous wall 10 in 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 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 newly installed underground tank 1. Drill to the attachment position. As described 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。   And as shown in FIG.5 (c), the underground tank 1 is constructed | assembled by constructing the bottom plate 5 inside the underground continuous wall 10, connecting with the side wall 3, and installing the steel roof 7, etc. The

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。   In this embodiment as well, as in the first embodiment, it is 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. The same effect as the form 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。   During construction of the side wall 3 of the newly installed underground tank 1, the newly installed underground continuous wall 10 is supported by the temporary beam 20 and resists water pressure and earth pressure from the outside. The underground continuous wall 10 is reinforced by the cylindrical side wall 3 of the newly installed underground tank 1. Therefore, the underground continuous wall 10 can be made thinner than the first embodiment, or concrete with relatively low strength can be used, 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 frame of the existing underground tank 100 and the newly installed underground continuous wall 10 is lower than the lower end of the side wall 3 of the newly installed underground tank 1 and higher than the flooring position of the newly installed underground tank 1. By performing up 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, in order from the top to the bottom, the ground between the existing underground tank 100 and the like and the newly installed underground continuous wall 10 is excavated, and the existing underground tank 100 and the underground After the work of dismantling and removing the middle continuous wall 110, a new underground tank 1 is constructed. Therefore, the construction procedure is not complicated and the construction period can be further 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 existing underground tank is constructed by the open caisson method or the like, and even if the underground continuous wall is not provided so as to be in contact with the side wall of the underground tank, the updating method of this embodiment can be applied. The cut beam 20 may be constructed between the newly installed 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 newly installed underground tank 1 is also constructed when excavating the ground between the frame of the existing underground tank 100 and the newly installed underground continuous wall 10. . 6 and 7 are diagrams for explaining a tank updating 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。   Also in the present embodiment, as shown in FIG. 6A, first, the steel roof 107, pipes, membranes, heat insulating materials and the like of the existing underground tank 100 (see FIG. 1) are removed, and the existing construction is removed. A new underground continuous wall 10 that is spaced outward from the underground continuous wall 110 is constructed on the ground so as to surround the frame 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. 6 (b), the ground between the frame 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 The construction of the side wall 3 of the newly installed underground tank 1 on the peripheral surface, and the work of dismantling the existing underground tank 100 and the underground continuous wall 110 and removing them from top to bottom in order of depth of about 6 to 7 m Do. Similarly to the above, it is also possible to embed 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。   After the side wall 3 of the underground tank 1 is constructed in this way as shown in FIG. 6C and the frame of the existing underground tank 100 is removed, excavation of the ground inside the underground continuous wall 10 and the underground continuous wall 110 are performed. Then, the ground inside the underground continuous wall 10 is excavated to the flooring position of the newly installed underground tank 1 as shown in FIG. 6 (d). As described 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。   Thereafter, as shown in FIG. 7, the bottom slab 5 of the newly installed underground tank 1 is constructed and connected to the side wall 3, and the installation of the steel roof 7 and the like is performed, whereby the underground tank 1 is constructed.

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。   In this embodiment as well, as in the first embodiment, it is 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. The same effect as the form 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 cylindrical side wall 3 of the newly installed underground tank 1, the underground continuous wall 10 can be made thin, or a relatively small strength can be obtained. 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 this embodiment, the beam 20 as in the second embodiment is not necessary. However, since the side wall 3 of the underground tank 1 is constructed from the top to the bottom by the reverse winding method, the 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。   The preferred embodiments of the present invention have been described above with reference to the accompanying drawings, but the present invention is not limited to such examples. It will be apparent to those skilled in the art that various changes or modifications can be conceived within the scope of the technical idea disclosed in the present application, and these are naturally within 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 tank 3, 103; side wall 5, 105; bottom plate 7, 107; steel roof 10, 110; underground continuous wall 20;

Claims (8)

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、
を有することを特徴とするタンク更新方法。 (A) constructing a new underground continuous wall on the ground so as to surround a frame of an existing underground tank;
(B) performing excavation of the ground between the existing underground tank housing and the newly installed underground continuous wall, and removing the existing underground tank housing;
A step (c) of constructing a new underground tank inside the new underground continuous wall;
The tank renewal method characterized by having. 前記既設の地下タンクの躯体の外側に接するように既設の地中連続壁が設けられており、
前記工程（ｂ）において、前記既設の地下タンクの躯体および前記既設の地中連続壁を解体して撤去することを特徴とする請求項１記載のタンク更新方法。 An existing underground continuous wall is provided so as to be in contact with the outside of the frame of the existing underground tank,
2. The tank renewal method according to claim 1, wherein, in the step (b), the frame of the existing underground tank and the existing underground continuous wall are dismantled and removed. 前記工程（ｂ）において、
上から下へと順に、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、および前記既設の地下タンクの躯体の撤去を行う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。 In the step (b),
2. The ground excavation between the existing underground tank housing and the newly installed underground continuous wall and the removal of the existing underground tank housing are performed in order from top to bottom. The tank renewal method according to claim 2. 前記工程（ｂ）において、
上から下へと順に、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更に行うことを特徴とする請求項３に記載のタンク更新方法。 In the step (b),
The tank renewal method according to claim 3, further comprising the step of constructing a side wall of the newly installed underground tank on an inner peripheral surface of the newly installed underground continuous wall in order from the top to the bottom. 前記工程（ｂ）において、
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３または請求項４記載のタンク更新方法。 In the step (b),
The ground inside the new underground continuous wall is excavated to a flooring position of the new underground tank, which is lower than a lower surface of a bottom plate of the existing underground tank. Tank renewal method. 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請求項１または請求項２記載のタンク更新方法。 In the step (b),
After performing the work of excavating the ground between the existing underground tank frame and the newly installed underground continuous wall and installing the beams in order from top to bottom,
The operation of constructing the side wall of the newly installed underground tank on the inner peripheral surface of the newly installed underground underground wall by removing the beam between the existing underground tank housing and the newly installed underground continuous wall. From bottom to top,
The tank renewal method according to claim 1 or 2, wherein after the side wall of the newly installed underground tank is constructed, the frame of the existing underground tank is removed. 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６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, the floor is lower than the lower end of the side wall of the newly installed underground tank and higher than the flooring position of the newly installed underground tank. The tank renewal method according to claim 6, wherein excavation is performed. 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６または請求項７記載のタンク更新方法。   After removing the frame of the existing underground tank, excavate the ground inside the newly installed underground continuous wall to the flooring position of the newly installed underground tank, which is lower than the bottom surface of the bottom plate of the existing underground tank. The tank renewal method according to claim 6 or 7, wherein:
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