JP7076074B2 - How to install a flat-bottomed cylindrical tank with a concrete wall - Google Patents

How to install a flat-bottomed cylindrical tank with a concrete wall Download PDF

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JP7076074B2
JP7076074B2 JP2018022886A JP2018022886A JP7076074B2 JP 7076074 B2 JP7076074 B2 JP 7076074B2 JP 2018022886 A JP2018022886 A JP 2018022886A JP 2018022886 A JP2018022886 A JP 2018022886A JP 7076074 B2 JP7076074 B2 JP 7076074B2
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宏治 石井
康広 亀井
大輔 志賀
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株式会社石井鐵工所
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この発明は、重油などの液体を貯蔵するためのコンクリート製外槽を備えた平底円筒形タンクの施工方法に関するものである。 The present invention relates to a method for constructing a flat-bottomed cylindrical tank provided with a concrete outer tank for storing a liquid such as heavy oil.

重油等を貯蔵する鋼製平底円筒形タンクが、大地震に伴って発生した津波により押し流されて、タンク貯蔵液が市街地に流出して火災を広げ、津波被害を深刻にしたことから、津波に容易に押し流されないタンクが求められている。
一般に、石油類を貯蔵する平底円筒形タンクは鋼製の底板と側板とで構成され、アンカーボルト等で基礎上に固定されずに載置されているだけの場合が多く、そのため貯蔵液量が少ない場合には、津波の圧力と浮力により押し流され易い状況にある。 A steel flat-bottomed cylindrical tank that stores heavy oil, etc. was swept away by the tsunami generated by the great earthquake, and the tank storage liquid flowed out into the city area, spreading the fire and making the tsunami damage serious. There is a demand for tanks that are not easily washed away.
In general, a flat-bottomed cylindrical tank for storing petroleum is composed of a steel bottom plate and side plates, and is often simply placed without being fixed on the foundation with anchor bolts or the like, so that the amount of stored liquid is large. If the amount is small, it is likely to be swept away by the pressure and buoyancy of the tsunami.

タンクの流出を防止する技術の例として、特許文献１の「構造物の地震・津波対策構造」の発明がある。この発明には、タンクの周囲の地盤に、複数の矢板及び鋼管矢板を打設し、地震や津波による構造物の他の構造物への衝突、漂流物の構造物への衝突等を防ぐことが可能な構造物の地震・津波対策構造が開示されている。 As an example of the technique for preventing the outflow of the tank, there is the invention of "Earthquake / Tsunami Countermeasure Structure of Structure" in Patent Document 1. In the present invention, a plurality of sheet piles and steel pipe sheet piles are placed in the ground around the tank to prevent collisions of structures with other structures due to earthquakes and tsunamis, collisions of drifting objects with structures, and the like. The earthquake / tsunami countermeasure structure of the structure that can be used is disclosed.

また、鋼製タンクよりも自重が大きく、かつ津波による側圧を受け止めることが可能となるコンクリート側壁を有するタンク等の発明がなされており、本出願人による特許文献２の「コンクリート壁を備えたタンクの施工方法」の発明がある。この発明には、タンク内槽を構築し、その内槽をコンクリート打設用の内側型枠として利用し、かつ該内槽内に注水して内槽内に設置された浮屋根を浮上させ、該浮屋根の外周部に沿って環状に取付けた加圧バッグ内に注入した流体で加圧することにより、内槽側板を内面から補強した状態で、コンクリートを打設する方法であり、設計高さまで順次外側型枠と浮屋根を上昇させ、外槽となるコンクリート側壁を下方から上方へ構築するコンクリート壁を備えた浮屋根式平底円筒形タンクの構築方法が開示されている。 Further, an invention has been made of a tank having a concrete side wall that has a heavier weight than a steel tank and can receive lateral pressure due to a tsunami, and is described by the applicant in Patent Document 2 "Tank with a concrete wall". There is an invention of "construction method". In the present invention, a tank inner tank is constructed, the inner tank is used as an inner mold for placing concrete, and water is injected into the inner tank to raise a floating roof installed in the inner tank. It is a method of placing concrete in a state where the inner tank side plate is reinforced from the inner surface by pressurizing with the fluid injected into the pressure bag attached in a ring shape along the outer peripheral portion of the floating roof, up to the design height. A method for constructing a floating roof type flat-bottomed cylindrical tank having a concrete wall for sequentially raising an outer mold and a floating roof and constructing a concrete side wall as an outer tank from the bottom to the top is disclosed.

さらに、特許文献３の「複合構造貯槽の構築方法」には、鋼製槽を構築した後、該鋼製槽の頂部に設けられた仮設梁からコンクリート打設用の外型枠を吊り下げ、鋼製槽を密閉して内圧をかけつつ、槽下方から上方に向け外型枠を順次上昇移動させ、該外型枠を用いて鋼製槽外壁に槽下方より上方に向けて順次コンクリートを打設するようにした複合構造貯槽の構築方法が開示されている。 Further, in the "method for constructing a composite structure storage tank" in Patent Document 3, after constructing a steel tank, an outer formwork for placing concrete is hung from a temporary beam provided at the top of the steel tank. While sealing the steel tank and applying internal pressure, the outer formwork is moved upward in sequence from the bottom to the top of the tank, and concrete is sequentially cast on the outer wall of the steel tank from the bottom to the top of the tank using the outer formwork. A method for constructing a composite structure storage tank to be installed is disclosed.

さらにまた、特許文献４の「スリップフォーム装置および筒状壁体の構築方法」の発明には、筒状壁体の内周面をライニングする筒材の外周面と向かい合う外側型枠パネルを備えるヨークを筒材に設置される水平移動規制部材に対して昇降自在にしつつ水平方向の移動を規制するよう係合した外側型枠のみを有するスリップフォーム装置および筒状壁体の構築方法が開示されている。
Furthermore, in the invention of the "slip foam device and method for constructing a tubular wall body" in Patent Document 4, a yoke provided with an outer formwork panel facing the outer peripheral surface of the tubular material lining the inner peripheral surface of the tubular wall body. Disclosed is a method for constructing a slip foam device and a tubular wall body having only an outer formwork engaged so as to restrict horizontal movement while allowing the horizontal movement restricting member to be moved up and down with respect to a horizontal movement restricting member installed on a cylindrical material. There is.

特開２００８－２３１７６８号公報Japanese Unexamined Patent Publication No. 2008-231768 特願２０１７－２３１２９０号Japanese Patent Application No. 2017-231290 特公昭６３－６１４６２号公報Special Publication No. 63-61462 特開２０１６－１３８３６８号公報Japanese Unexamined Patent Publication No. 2016-138368

特許文献１のようにタンク周囲に流出防止用の杭や矢板等を設置する津波対策は、タンクに作用する津波の圧力や浮力、流出した建築物の木材の衝突を避けることはできず、必ずしもタンク本体の損傷を免れることはできない。
また、様々な配管類が縦横に敷設された既設のタンクのヤード内に多数の杭を打設することは容易ではない。
さらに、金属製のライニングを有するコンクリート製タンクを構築する従来の工法は、津波による側圧や浮力に対抗させることは可能であるが、新規にタンクを設置する場合に可能な工法であり、津波対策が要求される既設のタンクには適用できない。
故に、該金属製タンクに接するように囲繞してコンクリート製の側壁を配設する構造を採用し、さらに該金属製タンクをコンクリート側壁構築時の内側型枠として利用し、コンクリート製外槽を構築する方法が、既設又は新設の平底円筒形タンクのいずれにも適用可能であるので、危険物貯蔵タンクの津波対策として最も合理的である。
このような津波対策用のコンクリート壁を有する平底円筒形タンクとしては、図８に示すような金属製のタンク１の外周部に側板４ｂの全体又は大部分を囲繞できる設計高さＨｃのコンクリート製の側壁３ｂを構築した二重殻構造の平底円筒形タンク１が考えられる。 Tsunami countermeasures such as installing piles and sheet piles to prevent outflow around the tank as in Patent Document 1 cannot avoid the pressure and buoyancy of the tsunami acting on the tank and the collision of the outflowed building wood, and are not always necessary. Damage to the tank body is unavoidable.
In addition, it is not easy to drive a large number of piles in the yard of an existing tank in which various pipes are laid vertically and horizontally.
Furthermore, the conventional method of constructing a concrete tank with a metal lining can counteract the lateral pressure and buoyancy caused by the tsunami, but it is a method that is possible when installing a new tank, and is a tsunami countermeasure. Cannot be applied to existing tanks that require.
Therefore, a structure is adopted in which a concrete side wall is arranged so as to be in contact with the metal tank, and the metal tank is used as an inner formwork when constructing the concrete side wall to construct a concrete outer tank. This method is the most rational as a tsunami countermeasure for hazardous material storage tanks because it can be applied to both existing and new flat-bottomed cylindrical tanks.
As a flat-bottomed cylindrical tank having such a concrete wall for tsunami countermeasures, it is made of concrete having a design height of Hc that can surround the entire or most of the side plate 4b on the outer peripheral portion of the metal tank 1 as shown in FIG. A flat-bottomed cylindrical tank 1 having a double-shell structure in which the side wall 3b of the concrete is constructed is conceivable.

ところで、平底円筒形タンクは、貯蔵液による内圧を基にその側板の必要板厚を求める設計がなされているため、該鋼製タンクをコンクリート側壁の構築のための型枠とする場合には、コンクリート打設時の外圧による鋼製タンク側板の変形を考慮する必要がある。
さらに、コンクリート側壁構築の工程を短縮するためには、一回のコンクリート打設高さをできるだけ高くすることが必要であるが、前記した鋼製タンクの変形の影響を考慮する必要が生じ、一回のコンクリート打設高さは型枠の強度により自ずと制限される。
既設の鋼製タンクの津波対策としてコンクリート壁で囲繞するための内側型枠として鋼製タンク自体を利用するうえで、コンクリート打設時の外圧による変形を抑制するには鋼製タンクの側板板厚を厚くすれば良いが、タンク構築コストが増大する。また、該タンクの側板の板厚を増すことは、タンク新設に匹敵する改修を行うことになり現実的ではない。 By the way, since the flat-bottomed cylindrical tank is designed to determine the required thickness of the side plate based on the internal pressure of the stored liquid, when the steel tank is used as a formwork for constructing a concrete side wall, it is used. It is necessary to consider the deformation of the steel tank side plate due to the external pressure when placing concrete.
Further, in order to shorten the process of constructing the concrete side wall, it is necessary to make the concrete casting height as high as possible, but it is necessary to consider the influence of the deformation of the steel tank described above. The height of concrete placement is naturally limited by the strength of the formwork.
When using the steel tank itself as an inner formwork to surround the existing steel tank with a concrete wall as a tsunami countermeasure, the side plate thickness of the steel tank is to suppress deformation due to external pressure during concrete placement. However, the tank construction cost will increase. In addition, increasing the thickness of the side plate of the tank is not realistic because it requires repairs comparable to the installation of a new tank.

既設又は新設の鋼製タンクを内側型枠とする既存のスリップフォーム工法は、
外側型枠のみを上昇させ、該タンクに仮設の補強構造を設置し、設計された高さのコンクリート製の側壁を構築することが可能であるが、当該工法は、タンクと同じ高さを有す補強部材を円周間隔に複数設ける必要がある等、コスト等で様々な問題点が有った。 The existing slip foam method that uses the existing or new steel tank as the inner formwork
It is possible to raise only the outer formwork, install a temporary reinforcement structure in the tank, and build a concrete side wall of the designed height, but the construction method has the same height as the tank. There were various problems in terms of cost, such as the need to provide multiple reinforcing members at circumferential intervals.

特許文献１の「構造物の地震・津波対策構造」は、タンクの周囲の地盤に複数の矢板及び鋼管矢板を打設し、タンクの移動やタンクに漂流物が衝突することを防ぐ構造であるが、タンクに作用する津波の側圧や浮力自体を避ける構造ではなく、タンク側板の変形を防止する構造に関するものでもない。 The "earthquake / tsunami countermeasure structure of a structure" in Patent Document 1 is a structure in which a plurality of sheet piles and steel pipe sheet piles are placed in the ground around the tank to prevent the movement of the tank and the collision of drifting objects with the tank. However, it is not a structure that avoids the lateral pressure and buoyancy of the tsunami acting on the tank, nor is it related to a structure that prevents deformation of the tank side plate.

特許文献２の「コンクリート壁を備えたタンクの施工方法」の発明は、コンクリート製の外槽を構築する際、外側型枠を順次コンクリート打設高さまで上昇させ、タンク内槽内に注水して浮屋根を上昇させ、加圧バッグ内に流体を注入してコンクリートを打設する工法であるが、内槽外周部に位置する外側型枠を内槽内に浮上させた浮屋根と連動させて昇降させる型枠スライド工法に関するものではない。 In the invention of Patent Document 2 "Construction method of a tank provided with a concrete wall", when constructing an outer tank made of concrete, the outer formwork is sequentially raised to the concrete casting height and water is injected into the inner tank of the tank. It is a construction method that raises the floating roof and injects fluid into the pressure bag to pour concrete, but the outer formwork located on the outer periphery of the inner tank is linked with the floating roof that has floated inside the inner tank. It is not related to the formwork slide method for raising and lowering.

特許文献３の「複合構造貯槽の構築方法」は、鋼製槽を構築した後、該鋼製槽の頂部に設けられた仮設梁からコンクリート打設用の外型枠を吊り下げ、鋼製槽を密閉して空気圧をかけつつ、槽下方から上方に向け外型枠を順次上昇移動させ、コンクリートを打設するようにした複合構造貯槽の構築方法であり、前記鋼製槽を内型枠としてコンクリートを打設するようにした構築方法であるが、鋼製槽内に加圧バッグを有す浮屋根を設置し、該浮屋根と外側型枠を連動させて昇降させる工法に関するものではない。
またこの発明は、鋼製槽の内部全体を密閉し、エアコンプレッサ等により槽内に内圧を掛けて生コンクリートの打設圧に対抗するようにした工法であり、内槽内に設置した浮屋根及び加圧バッグで、コンクリートの打設圧に対抗するようにした工法ではない。 In Patent Document 3, "method for constructing a composite structure storage tank", after constructing a steel tank, an outer formwork for placing concrete is hung from a temporary beam provided at the top of the steel tank, and the steel tank is constructed. This is a method for constructing a composite structure storage tank in which concrete is placed by sequentially ascending and moving the outer formwork from the lower part to the upper part of the tank while sealing and applying air pressure. The steel tank is used as the inner formwork. Although it is a construction method in which concrete is placed, it does not relate to a construction method in which a floating roof having a pressure bag is installed in a steel tank and the floating roof and the outer formwork are interlocked to move up and down.
Further, the present invention is a construction method in which the entire inside of a steel tank is sealed and an internal pressure is applied to the inside of the tank by an air compressor or the like to counteract the placing pressure of ready-mixed concrete, and a floating roof installed in the inner tank. And it is not a construction method that is designed to counteract the placing pressure of concrete with a pressure bag.

特許文献４の「スリップフォーム装置および筒状壁体の構築方法」の発明は、内側の筒材をコンクリート打設時の内型枠として使用する工法であり、外型枠のみを有するコンクリート打設用のスリップフォーム装置を使用する工法であるが、前記筒材内に浮屋根を設置し、該浮屋根と外側型枠を連動させて昇降させる工法に関するものではない。
またこの発明は、内周面が筒材にてライニングされ、該筒材と前記外側型枠との間に新規にコンクリートを打設する工法に関するものであり、既設鋼製タンクに接するようにコンクリート側壁を構築する工法に関するものではない。 The invention of Patent Document 4 "Method for constructing a slip foam device and a tubular wall body" is a construction method in which an inner tubular material is used as an inner formwork when placing concrete, and concrete placing having only an outer formwork. Although it is a construction method using a slip foam device for concrete use, it does not relate to a construction method in which a floating roof is installed in the tubular material and the floating roof and the outer formwork are interlocked to move up and down.
The present invention also relates to a method in which the inner peripheral surface is lined with a tubular material and new concrete is placed between the tubular material and the outer formwork, and the concrete is in contact with the existing steel tank. It is not related to the construction method for constructing the side wall.

この発明は上述のような従来技術が有する問題点に鑑みてなされたもので、その目的とするところは、津波対策等の目的でコンクリート製外槽を備えた金属製の平底円筒形タンクを構築するに当たって、既設又は新設の金属製内槽である平底円筒形タンク側板をコンクリート製外槽側壁構築用の内側型枠とするとともに、金属製内槽内部に設置した円環状の加圧バッグを有する浮屋根と該金属製内槽の外周部に仮設した外側型枠を連動させて昇降させることにより、前記コンクリート製の外槽側壁を下方から上方へ構築するための型枠スライド工法による平底円筒形タンクの施工方法を提供することにある。
The present invention has been made in view of the problems of the prior art as described above, and the purpose thereof is to construct a metal flat-bottomed cylindrical tank equipped with a concrete outer tank for the purpose of tsunami countermeasures and the like. In order to do so, the flat-bottomed cylindrical tank side plate, which is an existing or new metal inner tank, is used as an inner formwork for constructing the side wall of the concrete outer tank, and an annular pressure bag installed inside the metal inner tank is provided. A flat-bottomed cylindrical shape by a formwork slide method for constructing the concrete outer tank side wall from the bottom to the top by moving the floating roof and the outer formwork temporarily provided on the outer periphery of the metal inner tank in conjunction with each other. The purpose is to provide a method of constructing a tank.

請求項１の発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法は、金属製の内槽を囲繞して配設されるコンクリート製の外槽を備えた平底円筒形タンクの構築において、前記内槽は、新規に構築した金属製の平底円筒形タンク又は既設の金属製の平底円筒形タンクであって、該金属製の内槽の側板を前記コンクリート製の外槽の側壁構築におけるコンクリート打設のための内側型枠とし、円筒状の該内側型枠の外周部に前記外槽側壁の構築に用いるコンクリート打設のための外側型枠を仮設し、該外側型枠を前記内槽内に設置された金属製の浮屋根の昇降と連動して昇降させる型枠昇降手段を備えたコンクリート製側壁構築のための型枠スライド工法であって、
前記内槽側板の頂部または頂部近傍に仮設した架台上に前記外側型枠を吊持する複数の型枠昇降手段を仮設した後に、前記内槽内に注水し、前記浮屋根を前記外槽側壁構築のためのコンクリート打設高さまで上昇させ、かつ前記複数の型枠昇降手段で前記浮屋根の上昇と連動させて前記外側型枠を前記浮屋根と相対する高さまで上昇させる工程と、前記内槽側板を前記浮屋根および加圧バッグとで補強しつつ、前記内槽側板と外側型枠間にコンクリートを打設して凝固させる工程とを複数回順次繰り返して、設計された高さの前記コンクリート製の外槽側壁を下方から上方へ構築することを特徴とする。 The formwork slide method for constructing a tank with a concrete wall according to the invention of claim 1 is a flat-bottomed cylindrical tank having a concrete outer tank arranged around a metal inner tank. In the construction, the inner tank is a newly constructed metal flat-bottomed cylindrical tank or an existing metal flat-bottomed cylindrical tank, and the side plate of the metal inner tank is the side wall of the concrete outer tank. An inner formwork for concrete placement in construction is used, and an outer formwork for concrete placement used for construction of the outer tank side wall is temporarily installed on the outer peripheral portion of the cylindrical inner formwork, and the outer formwork is used. It is a formwork slide method for constructing a concrete side wall provided with a formwork elevating means for ascending and descending in conjunction with the elevating and lowering of a metal floating roof installed in the inner tank.
After temporarily installing a plurality of formwork elevating means for suspending the outer formwork on the top or the vicinity of the top of the inner tank side plate, water is poured into the inner tank and the floating roof is placed on the outer tank side wall. A step of raising the outer formwork to a height facing the floating roof in conjunction with the raising of the floating roof by the plurality of formwork raising means and raising the concrete casting height for construction, and the inner part. While reinforcing the tank side plate with the floating roof and the pressure bag, the step of placing concrete between the inner tank side plate and the outer formwork and solidifying the concrete is sequentially repeated a plurality of times to obtain the designed height. It is characterized by constructing a concrete outer tank side wall from the bottom to the top.

請求項２の発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法に用いる前記型枠昇降手段は、一端部が前記外側型枠に固定された線材と、該線材の巻き上げあるいは巻き下げを可能とする電動巻き取り機を備えた昇降駆動装置と、前記金属製内槽への注水により浮上する前記浮屋根の浮上高さを計測するための浮屋根高さ計測器と、該浮屋根高さ計測器で計測された前記浮屋根の高さ位置情報に係る電気信号を受信して、前記外側型枠の昇降高さを制御可能とする前記昇降駆動装置の制御装置とで構成され、前記浮屋根の浮上に連動して、前記電動巻き取り機に前記線材で連結された前記外側型枠を巻き上げ又は巻き下げることが可能な型枠昇降手段であることを特徴とする。 The formwork elevating means used in the formwork slide method for constructing a tank provided with a concrete wall according to the invention of claim 2 is a wire rod having one end fixed to the outer mold and a wire rod having one end fixed to the outer formwork and winding or winding the wire rod. An elevating drive device equipped with an electric winder capable of winding down, a floating roof height measuring instrument for measuring the floating height of the floating roof that floats by injecting water into the metal inner tank, and the above. It is composed of a control device of the elevating drive device that can control the elevating height of the outer formwork by receiving an electric signal related to the height position information of the floating roof measured by the floating roof height measuring instrument. The formwork elevating means is characterized in that the outer formwork connected to the electric winder by the wire rod can be wound up or down in conjunction with the floating of the floating roof.

請求項３の発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法に用いる前記浮屋根高さ計測器は、一端部が前記浮屋根の上部に固定され、他端部が張力を一定にする緊張装置に結合された線材と、前記浮屋根の昇降に伴う該線材の緩みが生じないように、該線材に生じる張力をほぼ一定に保持するように制御される電動巻き取り機とを具備し、該線材の巻取り長さを電気的又は光学的に計測することにより、前記浮屋根の浮上高さ位置を計測する浮屋根高さ計測器であるか、又は前記既設の平底円筒形タンクに具備された既設の液面計を用いた浮屋根高さ計測器であり、計測された前記浮屋根の高さ位置情報に係る電気信号を、前記外側型枠を昇降するための昇降駆動装置の制御装置に伝達することを特徴とする。 In the floating roof height measuring instrument used in the mold slide method for constructing a tank provided with a concrete wall according to the invention of claim 3, one end is fixed to the upper part of the floating roof and the other end is tensioned. An electric winder controlled to keep the tension generated in the wire material substantially constant so that the wire material coupled to the tensioning device and the wire material do not loosen due to the raising and lowering of the floating roof. It is a floating roof height measuring instrument that measures the floating height position of the floating roof by electrically or optically measuring the winding length of the wire rod, or the existing flat bottom. It is a floating roof height measuring instrument using an existing liquid level gauge provided in a cylindrical tank, and is for raising and lowering the outer mold with an electric signal related to the measured height position information of the floating roof. It is characterized by transmitting to the control device of the elevating drive device.

請求項４の発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法に用いる前記浮屋根は、該浮屋根の外周部に沿って円環状に連続した単数又は連接した複数の着脱自在に取付けられた加圧バッグを備え、該加圧バッグは、該加圧バッグ内に液体又は気体からなる流体を注入し、又は該加圧バッグ内から液体又は気体からなる流体を排出するための流体注入口を備えるとともに、該流体注入口に配管を介して接続され、前記流体を出し入れして該加圧バック内の内圧を制御する圧力制御装置を有する加圧装置と着脱自在に接続された加圧バッグであって、請求項１記載の内槽側板を前記浮屋根および加圧バックとで補強しつつ、前記内槽側板と外側型枠間にコンクリートを打設して凝固させる工程において、一回に打設するコンクリートの打設高さ圧に対抗できるように、該コンクリートの打設高さに応じて、前記加圧バッグ内に前記流体を注入して圧力を調整し、該加圧バッグを前記内槽の側板内面と浮屋根側面に密着するように膨張させ、該内槽側板を内面側より加圧補強するとともに、前記外槽側壁のコンクリートが凝固した後に、次に行う工程に向けて前記浮屋根の昇降を自由にするために、前記加圧バッグ内から前記流体を排出し、前記加圧バッグ内を減圧して圧力制御することを特徴とする。
The floating roof used in the mold slide method for constructing a tank provided with a concrete wall according to the invention of claim 4 is a single piece continuous in an annular shape along the outer peripheral portion of the floating roof, or a plurality of connected attachments / detachments. A freely attached pressure bag is provided, for injecting a fluid or gas fluid into the pressure bag or discharging a liquid or gas fluid from the pressure bag. It is provided with a fluid inlet, and is connected to the fluid inlet via a pipe, and is detachably connected to a pressurizing device having a pressure control device that controls the internal pressure in the pressurizing bag by taking in and out the fluid. In the step of placing concrete between the inner tank side plate and the outer mold while reinforcing the inner tank side plate according to claim 1 with the floating roof and the pressure back, the pressure bag is solidified. The fluid is injected into the pressure bag to adjust the pressure according to the casting height of the concrete so as to counter the pressure of the casting height of the concrete to be poured at one time. The next step is performed after the pressure bag is inflated so as to be in close contact with the inner surface of the side plate of the inner tank and the side surface of the floating roof, the inner tank side plate is pressure-reinforced from the inner surface side, and the concrete of the outer tank side wall is solidified. In order to freely raise and lower the floating roof toward the air, the fluid is discharged from the pressure bag, and the pressure inside the pressure bag is reduced to control the pressure.

請求項１の発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法は、金属製の内槽を囲繞して配設されるコンクリート製の外槽を備えた平底円筒形タンクの構築において、前記内槽は、新規に構築した金属製の平底円筒形タンク又は既設の金属製の平底円筒形タンクであって、該金属製の内槽の側板を前記コンクリート製の外槽の側壁構築におけるコンクリート打設のための内側型枠とし、円筒状の該内側型枠の外周部に前記外槽側壁の構築に用いるコンクリート打設のための外側型枠を仮設し、該外側型枠を前記内槽内に設置された金属製の浮屋根の昇降と連動して昇降させる型枠昇降手段を備えたコンクリート製側壁構築のための型枠スライド工法であって、
前記内槽側板の頂部または頂部近傍に仮設した架台上に前記外側型枠を吊持する複数の型枠昇降手段を仮設した後に、前記内槽内に注水し、前記浮屋根を前記外槽側壁構築のためのコンクリート打設高さまで上昇させ、かつ前記複数の型枠昇降手段で前記浮屋根の上昇と連動させて前記外側型枠を前記浮屋根と相対する高さまで上昇させる工程と、前記内槽側板を前記浮屋根および加圧バッグとで補強しつつ、前記内槽側板と外側型枠間にコンクリートを打設して凝固させる工程とを複数回順次繰り返して、設計された高さの前記コンクリート製の外槽側壁を下方から上方へ構築するので、
浮屋根と外側型枠を適正なコンクリート打設中心高さまで複数回繰り返し連動して昇降させることができ、設計高さのコンクリート製の外槽側壁を効率良く施工することが可能である。
新設又は既設の平底円筒形タンクの側板を内側型枠として使用するため、別途コンクリート側壁打設用の内側型枠を仮設・撤去する必要がなく、工期短縮と建設コストの低減を図ることができる。 The formwork slide method for constructing a tank with a concrete wall according to the invention of claim 1 is a flat-bottomed cylindrical tank having a concrete outer tank arranged around a metal inner tank. In the construction, the inner tank is a newly constructed metal flat-bottomed cylindrical tank or an existing metal flat-bottomed cylindrical tank, and the side plate of the metal inner tank is the side wall of the concrete outer tank. An inner formwork for concrete placement in construction is used, and an outer formwork for concrete placement used for construction of the outer tank side wall is temporarily installed on the outer peripheral portion of the cylindrical inner formwork, and the outer formwork is used. It is a formwork slide method for constructing a concrete side wall provided with a formwork elevating means for ascending and descending in conjunction with the elevating and lowering of a metal floating roof installed in the inner tank.
After temporarily installing a plurality of formwork elevating means for suspending the outer formwork on the top or the vicinity of the top of the inner tank side plate, water is poured into the inner tank and the floating roof is placed on the outer tank side wall. A step of raising the outer formwork to a height facing the floating roof in conjunction with the raising of the floating roof by the plurality of formwork raising means and raising the concrete casting height for construction, and the inner part. While reinforcing the tank side plate with the floating roof and the pressure bag, the step of placing concrete between the inner tank side plate and the outer formwork and solidifying the concrete is sequentially repeated a plurality of times to obtain the designed height. Since the concrete outer tank side wall is constructed from the bottom to the top,
The floating roof and the outer formwork can be repeatedly moved up and down to the appropriate concrete placement center height multiple times, and the concrete outer tank side wall of the design height can be efficiently constructed.
Since the side plate of the new or existing flat-bottomed cylindrical tank is used as the inner formwork, it is not necessary to temporarily install or remove the inner formwork for placing the concrete side wall, and the construction period can be shortened and the construction cost can be reduced. ..

請求項２の発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法に用いる前記型枠昇降手段は、一端部が前記外側型枠に固定された線材と、該線材の巻き上げあるいは巻き下げを可能とする電動巻き取り機を備えた昇降駆動装置と、前記金属製内槽への注水により浮上する前記浮屋根の浮上高さを計測するための浮屋根高さ計測器と、該浮屋根高さ計測器で計測された前記浮屋根の高さ位置情報に係る電気信号を受信して、前記外側型枠の昇降高さを制御可能とする前記昇降駆動装置の制御装置とで構成され、前記浮屋根の浮上に連動して、前記電動巻き取り機に前記線材で連結された前記外側型枠を巻き上げ又は巻き下げることが可能な型枠昇降手段であるので、
外側型枠を浮屋根の上昇高さに対応して昇降させることが容易となり、該外側型枠と浮屋根を相対するように同じ高さに容易に位置させることができるため、内槽側板のコンクリート打設圧に対する補強を適切に行った状態でコンクリートを打設することが可能となり、工期短縮を図ることができる。 The formwork elevating means used in the formwork slide method for constructing a tank provided with a concrete wall according to the invention of claim 2 is a wire rod having one end fixed to the outer mold and a wire rod having one end fixed to the outer formwork and winding or winding the wire rod. An elevating drive device equipped with an electric winder capable of winding down, a floating roof height measuring instrument for measuring the floating height of the floating roof that floats by injecting water into the metal inner tank, and the above. It is composed of a control device of the elevating drive device that can control the elevating height of the outer formwork by receiving an electric signal related to the height position information of the floating roof measured by the floating roof height measuring instrument. The formwork elevating means is capable of winding or lowering the outer formwork connected to the electric winder by the wire rod in conjunction with the floating of the floating roof.
Since it is easy to raise and lower the outer formwork according to the rising height of the floating roof, and the outer formwork and the floating roof can be easily positioned at the same height so as to face each other, the inner tank side plate can be easily moved up and down. It is possible to cast concrete in a state where the concrete casting pressure is appropriately reinforced, and the construction period can be shortened.

請求項３の発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法に用いる前記浮屋根高さ計測器は、一端部が前記浮屋根の上部に固定され、他端部が張力を一定にする緊張装置に結合された線材と、前記浮屋根の昇降に伴う該線材の緩みが生じないように、該線材に生じる張力をほぼ一定に保持するように制御される電動巻き取り機とを具備し、該線材の巻取り長さを電気的又は光学的に計測することにより、前記浮屋根の浮上高さ位置を計測する浮屋根高さ計測器であるか、又は前記既設の平底円筒形タンクに具備された既設の液面計を用いた浮屋根高さ計測器であり、計測された前記浮屋根の高さ位置情報に係る電気信号を、前記外側型枠を昇降するための昇降駆動装置の制御装置に伝達するので、
既設の浮屋根式タンクに設置されている液面計で計測した内槽内に注入した水の液位或いは浮屋根に固定した線材の巻取り量に応じて前記浮屋根の浮上高さを計測した結果を基に、前記外側型枠の高さを調整することが容易となり、該外側型枠と浮屋根を相対するように同じ高さに容易に位置させることができるため、内槽側板のコンクリート打設圧に対する補強を適切に行った状態でコンクリートを打設することが可能となり、工期短縮を図ることができる。 In the floating roof height measuring instrument used in the mold slide method for constructing a tank provided with a concrete wall according to the invention of claim 3, one end is fixed to the upper part of the floating roof and the other end is tensioned. An electric winder controlled to keep the tension generated in the wire material substantially constant so that the wire material coupled to the tensioning device and the wire material do not loosen due to the raising and lowering of the floating roof. It is a floating roof height measuring instrument that measures the floating height position of the floating roof by electrically or optically measuring the winding length of the wire rod, or the existing flat bottom. It is a floating roof height measuring instrument using an existing liquid level gauge provided in a cylindrical tank, and is used to raise and lower the outer mold by transmitting an electric signal related to the measured height position information of the floating roof. Since it is transmitted to the control device of the elevating drive device,
The floating height of the floating roof is measured according to the liquid level of the water injected into the inner tank measured by the liquid level gauge installed in the existing floating roof type tank or the winding amount of the wire rod fixed to the floating roof. Based on the results, the height of the outer formwork can be easily adjusted, and the outer formwork and the floating roof can be easily positioned at the same height so as to face each other. It is possible to cast concrete in a state where the concrete casting pressure is appropriately reinforced, and the construction period can be shortened.

請求項４の発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法に用いる前記浮屋根は、該浮屋根の外周部に沿って円環状に連続した単数又は連接した複数の着脱自在に取付けられた加圧バッグを備え、該加圧バッグは、該加圧バッグ内に液体又は気体からなる流体を注入し、又は該加圧バッグ内から液体又は気体からなる流体を排出するための流体注入口を備えるとともに、該流体注入口に配管を介して接続され、前記流体を出し入れして該加圧バック内の内圧を制御する圧力制御装置を有する加圧装置と着脱自在に接続された加圧バッグであって、請求項１記載の内槽側板を前記浮屋根および加圧バックとで補強しつつ、前記内槽側板と外側型枠間にコンクリートを打設して凝固させる工程において、一回に打設するコンクリートの打設高さ圧に対抗できるように、該コンクリートの打設高さに応じて、前記加圧バッグ内に前記流体を注入して圧力を調整し、該加圧バッグを前記内槽の側板内面と浮屋根側面に密着するように膨張させ、該内槽側板を内面側より加圧補強するとともに、前記外槽側壁のコンクリートが凝固した後に、次に行う工程に向けて前記浮屋根の昇降を自由にするために、前記加圧バッグ内から前記流体を排出し、前記加圧バッグ内を減圧して圧力制御するので、内槽側板の加圧補強とコンクリート打設を繰り返して実施することにより、外槽のコンクリートの打設圧によって内槽側板を変形させることなく、内槽側板の垂直立設状態を維持して設計高さが大きいコンクリート製の外槽側壁を構築することが可能である。タンクの浮屋根を、コンクリート打設時の補強構造として使用することができるため、別途コンクリート打設用の補強材を用意する必要がなく、側板全体に補強材等を取付けて補強する場合と比較して施工性、経済性が向上するとともに、外槽側壁施工時のコンクリート打設工事の安全性も向上する。
The floating roof used in the mold slide method for constructing a tank provided with a concrete wall according to the invention of claim 4 is a single piece continuous in an annular shape along the outer peripheral portion of the floating roof, or a plurality of detachable parts connected to each other. The pressurizing bag is provided with a freely attached pressurizing bag for injecting a fluid consisting of liquid or gas into the pressurizing bag or discharging a fluid consisting of liquid or gas from the pressurizing bag. It is provided with a fluid inlet and is connected to the fluid inlet via a pipe, and is detachably connected to a pressurizing device having a pressure control device for taking in and out the gas and controlling the internal pressure in the pressurizing bag. In the step of placing concrete between the inner tank side plate and the outer mold while reinforcing the inner tank side plate according to claim 1 with the floating roof and the pressure back, the pressure bag is solidified. The fluid is injected into the pressure bag to adjust the pressure according to the concrete placing height so as to counter the concrete placing height pressure at one time, and the pressure is applied. The next step is performed after the pressure bag is inflated so as to be in close contact with the inner surface of the side plate of the inner tank and the side surface of the floating roof, the inner tank side plate is pressure-reinforced from the inner surface side, and the concrete of the outer tank side wall is solidified. In order to freely raise and lower the floating roof toward, the fluid is discharged from the pressure bag, and the pressure inside the pressure bag is depressurized to control the pressure. By repeatedly placing the concrete, the concrete outer tank with a large design height maintains the vertical standing state of the inner tank side plate without deforming the inner tank side plate due to the concrete placing pressure of the outer tank. It is possible to construct a side wall. Since the floating roof of the tank can be used as a reinforcing structure when placing concrete, it is not necessary to separately prepare a reinforcing material for placing concrete, and it is compared with the case where a reinforcing material or the like is attached to the entire side plate to reinforce it. As a result, workability and economy are improved, and the safety of concrete placing work during the construction of the outer tank side wall is also improved.

本発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法の事例の全体側面説明図である。It is an overall side explanatory view of the example of the formwork slide construction method for constructing the tank provided with the concrete wall which concerns on this invention. 本発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法の他の事例の全体側面説明図である。It is an overall side view explanatory drawing of the other example of the formwork slide method for constructing the tank provided with the concrete wall which concerns on this invention. コンクリート壁を備えたタンクの構築のための型枠スライド工法のタンク１構築開始から型枠昇降装置１１設置完了までの工程の概略を説明するためのフローチャートである。It is a flowchart for demonstrating the outline of the process from the start of the construction of the tank 1 of the formwork slide method for the construction of the tank provided with the concrete wall to the completion of the installation of the formwork elevating device 11. コンクリート壁を備えたタンクの構築のための型枠スライド工法のコンクリート製の外槽側壁３ｂの構築開始から終了までの工程の概略を説明するためのフローチャートである。It is a flowchart for demonstrating the outline of the process from the construction start to the end of the concrete outer tank side wall 3b of the formwork slide method for the construction of the tank provided with the concrete wall. 図１のＡ部の拡大図で、外側型枠３ｂ１に固定した線材１３ｂを電動巻き取り機１４ｂで巻き取る事例を示す側面説明図である。It is an enlarged view of the part A of FIG. 1, and is the side explanatory view which shows the example of winding the wire | wire 13b fixed to the outer formwork 3b1 by an electric winder 14b. コンクリート壁を備えたタンクの構築のための型枠スライド工法の液面計２８で浮屋根６の浮上高さを計測する場合の外側型枠３ｂ１及び浮屋根６の制御機構の全体構成の概略を説明するための線図である。Outline of the overall configuration of the control mechanism of the outer formwork 3b1 and the floating roof 6 when measuring the floating height of the floating roof 6 with the liquid level gauge 28 of the formwork slide method for constructing a tank equipped with a concrete wall. It is a diagram for demonstrating. コンクリート壁を備えたタンクの構築のための型枠スライド工法の浮屋根６に固定した線材１３ａの巻き上げ量で浮上高さを計測する場合の外側型枠３ｂ１及び浮屋根６の制御機構の全体構成の概略を説明するための線図である。Overall configuration of the control mechanism of the outer formwork 3b1 and the floating roof 6 when the floating height is measured by the winding amount of the wire rod 13a fixed to the floating roof 6 of the formwork slide method for constructing a tank with a concrete wall. It is a diagram for demonstrating the outline of. コンクリート壁を備えた浮屋根式タンクの事例を示す全体側面説明図である。It is an overall side view which shows the example of the floating roof type tank with a concrete wall.

本発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法の実施形態例について図１から図７を参照しながら説明する。なお、本発明は下記の実施形態にのみ限定されるものではない。本発明の要旨を逸脱しない範囲で下記の構成要素の省略または付加、構成要素の形状等の実施形態の変更を加えることが出来るのはもちろんである。また、図は概略を示すもので、一部のみを描き詳細構造は省略した。 An embodiment of the formwork slide method for constructing a tank provided with a concrete wall according to the present invention will be described with reference to FIGS. 1 to 7. The present invention is not limited to the following embodiments. It goes without saying that the following components can be omitted or added, and embodiments such as the shape of the components can be changed without departing from the gist of the present invention. In addition, the figure shows an outline, and only a part is drawn and the detailed structure is omitted.

図１、図２は、本発明に係るコンクリート壁を備えたタンクの構築のための型枠スライド工法の事例の全体側面説明図で、２は基礎、３は外槽、４は内槽を示す。なお、図１のタンク１は、内槽４内の液面高さに応じて昇降する浮屋根６を備えた新設の浮屋根式タンク１の事例である。
この二重殻構造の平底円筒形タンク１は、金属製の内槽４と該内槽４を囲繞して配設されるコンクリート製の外槽３とを備えた構造である。図１の左側はこのコンクリート製の外槽３の施工段階の断面図であり、右側はコンクリート製の外槽３の完成後の外観図である。
図１は主に新設タンク１で浮屋根６に固定した線材１３ａの巻き上げ量で浮屋根６の浮上高さを計測する場合の事例、図２は主に既設タンク１の液面計２８で浮屋根６の浮上高さを計測する場合の事例を示す。
前記内槽４は、基礎２上に打設したコンクリート製の底版３ａ上に設置され、金属製の底板４ａと、該底板４ａ上に立設した筒体状の金属製の側板４ｂとからなる構造であり、内槽側板４ｂ頂部には、トップアングル７が設置されている。また、内槽側板４ｂの高さ方向上部に、雨水浸入防止措置９を備え、内槽側壁４ｂと外槽側壁３ｂ間への雨水の浸入を防止する。
前記浮屋根６は、デッキサポート６ｆ等の浮屋根サポート部材により底板４ａから上方向に間隔をあけて支持されており、タンク１内に水５を張ると、浮屋根６が内槽４内を上昇し、水面上に浮上した状態となる。
浮屋根６は、外周部に加圧バッグ６ａを有した構造とし、タンク１の水面に浮上させ、側板４ｂの内周面に対し、加圧バッグ６ａを介して昇降自在に周囲が摺接された構造とする。加圧バッグ６ａは、仮設の配管６ｂを介して、浮屋根６上の仮設の圧力制御装置６ｃを有する加圧装置６ｃ１に接続される。この圧力制御装置６ｃは小規模のタンクの場合はタンク１外に設置しても良い。
前記外槽３は、前記コンクリート製の底版３ａと、前記内槽側板４ｂを囲繞するコンクリート製の外槽側壁３ｂとからなる構造である。通常底版３ａは鉄筋コンクリート、側壁３ｂはプレストレストコンクリートで構築する。 1 and 2 are overall side surface explanatory views of an example of a formwork slide method for constructing a tank provided with a concrete wall according to the present invention, where 2 is a foundation, 3 is an outer tank, and 4 is an inner tank. .. The tank 1 in FIG. 1 is an example of a newly installed floating roof type tank 1 provided with a floating roof 6 that moves up and down according to the liquid level in the inner tank 4.
The flat-bottomed cylindrical tank 1 having a double-shell structure has a structure including a metal inner tank 4 and a concrete outer tank 3 arranged so as to surround the inner tank 4. The left side of FIG. 1 is a cross-sectional view of the concrete outer tank 3 at the construction stage, and the right side is an external view of the concrete outer tank 3 after completion.
FIG. 1 is an example in which the floating height of the floating roof 6 is measured mainly by the winding amount of the wire rod 13a fixed to the floating roof 6 in the new tank 1, and FIG. 2 is mainly floated by the liquid level meter 28 of the existing tank 1. An example of measuring the ascent height of the roof 6 is shown.
The inner tank 4 is installed on a concrete bottom plate 3a placed on the foundation 2, and is composed of a metal bottom plate 4a and a tubular metal side plate 4b erected on the bottom plate 4a. It has a structure, and a top angle 7 is installed on the top of the inner tank side plate 4b. Further, a rainwater intrusion prevention measure 9 is provided at the upper portion of the inner tank side plate 4b in the height direction to prevent rainwater from entering between the inner tank side wall 4b and the outer tank side wall 3b.
The floating roof 6 is supported by a floating roof support member such as a deck support 6f at an upward interval from the bottom plate 4a, and when water 5 is filled in the tank 1, the floating roof 6 fills the inner tank 4. It rises and rises above the surface of the water.
The floating roof 6 has a structure having a pressure bag 6a on the outer peripheral portion, floats on the water surface of the tank 1, and is slidably contacted with the inner peripheral surface of the side plate 4b via the pressure bag 6a. Structure. The pressurizing bag 6a is connected to the pressurizing device 6c1 having the temporary pressure control device 6c on the floating roof 6 via the temporary piping 6b. In the case of a small tank, the pressure control device 6c may be installed outside the tank 1.
The outer tank 3 has a structure including a concrete bottom slab 3a and a concrete outer tank side wall 3b surrounding the inner tank side plate 4b. Normally, the bottom slab 3a is constructed of reinforced concrete, and the side wall 3b is constructed of prestressed concrete.

タンク１は、その内槽４の頂部又は頂部近傍に外側型枠３ｂ１の型枠昇降手段１１（以下、型枠昇降装置１１）を備えていることとする。
図１、図２は、内槽４上部に円周等間隔に仮設した架台１２上に当該型枠昇降装置１１を備えた事例を示している。なお、この架台１２には、内槽側板４ｂの頂部又は上部外周面に設けた点検架台やウィンドガーダー等のタンクの補強構造を使用しても良い。
この型枠昇降装置１１は、一端部１３ｂ１が前記外側型枠３ｂ１に固定された線材１３ｂを、前記架台１２上部に仮設した滑車１５ｂに巻装させた後、当該線材１３ｂの他端部１３ｂ２を巻き付ける電動巻き取り機１４で構成されている。
前記線材１３には、ワイヤーやロープ等を使用する。
タンク１の内槽４に内槽４内の液位を測定する液面計２８を設置する。図１、図２はフロート式の液面計２８を設置した事例である。 It is assumed that the tank 1 is provided with the formwork elevating means 11 (hereinafter, formwork elevating device 11) of the outer formwork 3b1 at the top of the inner tank 4 or in the vicinity of the top.
1 and 2 show an example in which the formwork elevating device 11 is provided on a pedestal 12 temporarily provided at equal intervals on the circumference of the upper part of the inner tank 4. For the gantry 12, a tank reinforcing structure such as an inspection pedestal or a wind girder provided on the top or upper outer peripheral surface of the inner tank side plate 4b may be used.
In this formwork elevating device 11, the wire rod 13b whose one end portion 13b1 is fixed to the outer formwork 3b1 is wound around a pulley 15b temporarily provided on the upper part of the gantry 12, and then the other end portion 13b2 of the wire rod 13b is wound. It is composed of an electric winder 14 for winding.
A wire, rope, or the like is used for the wire rod 13.
A liquid level gauge 28 for measuring the liquid level in the inner tank 4 is installed in the inner tank 4 of the tank 1. 1 and 2 show an example in which a float type liquid level gauge 28 is installed.

図３は、コンクリート壁を備えたタンクの構築のための型枠スライド工法のタンク１構築開始から型枠昇降装置１１設置完了までの工程の概略を説明するためのフローチャートである。このフローチャートは、新設の浮屋根式タンクのコンクリート製の外槽側壁３ｂを構築する場合の工程の事例を示す。
まず、工程（Ａ）において、コンクリート製の底版３ａを打設する。
続いて、内槽４を構築し、コンクリート打設用の内側型枠４ｂとする。該内槽４、すなわち内側型枠４ｂは以下の工程（Ｂ）～（Ｃ）で構築する。
工程（Ｂ）において、底版３ａ上に底板４ａを設置する。
工程（Ｃ）において、該底板４ａ上に円筒状の側板４ｂを構築する。
工程（Ｄ）において、該底板４ａ上部にデッキサポート６ｆを介して浮屋根６を設置する。
工程（Ｅ）において、前記浮屋根６外周部に沿って加圧バッグ６ａを環状に取付ける。この加圧バッグ６ａは、該浮屋根６外周部と前記内槽４の側板４ｂとの間隙部に配設する。
続いて、工程（Ｆ）において、内槽側板４ｂの頂部又は頂部近傍に型枠昇降装置１１を仮設する。
続いて、工程（Ｇ）において、コンクリート打設用の外側型枠３ｂ１を仮設する。
続いて、工程（Ｈ）において、型枠昇降装置１１の線材１３ｂの一端部１３ｂ１を外側型枠３ｂ１に固定し、前記架台１２上部に仮設した第２の滑車１５ｂに巻装した後、他端部１３ｂ２を電動巻き取り機１４に巻き付ける。
続いて、新設のタンク１の場合は、工程（Ｉ）において、浮屋根高さ計測器２５の線材１３ａを浮屋根６に固定し、型枠昇降装置１１のタンク１への仮設が完了する。 FIG. 3 is a flowchart for explaining the outline of the process from the start of the construction of the tank 1 of the formwork slide method for constructing the tank provided with the concrete wall to the completion of the installation of the formwork elevating device 11. This flowchart shows an example of a process in which a concrete outer tank side wall 3b of a newly installed floating roof type tank is constructed.
First, in the step (A), a concrete bottom slab 3a is placed.
Subsequently, the inner tank 4 is constructed to be an inner formwork 4b for placing concrete. The inner tank 4, that is, the inner formwork 4b is constructed by the following steps (B) to (C).
In the step (B), the bottom plate 4a is installed on the bottom plate 3a.
In step (C), a cylindrical side plate 4b is constructed on the bottom plate 4a.
In the step (D), the floating roof 6 is installed on the upper part of the bottom plate 4a via the deck support 6f.
In the step (E), the pressure bag 6a is attached in an annular shape along the outer peripheral portion of the floating roof 6. The pressure bag 6a is arranged in the gap between the outer peripheral portion of the floating roof 6 and the side plate 4b of the inner tank 4.
Subsequently, in the step (F), the formwork elevating device 11 is temporarily installed at or near the top of the inner tank side plate 4b.
Subsequently, in the step (G), the outer formwork 3b1 for placing concrete is temporarily installed.
Subsequently, in the step (H), one end 13b1 of the wire rod 13b of the formwork elevating device 11 is fixed to the outer formwork 3b1, wound around the second pulley 15b temporarily provided on the upper part of the gantry 12, and then the other end. The portion 13b2 is wound around the electric winder 14.
Subsequently, in the case of the newly installed tank 1, in the step (I), the wire rod 13a of the floating roof height measuring instrument 25 is fixed to the floating roof 6, and the temporary installation of the formwork elevating device 11 in the tank 1 is completed.

図４は、コンクリート壁を備えたタンクの構築のための型枠スライド工法のコンクリート製の外槽側壁３ｂの構築開始から終了までの工程の概略を説明するためのフローチャートである。
内槽４の頂部又は頂部近傍に型枠昇降装置１１を仮設した後、工程（ａ）において、コンクリート打設中心高さＨｐを制御装置１９に設定する。なおコンクリート打設中心高さＨｐは、図２に示す通り、凝固したコンクリートの高さＨｐ１に打設するコンクリートの下端からその中心までの高さＨｐ２を足した高さであり、コンクリート打設時はこの高さを補強の中心高さＨｒと同じにする。
続いて、工程（ｂ）において、タンク１の金属製の内槽４内に所定量の水５を注水し、浮屋根６を外槽側壁３ｂ構築のためのコンクリート打設中心高さＨｐまで上昇させる。
続いて、工程（ｃ）において、液面計２８の液位測定又は浮屋根６に固定した線材１３ａの巻き上げ量等を計測する浮屋根高さ計測器２５で浮屋根６の浮上高さを計測する。また、浮屋根高さ計測器２５で計測した浮屋根６の上昇高さが型枠昇降制御手段１９（以下、型枠昇降制御装置１９）に伝達され、昇降駆動装置１８に駆動信号が伝達される。
続いて、工程（ｄ）において、外側型枠３ｂ１に固定された線材１３ｂが電動巻き取り機１４で巻き取られ、外側型枠３ｂ１を前記工程（ｂ）において浮屋根６が浮上した高さと同じ高さの外槽側壁３ｂ構築のためのコンクリート打設中心高さＨｐまで上昇させる。
続いて、工程（ｅ）において、浮屋根６外周部の加圧バッグ６ａに流体８を注入して加圧し、内槽側板４ｂ内面に密着するまで膨張させ、該内槽側板４ｂを補強した状態で、前記内槽側板４ｂと外側型枠３ｂ１間の該内槽側板４ｂが変形しない所定の高さまで外槽側壁３ｂのコンクリートを打設する。
続いて、工程（ｆ）において、打設したコンクリートを凝固させる。
設計された高さＨｃまで外槽側壁３ｂのコンクリートが打設されていない場合は、工程（ｇ）において、浮屋根６の加圧バッグ６ａの流体８を排出し、該加圧バッグ６ａを減圧し、内槽側板４ｂ内周面と浮屋根６外周部の間隙を設けて浮屋根６の昇降を自由にし、前記工程（ａ）に戻って、再び内槽４内に所定量の水５を追加で注水し、浮屋根６を再び上昇させ、前記工程（ｂ）から工程（ｆ）までの工程を再度実施する。
この一連の工程（ｂ）から工程（ｇ）を複数回順次繰り返し実施し、設計された高さＨｃのコンクリート製の外槽側壁３ｂを構築する。
設計された高さＨｃのコンクリートを打設した後、外槽側壁３ｂがプレストレストコンクリートの場合は、該コンクリートにＰＣ鋼線（図示しない）等で緊張力を与える。
その後、内槽４内から排水し、浮屋根６を降下させ、外側型枠３ｂ１及び型枠昇降装置１１を解体撤去し、工事を終了する。 FIG. 4 is a flowchart for explaining the outline of the process from the start to the end of the construction of the concrete outer tank side wall 3b of the formwork slide method for constructing the tank provided with the concrete wall.
After temporarily installing the formwork elevating device 11 at or near the top of the inner tank 4, in the step (a), the concrete casting center height Hp is set in the control device 19. As shown in FIG. 2, the concrete placing center height Hp is the height obtained by adding the height Hp2 from the lower end of the concrete to be placed to the center of the solidified concrete height Hp1 at the time of concrete placing. Makes this height the same as the center height Hr of the reinforcement.
Subsequently, in the step (b), a predetermined amount of water 5 is injected into the metal inner tank 4 of the tank 1, and the floating roof 6 is raised to the concrete casting center height Hp for constructing the outer tank side wall 3b. Let me.
Subsequently, in the step (c), the floating height of the floating roof 6 is measured by the floating roof height measuring instrument 25 that measures the liquid level of the liquid level gauge 28 or the winding amount of the wire rod 13a fixed to the floating roof 6. do. Further, the ascending height of the floating roof 6 measured by the floating roof height measuring instrument 25 is transmitted to the formwork elevating control means 19 (hereinafter, formwork elevating control device 19), and a drive signal is transmitted to the elevating drive device 18. To.
Subsequently, in the step (d), the wire rod 13b fixed to the outer formwork 3b1 is wound by the electric winder 14, and the outer formwork 3b1 is the same as the height at which the floating roof 6 is levitated in the step (b). The height is raised to the concrete casting center height Hp for constructing the outer tank side wall 3b.
Subsequently, in the step (e), the fluid 8 is injected into the pressure bag 6a on the outer peripheral portion of the floating roof 6 to pressurize it, and the fluid 8 is expanded until it comes into close contact with the inner surface of the inner tank side plate 4b to reinforce the inner tank side plate 4b. Then, the concrete of the outer tank side wall 3b is poured to a predetermined height where the inner tank side plate 4b between the inner tank side plate 4b and the outer formwork 3b1 is not deformed.
Subsequently, in the step (f), the placed concrete is solidified.
When the concrete of the outer tank side wall 3b is not poured up to the designed height Hc, in the step (g), the fluid 8 of the pressure bag 6a of the floating roof 6 is discharged, and the pressure bag 6a is depressurized. Then, a gap is provided between the inner peripheral surface of the inner tank side plate 4b and the outer peripheral portion of the floating roof 6 to allow the floating roof 6 to move up and down freely. Additional water is injected, the floating roof 6 is raised again, and the steps from the step (b) to the step (f) are carried out again.
This series of steps (b) to step (g) is sequentially repeated a plurality of times to construct a concrete outer tank side wall 3b having a designed height of Hc.
After placing concrete of the designed height Hc, if the outer tank side wall 3b is prestressed concrete, tension is applied to the concrete with PC steel wire (not shown) or the like.
After that, drainage is performed from the inner tank 4, the floating roof 6 is lowered, the outer formwork 3b1 and the formwork elevating device 11 are dismantled and removed, and the construction is completed.

本工程では、浮屋根６と外側型枠３ｂ１を適正なコンクリート打設高さまで複数回繰り返し連動して昇降させることができ、設計された高さのコンクリート製の外槽側壁３ｂを効率良く施工することが可能である。
外側型枠3ｂ1を浮屋根６の上昇高さに対応して昇降させることが容易となり、該外側型枠３ｂ１と浮屋根６を相対するように同じ高さに容易に位置させることができるため、内槽側板４ｂのコンクリート打設圧に対する補強を適切に行った状態でコンクリートを打設することが可能となり、工期短縮を図ることができる。
内槽側板４ｂの加圧補強とコンクリート打設を繰り返して実施することにより、外槽３のコンクリートの打設圧Ｐｃによって内槽側板４ｂを変形させることなく、内槽側板４ｂの垂直立設状態を維持して設計高さＨｃが大きいコンクリート製の外槽側壁３ｂを構築することが可能である。
タンク１の浮屋根６を、コンクリート打設時の補強構造として使用することができるため、別途コンクリート打設用の補強材を用意する必要がなく、側板全体に補強材等を取付けて補強する場合と比較して施工性、経済性が向上するとともに、外槽側壁３ｂ施工時のコンクリート打設工事の安全性も向上する。 In this process, the floating roof 6 and the outer formwork 3b1 can be repeatedly moved up and down to the appropriate concrete placement height multiple times, and the concrete outer tank side wall 3b of the designed height is efficiently constructed. It is possible.
Since the outer formwork 3b1 can be easily moved up and down according to the ascending height of the floating roof 6, and the outer formwork 3b1 and the floating roof 6 can be easily positioned at the same height so as to face each other. It is possible to cast concrete in a state where the inner tank side plate 4b is appropriately reinforced against the concrete casting pressure, and the construction period can be shortened.
By repeatedly pressurizing and reinforcing the inner tank side plate 4b and placing concrete, the inner tank side plate 4b is vertically erected without deforming the inner tank side plate 4b due to the concrete placing pressure Pc of the outer tank 3. It is possible to construct a concrete outer tank side wall 3b having a large design height Hc while maintaining the above.
Since the floating roof 6 of the tank 1 can be used as a reinforcing structure at the time of concrete placing, it is not necessary to separately prepare a reinforcing material for concrete placing, and a reinforcing material or the like is attached to the entire side plate to reinforce it. In addition to improving workability and economy, the safety of concrete placing work during the construction of the outer tank side wall 3b is also improved.

また、新設又は既設の平底円筒形タンク１の側板４ｂを内側型枠４ｂとして使用するため、別途コンクリート側壁３ｂ打設用の内側型枠４ｂを仮設・撤去する必要がなく、工期短縮と建設コストの低減を図ることができる。
さらに、工程（ｂ）でタンク１内に張った水５で内槽側板４ｂの水張試験を実施することが可能であり、タンク完成後に水張試験を改めて実施する場合よりも、工期の短縮を図ることが可能になる。 In addition, since the side plate 4b of the newly installed or existing flat-bottomed cylindrical tank 1 is used as the inner formwork 4b, there is no need to temporarily install or remove the inner formwork 4b for placing the concrete side wall 3b, which shortens the construction period and the construction cost. Can be reduced.
Further, it is possible to carry out the water filling test of the inner tank side plate 4b with the water 5 filled in the tank 1 in the step (b), and the construction period is shortened as compared with the case where the water filling test is carried out again after the tank is completed. It becomes possible to plan.

図５は、図１のＡ部の拡大図で、外側型枠３ｂ１に固定した線材１３ｂを昇降駆動装置１８の電動巻き取り機１４で巻き取る事例を示す側面説明図である。
線材１３ｂは、一端部１３ｂ１を外側型枠３ｂ１の支持部材１７ｂに固定し、架台１２上に仮設した第２の滑車１５ｂに巻装させ、昇降駆動装置１８の電動巻き取り機１４ｂに巻き付ける。
浮屋根高さ計測器２５は、一端部１３ａ１が前記浮屋根６の上部の支持部材１７ａに固定され、他端部１３ａ２が張力を一定にする緊張装置１６に結合された線材１３ａを備える。この緊張装置１６は、例えば定トルクのばね機構やカウンターウェイト機構（何れも図示せず）を備えたものとする。
この浮屋根高さ計測器２５は、前記浮屋根６の昇降に伴う該線材１３ａの緩みが生じないように、該線材１３ａに生じる張力Ｔをほぼ一定に保持するように制御される電動巻き取り機１４ａを具備し、該線材１３ａの巻き取り長さを電気的又は光学的に計測することにより、前記浮屋根６の浮上高さ位置を測定する。
前記浮屋根高さ計測器２５は、電動巻き取り機１４ａの回転数やレーザの送受信によって高さを計測するように構成しても良い。
前記電動巻き取り機１４ｂは、前記浮屋根高さ計測器２５で計測された浮屋根６の高さに基づいて、回転量や回転数が制御され、外側型枠３ｂ１の昇降が制御され、内槽４内に注水して浮屋根６が上昇した高さと同じ高さ、外槽側壁３ｂのコンクリート打設中心高さＨｐまで該外側型枠３ｂ１を連動して上昇させる。 FIG. 5 is an enlarged view of part A in FIG. 1, and is a side explanatory view showing an example in which a wire rod 13b fixed to an outer formwork 3b1 is wound by an electric winder 14 of an elevating drive device 18.
The wire rod 13b has one end 13b fixed to the support member 17b of the outer formwork 3b1, wound around a second pulley 15b temporarily provided on the gantry 12, and wound around the electric winder 14b of the elevating drive device 18.
The floating roof height measuring instrument 25 includes a wire rod 13a in which one end 13a1 is fixed to a support member 17a on the upper portion of the floating roof 6 and the other end 13a2 is coupled to a tensioning device 16 for keeping tension constant. The tensioning device 16 is provided with, for example, a constant torque spring mechanism and a counterweight mechanism (neither of which is shown).
The floating roof height measuring instrument 25 is an electric winding controlled to keep the tension T generated in the wire 13a substantially constant so that the wire 13a does not loosen due to the raising and lowering of the floating roof 6. A machine 14a is provided, and the floating height position of the floating roof 6 is measured by electrically or optically measuring the winding length of the wire rod 13a.
The floating roof height measuring instrument 25 may be configured to measure the height by the rotation speed of the electric winder 14a or the transmission / reception of a laser.
The electric winder 14b controls the amount of rotation and the number of rotations based on the height of the floating roof 6 measured by the floating roof height measuring instrument 25, and controls the raising and lowering of the outer formwork 3b1. The outer formwork 3b1 is interlocked and raised to the same height as the height at which the floating roof 6 is raised by injecting water into the tank 4 to the concrete casting center height Hp of the outer tank side wall 3b.

浮屋根６外周部の加圧バッグ６ａは、該加圧バッグ６ａ内に前記流体８を注入するか、或いは該加圧バッグ６ａ内から前記流体８を排出するための流体注入口６ｄを備えるとともに、該流体注入口６ｄに仮設の配管６ｂを介して接続され、前記流体８を出し入れして内圧を制御する仮設の圧力制御装置６ｃと着脱自在に接続された加圧バッグ６ａとする。この加圧バッグ６ａは、繊維補強材を積層したゴム状弾性体等で袋状又はチューブ状とし、単数の加圧バッグ６ａを円環状に連続して形成するか、或いは複数の加圧バッグ６ａを連接して円環状に形成した構造とする。
コンクリート打設時の圧力制御の手順は以下の通りである。
まず、タンク１内に注水し、浮屋根６を内槽側板４ｂの補強が必要な前記外槽側壁３ｂ構築のためのコンクリート打設中心高さＨｐまで上昇させる。
続いて、浮屋根高さ計測器２５で内槽４内の浮屋根６が浮上した高さを計測する。
続いて、前記浮屋根６が浮上した高さに基づいて、線材１３が電動巻き取り機１４に巻き取られて外側型枠３ｂ１が前記外槽側壁３ｂ構築のためのコンクリート打設中心高さＨｐまで上昇する。
続いて、加圧バッグ６ａ内に、圧力制御装置６ｃを有する加圧装置６ｃ１から配管６ｂを介して、流体注入口６ｄを経由して流体８（液体又は気体）を注入し、該加圧バッグ６ａをその流体の内圧Ｐｆで内槽側板４ｂ内周面に密着するように膨張させ、該内槽側板４ｂを加圧補強する。
続いて、浮屋根６の加圧バッグ６ａの圧力Ｐｆが、コンクリートの打設圧Ｐｃと平衡するように、前記加圧バッグ６ａに注入する流体８の圧力Ｐｆを調整し、前記内圧Ｐｆとコンクリートの打設圧Ｐｃを平衡させることが可能な高さまで外槽側壁３ｂのコンクリートを打設し、凝固させる。
コンクリート凝固後は、圧力制御装置６ｃにより、配管６ｂを介して、加圧バッグ６ａ内の流体８を排出し、加圧バッグ６ａの流体８の内圧Ｐｆを減圧状態とした後、タンク１内に再び注水し、浮屋根６を次のコンクリート打設中心高さＨｐまで順次上昇させるとともに、前記外側型枠３ｂ１を連動して上昇させ、加圧バッグ６ａを膨張させ、前記内圧Ｐｆとコンクリートの打設圧Ｐｃが平衡する高さの外槽側壁３ｂのコンクリートを前記の凝固したコンクリート上部に打設し、凝固させる。
上記手順を複数回順次繰り返し、設計された高さＨｃのコンクリート製の外槽側壁３ｂを構築する。
前記圧力制御装置６ｃは、浮屋根６上昇時は加圧バッグ６ａから流体８を排出して減圧状態とし、浮屋根６停止時は加圧バッグ６ａ内に流体８を注入して高圧状態とするよう制御する。 The pressure bag 6a on the outer periphery of the floating roof 6 is provided with a fluid injection port 6d for injecting the fluid 8 into the pressure bag 6a or discharging the fluid 8 from the pressure bag 6a. A pressure bag 6a is detachably connected to a temporary pressure control device 6c which is connected to the fluid injection port 6d via a temporary pipe 6b and controls the internal pressure by moving the fluid 8 in and out. The pressure bag 6a is made into a bag shape or a tube shape with a rubber-like elastic body or the like laminated with a fiber reinforcing material, and a single pressure bag 6a is continuously formed in an annular shape, or a plurality of pressure bags 6a are formed. Is connected to form an annular structure.
The procedure for pressure control during concrete placement is as follows.
First, water is injected into the tank 1 and the floating roof 6 is raised to the concrete casting center height Hp for constructing the outer tank side wall 3b that requires reinforcement of the inner tank side plate 4b.
Subsequently, the height of the floating roof 6 in the inner tank 4 is measured by the floating roof height measuring instrument 25.
Subsequently, based on the height at which the floating roof 6 floats, the wire rod 13 is wound by the electric winder 14, and the outer formwork 3b1 is the concrete placing center height Hp for constructing the outer tank side wall 3b. Ascend to.
Subsequently, the fluid 8 (liquid or gas) is injected into the pressurizing bag 6a from the pressurizing device 6c1 having the pressure control device 6c via the pipe 6b and the fluid injection port 6d, and the pressurizing bag is used. 6a is expanded by the internal pressure Pf of the fluid so as to be in close contact with the inner peripheral surface of the inner tank side plate 4b, and the inner tank side plate 4b is pressurized and reinforced.
Subsequently, the pressure Pf of the fluid 8 to be injected into the pressure bag 6a is adjusted so that the pressure Pf of the pressure bag 6a of the floating roof 6 is in equilibrium with the concrete placing pressure Pc, and the internal pressure Pf and the concrete are adjusted. The concrete of the outer tank side wall 3b is cast and solidified to a height at which the casting pressure Pc can be balanced.
After the concrete is solidified, the pressure control device 6c discharges the fluid 8 in the pressure bag 6a via the pipe 6b, reduces the internal pressure Pf of the fluid 8 in the pressure bag 6a to a reduced pressure state, and then puts the fluid 8 into the tank 1. Water is injected again, the floating roof 6 is sequentially raised to the next concrete placing center height Hp, the outer mold 3b1 is raised in conjunction with each other, the pressure bag 6a is expanded, and the internal pressure Pf and the concrete are placed. The concrete of the outer tank side wall 3b having a height at which the setting pressure Pc is balanced is poured onto the solidified concrete upper part and solidified.
The above procedure is sequentially repeated a plurality of times to construct a concrete outer tank side wall 3b having a designed height of Hc.
When the floating roof 6 rises, the pressure control device 6c discharges the fluid 8 from the pressure bag 6a to reduce the pressure, and when the floating roof 6 stops, the fluid 8 is injected into the pressure bag 6a to bring the fluid 8 into a high pressure state. Control.

前記外側型枠３ｂ１は、複数の型枠昇降装置１１で吊持され、外槽３のコンクリート打設箇所の外側に形成されたリング状のトラス梁３ｂ２と、該トラス梁３ｂ２の上面に取付けた作業足場３ｂ５と、前記トラス梁３ｂ２の内周面に取付けた型枠支持部３ｂ４と、該型枠支持部３ｂ４の内周面に取付け、コンクリートと接する型枠パネル３ｂ３と、前記内槽側板４ｂ１外面と該型枠パネル３ｂ３との間隙の間隔を保持するガイド部材３ｂ７と、前記作業足場３ｂ５上に設置した手摺り３ｂ８とで構成する。
前記型枠支持部３ｂ４は、Ｈ形鋼やみぞ形鋼等で形成し、前記型枠パネル３ｂ３の外周部に沿って環状に複数段取付ける。該型枠支持部３ｂ４及び型枠パネル３ｂ３は、全体で円筒状になるように円周方向に溶接等によって繋ぎ合わせる。また、該型枠支持部３ｂ４及び型枠パネル３ｂ３は、外槽３のコンクリート打設圧の影響を受けないようにその数量、大きさ、位置を設計する。
前記型枠パネル３ｂ３は、外槽３を高さ方向に複数分割した内の一回のコンクリート打設高さより大きい高さを有すパネルとする。また、当該型枠パネル３ｂ３の下部が前段の凝固したコンクリートと接触するように高さを設計することが好ましい。
前記型枠支持部３ｂ４又は型枠パネル３ｂ３に沿って前記作業足場３ｂ５同士を環状に連結する。
前記ガイド部材３ｂ７は、前記内槽側板４ｂ１外面と型枠パネル３ｂ３の内面間の間隙の間隔を保持することが可能な長さを有し、前記型枠パネル３ｂ３の内周面上部に水平方向に取付け、外側型枠３ｂ１を上下方向に移動した際に、前記内槽側板４ｂ１外周面と該型枠パネル３ｂ３内周面との間隙の間隔を保持する。また、このガイド部材３ｂ７の先端部にローラー３ｂ６を設け、当該ローラー３ｂ６を回転させて前記外側型枠３ｂ１昇降時に内槽側板４ｂ１外面に沿ってガイドさせても良い。
また、外側型枠３ｂ１外周部を囲繞するように、ワイヤーやターンバックルで締結したり、押さえ金具や重り等（何れも図示しない）を設置することにより、外側型枠３ｂ１が外槽３のコンクリート打設圧で水平方向に揺動しないようにする。
なお、２７はコンクリート打設用の鉄筋類である。 The outer formwork 3b1 was suspended by a plurality of formwork elevating devices 11 and attached to a ring-shaped truss beam 3b2 formed on the outside of the concrete placing portion of the outer tank 3 and the upper surface of the truss beam 3b2. The work scaffolding 3b5, the formwork support portion 3b4 attached to the inner peripheral surface of the truss beam 3b2, the formwork panel 3b3 attached to the inner peripheral surface of the formwork support portion 3b4 and in contact with concrete, and the inner tank side plate 4b1. It is composed of a guide member 3b7 that maintains a gap between the outer surface and the formwork panel 3b3, and a handrail 3b8 installed on the work scaffolding 3b5.
The formwork support portion 3b4 is formed of H-shaped steel, groove-shaped steel, or the like, and is attached in a plurality of steps in an annular shape along the outer peripheral portion of the formwork panel 3b3. The formwork support portion 3b4 and the formwork panel 3b3 are joined by welding or the like in the circumferential direction so as to form a cylindrical shape as a whole. Further, the quantity, size, and position of the formwork support portion 3b4 and the formwork panel 3b3 are designed so as not to be affected by the concrete placing pressure of the outer tank 3.
The formwork panel 3b3 is a panel having a height higher than the height of one concrete placement among a plurality of outer tanks 3 divided in the height direction. Further, it is preferable to design the height so that the lower part of the formwork panel 3b3 comes into contact with the solidified concrete in the previous stage.
The work scaffolds 3b5 are connected in an annular shape along the formwork support portion 3b4 or the formwork panel 3b3.
The guide member 3b7 has a length capable of maintaining a gap between the outer surface of the inner tank side plate 4b1 and the inner surface of the formwork panel 3b3, and is horizontal to the upper part of the inner peripheral surface of the formwork panel 3b3. When the outer formwork 3b1 is moved in the vertical direction, the space between the outer peripheral surface of the inner tank side plate 4b1 and the inner peripheral surface of the formwork panel 3b3 is maintained. Further, a roller 3b6 may be provided at the tip of the guide member 3b7, and the roller 3b6 may be rotated to guide along the outer surface of the inner tank side plate 4b1 when the outer formwork 3b1 is raised or lowered.
In addition, the outer formwork 3b1 is made of concrete in the outer tank 3 by fastening with wires or turnbuckles so as to surround the outer peripheral portion of the outer formwork 3b1 or by installing holding metal fittings, weights, etc. (none of which are shown). Do not swing in the horizontal direction due to the casting pressure.
Reference numeral 27 is a reinforcing bar for placing concrete.

内槽４内に浮上させた浮屋根６の加圧バッグ６ａ内に充填した流体の内圧Ｐｆとコンクリート打設圧Ｐｃを平衡させることにより、内槽側板４ｂを変形させることなく、内槽側板４ｂの垂直立設状態を維持して設計高さＨｃが大きいコンクリート製の外槽側壁３ｂを構築することが可能になる。 By balancing the internal pressure Pf of the fluid filled in the pressure bag 6a of the floating roof 6 floated in the inner tank 4 and the concrete placing pressure Pc, the inner tank side plate 4b is not deformed and the inner tank side plate 4b is not deformed. It is possible to construct a concrete outer tank side wall 3b having a large design height Hc while maintaining the vertical standing state of the above.

前記加圧バッグ６ａは、図４の外槽３のコンクリート側壁３ｂを凝固させる工程（ｆ）の後に、前記加圧バッグ６ａに接続された仮設の前記配管６ｂ及び圧力制御装置６ｃを撤去し、前記加圧バッグ６ａの流体注入口６ｄを塞ぎ、前記加圧バッグ６ａが加圧された状態で、タンク１供用時の貯蔵液（重油等）の蒸気逸出を防止するシール装置として使用することが可能である。
また、加圧バッグ６ａをシール装置として使用する場合、該加圧バッグ６ａは貯蔵液の性質を考慮した耐油性や耐候性等を有していることとする。 In the pressure bag 6a, after the step (f) of solidifying the concrete side wall 3b of the outer tank 3 of FIG. 4, the temporary pipe 6b and the pressure control device 6c connected to the pressure bag 6a are removed. It shall be used as a sealing device that closes the fluid injection port 6d of the pressure bag 6a and prevents steam from escaping the stored liquid (heavy oil, etc.) when the tank 1 is in service while the pressure bag 6a is pressurized. Is possible.
Further, when the pressure bag 6a is used as a sealing device, the pressure bag 6a is assumed to have oil resistance, weather resistance, etc. in consideration of the properties of the storage liquid.

このように、加圧バッグ６ａを取り替えることなく、そのままタンクのシール装置として転用できるため、施工性、経済性が向上する。 As described above, since the pressure bag 6a can be used as it is as a tank sealing device without replacing it, workability and economy are improved.

なお、前記加圧バッグ６ａを浮屋根６外周部に内槽側板４ｂの補強材として取付け、タンク供用前に別途用意したシール装置と取り替えても良い。 The pressure bag 6a may be attached to the outer peripheral portion of the floating roof 6 as a reinforcing material for the inner tank side plate 4b, and may be replaced with a sealing device separately prepared before the tank is put into service.

図６及び図７は、コンクリート壁を備えたタンクの構築のための型枠スライド工法の外側型枠３ｂ１及び浮屋根６の制御機構の全体構成の概略を説明するための線図である。図６は液面計２８、図７は浮屋根６に固定した線材１３ａの巻き上げ量で浮上高さを計測する場合の事例である。
前記型枠昇降装置１１は、前記内槽４内の浮屋根６の高さを計測する浮屋根高さ計測器２５と、該浮屋根高さ計測器２５で計測した前記浮屋根６の昇降高さに基づいて、前記外側型枠３ｂ１を前記外槽側壁３ｂ構築のためのコンクリート打設中心高さＨｐまで前記浮屋根６と連動して昇降するよう制御する型枠昇降制御装置１９とを備えている。
図６の場合、浮屋根６の液面計２８で計測された液面高さを基に得られた前記浮屋根６の高さ位置情報の浮屋根高さ信号２４（液位高さ信号２４ａ）が型枠昇降制御装置１９に伝送された後、該型枠昇降制御装置１９から伝送される型枠昇降信号２３により外側型枠３ｂ１の昇降駆動装置１８を駆動させ、前記外側型枠３ｂ１に固定された線材１３ｂを電動巻き取り機１４ｂで上方に巻き取るか下方に送り出して、該外側型枠３ｂ１を前記浮屋根６と連動して前記外槽側壁３ｂ構築のためのコンクリート打設中心高さＨｐまで昇降するよう制御する。
図７の場合、浮屋根高さ計測器２５は、一端部１３ａ１が前記浮屋根６の上部に固定され、他端部１３ａ２が張力を一定にする緊張装置１６に結合された線材１３ａと、前記浮屋根６の昇降に伴う該線材１３ａの緩みが生じないように、該線材１３ａに生じる張力Ｔをほぼ一定に保持するように制御される電動巻き取り機１４ａと、該線材１３ａの張力を計測するための張力計測器２１とを具備し、該線材１３ａの巻取り長さを電気的又は光学的に計測することにより、前記浮屋根６の浮上高さ位置を測定する。
浮屋根６の昇降後に、電動巻き取り機１４ａで線材１３ａを巻き取り、張力検出器２１で該線材１３ａに張力Ｔが作用していることを検出した段階で、線材張力検出信号２６が前記電動巻き取り機１４ａに伝送され、前記浮屋根高さ計測器２５から浮屋根高さ信号２４が前記型枠昇降制御装置１９に伝送された後、該型枠昇降制御装置１９から伝送される型枠昇降信号２３により外側型枠３ｂ１の昇降駆動装置１８の電動巻き取り機１４ｂを駆動させ、前記外側型枠３ｂ１に固定された線材１３ｂを電動巻き取り機１４ｂで上方に巻き取るか下方に送り出して、該外側型枠３ｂ１を前記浮屋根６と連動して前記外槽側壁３ｂ構築のためのコンクリート打設中心高さＨｐまで昇降するよう制御する。 6 and 7 are diagrams for explaining the outline of the overall configuration of the control mechanism of the outer formwork 3b1 and the floating roof 6 of the formwork slide method for constructing a tank provided with a concrete wall. FIG. 6 shows an example in which the liquid level gauge 28 and FIG. 7 show an example in which the floating height is measured by the winding amount of the wire rod 13a fixed to the floating roof 6.
The formwork elevating device 11 has a floating roof height measuring instrument 25 that measures the height of the floating roof 6 in the inner tank 4, and the elevating height of the floating roof 6 measured by the floating roof height measuring instrument 25. Based on the above, the formwork elevating control device 19 for controlling the outer formwork 3b1 to move up and down in conjunction with the floating roof 6 up to the concrete placing center height Hp for constructing the outer tank side wall 3b is provided. ing.
In the case of FIG. 6, the floating roof height signal 24 (liquid level height signal 24a) of the height position information of the floating roof 6 obtained based on the liquid level height measured by the liquid level meter 28 of the floating roof 6 ) Is transmitted to the formwork elevating control device 19, and then the elevating drive device 18 of the outer formwork 3b1 is driven by the formwork elevating signal 23 transmitted from the formwork elevating control device 19, and the outer formwork 3b1 is driven. The fixed wire rod 13b is wound upward or sent downward by the electric winder 14b, and the outer formwork 3b1 is interlocked with the floating roof 6 to build the concrete placing center height for constructing the outer tank side wall 3b. It is controlled to move up and down to Hp.
In the case of FIG. 7, the floating roof height measuring instrument 25 includes a wire rod 13a having one end 13a1 fixed to the upper part of the floating roof 6 and the other end 13a2 coupled to a tensioning device 16 for making the tension constant. The electric winder 14a, which is controlled to keep the tension T generated in the wire 13a substantially constant so that the wire 13a does not loosen due to the raising and lowering of the floating roof 6, and the tension of the wire 13a are measured. The floating height position of the floating roof 6 is measured by electrically or optically measuring the winding length of the wire rod 13a with a tension measuring device 21 for the purpose of measuring the winding length.
After the floating roof 6 is raised and lowered, the wire rod 13a is wound up by the electric winder 14a, and when the tension detector 21 detects that the tension T is acting on the wire rod 13a, the wire rod tension detection signal 26 is electrically operated. The formwork is transmitted to the winder 14a, the floating roof height signal 24 is transmitted from the floating roof height measuring instrument 25 to the formwork elevating control device 19, and then transmitted from the formwork elevating control device 19. The lift signal 23 drives the electric winder 14b of the lift drive device 18 of the outer formwork 3b1, and the wire rod 13b fixed to the outer formwork 3b1 is wound upward by the electric winder 14b or sent downward. The outer formwork 3b1 is controlled to move up and down to the concrete placing center height Hp for constructing the outer tank side wall 3b in conjunction with the floating roof 6.

また、前記浮屋根高さ計測器２５から前記内槽４内に注排水する水５の量を調整する注排水装置２２の開閉弁３０に注排水バルブ開閉信号２０が伝送され、浮屋根６を浮上させる場合は開閉弁３０を開けてタンク１の内槽４内に水５を注入し、浮屋根６が設定したコンクリート打設中心高さＨｐに到達して停止させる場合は、開閉弁３０を閉めて内槽４内への注水を停止し、浮屋根６を降下させる場合は排水するよう制御する。
さらに、前記浮屋根高さ計測器２５は、加圧バッグ６ａの圧力制御装置６ｃに圧力制御信号２９を伝送し、浮屋根６を浮上させる場合は前記圧力制御装置６ｃで加圧バッグ６ａ内から流体８を排出して減圧し、浮屋根６が設定したコンクリート打設中心高さＨｐに到達して停止させた後は、前記圧力制御装置６ｃの加圧装置６ｃ１で加圧バッグ６ａ内に流体８を注入して加圧するよう制御する。 Further, the water injection / drainage valve opening / closing signal 20 is transmitted from the floating roof height measuring instrument 25 to the on / off valve 30 of the water injection / drainage device 22 for adjusting the amount of water to be injected / drained into the inner tank 4, and the floating roof 6 is moved. When ascending, the on-off valve 30 is opened, water 5 is injected into the inner tank 4 of the tank 1, and when the floating roof 6 reaches the set concrete casting center height Hp and is stopped, the on-off valve 30 is opened. It is closed to stop water injection into the inner tank 4, and when the floating roof 6 is lowered, it is controlled to drain water.
Further, the floating roof height measuring instrument 25 transmits a pressure control signal 29 to the pressure control device 6c of the pressure bag 6a, and when the floating roof 6 is to be levitated, the pressure control device 6c is used from inside the pressure bag 6a. After the fluid 8 is discharged to reduce the pressure, the floating roof 6 reaches the set center height Hp of the concrete placement and is stopped, the fluid is put into the pressure bag 6a by the pressure device 6c1 of the pressure control device 6c. 8 is injected and controlled to pressurize.

内槽４内の浮屋根６の高さ情報をフィードバックさせて、内槽４内に注排水する水５の量や加圧バッグ６ａの内圧を調整することにより、設計された高さＨｃのコンクリート製の外槽側壁３ｂの構築作業が効率化される。 Concrete with a height of Hc designed by feeding back the height information of the floating roof 6 in the inner tank 4 and adjusting the amount of water 5 injected and drained into the inner tank 4 and the internal pressure of the pressure bag 6a. The construction work of the outer tank side wall 3b made of concrete is streamlined.

また、外側型枠３ｂ１を吊り上げる装置として、電動巻き取り機１４の代わりに、クライミングジャッキや電動ウィンチ等を使用することも可能である。
Further, as a device for lifting the outer formwork 3b1, a climbing jack, an electric winch, or the like can be used instead of the electric winder 14.

前記コンクリート壁を備えたタンクのコンクリート製外槽側壁の構築のための型枠スライド工法は、地震時のタンクの耐震性能の向上、殊に外部からの津波対策などが望まれる固定屋根式タンク、タンク以外の貯蔵庫などの構築物にも適用することができ、特に設計高さが大きいコンクリート製の外槽側壁を打設する必要がある構築物に有効である。
The formwork slide method for constructing the concrete outer tank side wall of the tank equipped with the concrete wall is a fixed roof type tank, which is desired to improve the seismic performance of the tank in the event of an earthquake, especially to prevent tsunami from the outside. It can also be applied to structures such as storages other than tanks, and is particularly effective for structures that require the placement of concrete outer tank side walls with a large design height.

１ タンク
２ 基礎
３ （コンクリート製の）外槽
３ａ 底版
３ｂ 側壁
３ｂ１ 外側型枠
３ｂ２ トラス梁
３ｂ３ 型枠パネル
３ｂ４ 型枠支持部
３ｂ５ 作業足場
３ｂ６ ローラー
３ｂ７ ガイド部材
３ｂ８ 手摺り
４（金属製の）内槽
４ａ 底板
４ｂ 側板（内側型枠）
５ 水
６ 浮屋根
６ａ 加圧バッグ
６ｂ 配管
６ｃ 圧力制御装置
６ｃ１ 加圧装置
６ｄ 流体注入口
６ｅ 頂板
６ｆ デッキサポート
７ トップアングル
８ 流体（液体又は気体）
９ 雨水浸入防止措置
１０ 貯蔵液
１１ 型枠昇降装置（手段）
１２ （型枠昇降装置設置用の）架台
１３ 線材
１３ａ 浮屋根６の線材
１３ａ１ 浮屋根６の線材の一端部
１３ａ２ 浮屋根６の線材の他端部
１３ｂ 外側型枠３ｂ１の線材
１３ｂ１ 外側型枠３ｂ１の線材の一端部
１３ｂ２ 外側型枠３ｂ１の線材の他端部
１４ 電動巻き取り機
１４ａ 浮屋根６の電動巻き取り機
１４ｂ 外側型枠３ｂ１の電動巻き取り機
１５ （型枠昇降装置１１の）滑車
１５ａ 第１の滑車
１５ｂ 第２の滑車
１６ 緊張装置
１７ 支持部材
１７ａ （浮屋根６の）支持部材
１７ｂ （外側型枠３ｂ１の）支持部材
１８ 型枠昇降駆動装置
１９ 型枠昇降制御装置（手段）
２０ 注排水バルブ開閉信号
２１ 線材１３ａの張力検出器
２２ 注排水装置
２３ 型枠昇降信号
２４ 浮屋根高さ信号
２４ａ 液位高さ信号
２５ 浮屋根高さ検出器
２６ 線材張力信号
２７ 鉄筋類
２８ 液面計
２８ａ フロート
２８ｂ フロートボックス
２８ｃ ガイドパイプ
２８ｄ サポート
２８ｅ 測定ワイヤー
２８ｆ ゲージポール
２９ 圧力制御信号
３０ 開閉弁

Ｈｃコンクリート側壁３ｂの設計高さ
Ｐｃコンクリート打設の外圧
Ｐｆ加圧バッグ６ａ内に充填した流体の圧力
Ｔ弛んだ線材１３に加える張力
Ｈｒ 補強の中心高さ
Ｈｐ コンクリートの打設中心高さ
Ｈｐ１ 凝固したコンクリートの高さ
Ｈｐ２ 打設するコンクリートの下端（又は上端）から中心までの高さ 1 tank
2 Basics
3 (Concrete) outer tank 3a Bottom plate 3b Side wall 3b1 Outer formwork 3b2 Truss beam 3b3 Formwork panel 3b4 Formwork support 3b5 Work scaffolding 3b6 Roller 3b7 Guide member 3b8 Handrail 4 (Metal) Inner tank 4a Bottom plate 4b Side plate (inner formwork)
5 Water 6 Floating roof 6a Pressurized bag 6b Piping
6c Pressure control device 6c1 Pressurization device 6d Fluid inlet 6e Top plate 6f Deck support 7 Top angle 8 Fluid (liquid or gas)
9 Rainwater intrusion prevention measures 10 Storage liquid
11 Formwork lifting device (means)
12 Stand 13 (for installing formwork lifting device) Wire 13a Wire of floating roof 6 13a1 One end of wire of floating roof 6 13a2 The other end of wire of floating roof 6 13b Wire of outer formwork 3b1 13b1 Outer formwork 3b1 One end of the wire rod 13b2 The other end of the wire rod of the outer formwork 3b1 14 Electric winder 14a Electric winder 14b of the floating roof 6 Electric winder 15 of the outer formwork 3b1 (of the formwork lifting device 11) 15a First slide 15b Second slide 16 Tension device 17 Support member 17a (of floating roof 6) Support member 17b (outer formwork 3b1) Support member 18 Formwork lift drive device 19 Formwork lift control device (means)
20 Injection / drain valve open / close signal 21 Wire tension detector 22 Injection / drain device 23 Frame elevating signal 24 Floating roof height signal 24a Liquid level height signal 25 Floating roof height detector 26 Wire tension signal 27 Reinforcing bars 28 Liquid Surface meter 28a Float 28b Float box 28c Guide pipe 28d Support 28e Measuring wire 28f Gauge pole 29 Pressure control signal 30 On-off valve

Hc Design height of concrete side wall 3b Pc External pressure for concrete placement Pf Pressure of fluid filled in pressure bag 6a Tension applied to loose wire 13 Hr Center height for reinforcement Hp Center height for concrete placement Hp1 Solidification Height of concrete to be placed Hp2 Height from the lower end (or upper end) of the concrete to be placed to the center

Claims (4)

金属製の内槽を囲繞して配設されるコンクリート製の外槽を備えた平底円筒形タンクの構築において、前記内槽は、新規に構築した金属製の平底円筒形タンク又は既設の金属製の平底円筒形タンクであって、該金属製の内槽の側板を前記コンクリート製の外槽の側壁構築におけるコンクリート打設のための内側型枠とし、円筒状の該内側型枠の外周部に前記外槽側壁の構築に用いるコンクリート打設のための外側型枠を仮設し、該外側型枠を前記内槽内に設置された金属製の浮屋根の昇降と連動して昇降させる型枠昇降手段を備えたコ ンクリート製側壁構築のための型枠スライド工法であって、前記内槽側板の頂部または頂部近傍に仮設した架台上に前記外側型枠を吊持する複数の型枠昇降手段を仮設した後に、前記内槽内に注水し、前記浮屋根を前記外槽側壁構築のためのコンクリート打設高さまで上昇させ、かつ前記複数の型枠昇降手段で前記浮屋根の上昇と連動させて前記外側型枠を前記浮屋根と相対する高さまで上昇させる工程と、前記内槽側板を前記浮屋根および加圧バッグとで補強しつつ、前記内槽側板と外側型枠間にコンクリートを打設して凝固させる工程とを複数回順次繰り返して、設計された高さの前記コンクリート製の外槽側壁を下方から上方へ構築することを特徴とするコンクリート壁を備えた平底円筒形タンクの施工方法。 In the construction of a flat-bottomed cylindrical tank having a concrete outer tank arranged around a metal inner tank, the inner tank is a newly constructed metal flat-bottomed cylindrical tank or an existing metal tank. In the flat-bottomed cylindrical tank, the side plate of the metal inner tank is used as an inner formwork for concrete placement in the side wall construction of the concrete outer tank, and is formed on the outer peripheral portion of the cylindrical inner formwork. An outer formwork for placing concrete used for constructing the side wall of the outer tank is temporarily installed, and the outer formwork is moved up and down in conjunction with the raising and lowering of a metal floating roof installed in the inner tank. It is a formwork slide method for constructing a concrete side wall equipped with means, and a plurality of formwork elevating means for suspending the outer formwork on a pedestal temporarily provided at the top or near the top of the inner tank side plate. After the temporary installation, water is poured into the inner tank, the floating roof is raised to the concrete placing height for constructing the outer tank side wall, and the plurality of formwork elevating means interlocks with the raising of the floating roof. While raising the outer formwork to a height facing the floating roof and reinforcing the inner tank side plate with the floating roof and the pressure bag, concrete is placed between the inner tank side plate and the outer formwork. A method of constructing a flat-bottomed cylindrical tank having a concrete wall, which comprises repeatedly repeating the steps of solidifying the concrete outer tank side wall of the designed height from the bottom to the top. .. 前記型枠昇降手段は、一端部が前記外側型枠に固定された線材と、該線材の巻き上げあるいは巻き下げを可能とする電動巻き取り機を備えた昇降駆動装置と、前記金属製内槽への注水により浮上する前記浮屋根の浮上高さを計測するための浮屋根高さ計測器と、該浮屋根高さ計測器で計測された前記浮屋根の高さ位置情報に係る電気信号を受信して、前記外側型枠の昇降高さを制御可能とする前記昇降駆動装置の制御装置とで構成され、前記浮屋根の浮上に連動して、前記電動巻き取り機に前記線材で連結された前記外側型枠を巻き上げ又は巻き下げることが可能な型枠昇降手段であることを特徴とする請求項１記載のコンクリート壁を備えた平底円筒形タンクの施工方法。 The formwork elevating means includes a wire rod whose one end is fixed to the outer formwork, an elevating drive device provided with an electric winder capable of winding or lowering the wire rod, and the metal inner tank. Receives an electric signal related to the floating roof height measuring instrument for measuring the floating height of the floating roof that floats by water injection and the height position information of the floating roof measured by the floating roof height measuring instrument. Then, it is composed of the control device of the elevating drive device that can control the elevating height of the outer formwork, and is connected to the electric winder by the wire rod in conjunction with the floating of the floating roof. The method for constructing a flat-bottomed cylindrical tank provided with a concrete wall according to claim 1, wherein the formwork elevating means is capable of winding up or lowering the outer formwork. 前記浮屋根高さ計測器は、一端部が前記浮屋根の上部に固定され、他端部が張力を一定にする緊張装置に結合された線材と、前記浮屋根の昇降に伴う該線材の緩みが生じないように、該線材に生じる張力をほぼ一定に保持するように制御される電動巻き取り機とを具備し、該線材の巻取り長さを電気的又は光学的に計測することにより、前記浮屋根の浮上高さ位置を計測する浮屋根高さ計測器であるか、又は前記既設の平底円筒形タンクに具備された既設の液面計を用いた浮屋根高さ計測器であり、計測された前記浮屋根の高さ位置情報に係る電気信号を、前記外側型枠を昇降するための昇降駆動装置の制御装置に伝達することを特徴とする請求項２記載のコンクリート壁を備えた平底円筒形タンクの施工方法。 In the floating roof height measuring instrument, one end is fixed to the upper part of the floating roof and the other end is connected to a tensioning device that keeps the tension constant, and the wire is loosened due to the raising and lowering of the floating roof. The wire is provided with an electric winder that is controlled to keep the tension generated in the wire substantially constant so that the wire is not generated, and the winding length of the wire is measured electrically or optically. It is a floating roof height measuring instrument that measures the floating height position of the floating roof, or is a floating roof height measuring instrument that uses an existing liquid level gauge provided in the existing flat-bottomed cylindrical tank. The concrete wall according to claim 2 , wherein the measured electric signal related to the height position information of the floating roof is transmitted to the control device of the elevating drive device for raising and lowering the outer mold. Construction method of flat-bottomed cylindrical tank. 前記浮屋根は、該浮屋根の外周部に沿って円環状に連続した単数又は連接した複数の着脱自在に取付けられた加圧バッグを備え、該加圧バッグは、該加圧バッグ内に液体又は気体からなる流体を注入し、又は該加圧バッグ内から液体又は気体からなる流体を排出するための流体注入口を備えるとともに、該流体注入口に配管を介して接続され、前記流体を出し入れして該加圧バック内の内圧を制御する圧力制御装置を有する加圧装置と着脱自在に接続された加圧バッグであって、請求項１記載の内槽側板を前記浮屋根および加圧バックとで補強しつつ、前記内槽側板と外側型枠間にコンクリートを打設して凝固させる工程において、一回に打設するコンクリートの打設高さ圧に対抗できるように、該コンクリートの打設高さに応じて、前記加圧バッグ内に前記流体を注入して圧力を調整し、該加圧バッグを前記内槽の側板内面と浮屋根側面に密着するように膨張させ、該内槽側板を内面側より加圧補強するとともに、前記外槽側壁のコンクリートが凝固した後に、次に行う工程に向けて前記浮屋根の昇降を自由にするために、前記加圧バッグ内から前記流体を排出し、前記加圧バッグ内を減圧して圧力制御することを特徴とする請求項１記載のコンクリート壁を備えた平底円筒形タンクの施工方法。
The floating roof comprises a single or a plurality of detachably attached pressure bags connected in an annular shape along the outer periphery of the floating roof, and the pressure bag is a liquid in the pressure bag. Alternatively , it is provided with a fluid inlet for injecting a fluid made of gas or discharging a fluid made of liquid or gas from the pressure bag, and is connected to the fluid inlet via a pipe to take in and out the fluid. A pressure bag detachably connected to a pressure device having a pressure control device for controlling the internal pressure in the pressure bag, wherein the inner tank side plate according to claim 1 is attached to the floating roof and the pressure bag. In the process of placing concrete between the inner tank side plate and the outer mold and solidifying it while reinforcing with, the concrete is placed so that it can counter the pressure of the concrete placed at one time. The pressure is adjusted by injecting the fluid into the pressurizing bag according to the setting height, and the pressurizing bag is expanded so as to be in close contact with the inner surface of the side plate of the inner tank and the side surface of the floating roof, and the inner tank is expanded. After the side plate is pressurized and reinforced from the inner surface side and the concrete on the side wall of the outer tank is solidified, the fluid is introduced from the pressure bag in order to freely raise and lower the floating roof for the next step. The method for constructing a flat-bottomed cylindrical tank provided with a concrete wall according to claim 1, wherein the pressure is controlled by discharging and depressurizing the inside of the pressure bag.
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