EP3201399B1 - Verfahren zur herstellung eines unterirdischen speicherbehälters und entsprechender behälter - Google Patents

Verfahren zur herstellung eines unterirdischen speicherbehälters und entsprechender behälter Download PDF

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Publication number
EP3201399B1
EP3201399B1 EP15788123.6A EP15788123A EP3201399B1 EP 3201399 B1 EP3201399 B1 EP 3201399B1 EP 15788123 A EP15788123 A EP 15788123A EP 3201399 B1 EP3201399 B1 EP 3201399B1
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EP
European Patent Office
Prior art keywords
wall
concrete
fluid
prestressing
volume
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EP15788123.6A
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English (en)
French (fr)
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EP3201399A1 (de
Inventor
Bertrand Steff De Verninac
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Soletanche Freyssinet SA
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Soletanche Freyssinet SA
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/38—Foundations for large tanks, e.g. oil tanks
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them

Definitions

  • the present invention relates to the construction of buried structures, more particularly buried storage tanks designed to contain a fluid, in particular a liquid, for example water.
  • These tanks typically comprise an outer wall buried in the ground and forming a ground support system delimiting a first volume to be excavated, a raft, and an inner coating covering the outer wall and sealingly connected to the lower slab, so to seal a storage space for the fluid.
  • This inner liner is traditionally formed of steel or reinforced concrete cast directly against the outer wall and in one piece with the raft.
  • the outer wall and liner face significant tensile and compressive forces due to ground and groundwater pressures as well as internal fluid pressure.
  • the inner lining needs important reinforcements to withstand the shrinkage of the concrete that constitutes it, the thermal stresses during the setting of said concrete, and high circumferential stresses, which can lead to cracking.
  • An object of the present invention is to provide a method of manufacturing a buried storage tank, in particular a buried tank for storing a fluid, in particular a liquid, having improved and durable resistance to cracking, easy to implement, economical and not requiring the use of a significant amount of materials.
  • Another object of the present invention is to provide a buried storage tank having improved and durable crack resistance.
  • the patent BE 418786 discloses a method of manufacturing a buried storage tank with radial prestressing, but without means to easily adjust this prestressing.
  • the inner wall forms an inner liner which delimits, within the first volume, a sealed storage space for a fluid to be stored.
  • this inner wall may be subjected to a radial prestressing force oriented towards the interior of the storage space before a fluid is introduced into this space for storage.
  • the inner wall is deformed inwardly of the storage space, and is subjected to a circumferential compressive stress.
  • a radial direction is defined as a direction perpendicular to the axis of the structure and passing through this axis.
  • a circumferential stress applied to said structure is in this case orthoradial, that is to say perpendicular to such a radial direction and to the axis of the structure.
  • the circumferential stress due to the preload compensates for a portion of the circumferential tensile stress in the inner wall induced by said inner pressure, so that resulting tensile stresses in the inner wall are maintained at sufficiently small amplitudes to not require the implementation of substantial reinforcements, or even completely avoid the implementation of a reinforcement.
  • the inner wall experiences limited traction, and crack formation is limited or even avoided.
  • the concrete walls usually retract during the setting of the concrete.
  • conventional construction methods where the inner wall is cast directly against the outer wall, creating a space between the two walls due to the shrinkage allows the inner wall to deform outwardly when filling the space storage with the stored fluid.
  • the inner wall must then be further strengthened to limit cracking.
  • the circumferential compressive stress created in the inner wall due to prestressing blocks the relative movement of the inner and outer walls so that the tension created in the inner wall, and consequently the width of the cracks created in it, are limited. Reinforcing means of the inner wall can therefore be even more limited or even omitted.
  • the rheology of the fluid and the casting sequence are advantageously chosen to adjust the pressure applied to the inner wall.
  • the method according to the invention may also comprise controlling the rate of introduction of the prestressing fluid into the intermediate space.
  • the method may also include controlling at least one pressure within the space.
  • limit values for the minimum and maximum pressures of the prestressing fluid within the intermediate space are established before starting the casting.
  • compression limit values of the inner wall during the filling of the intermediate space are predetermined.
  • the top of the intermediate space is sealed, the sealed intermediate space remaining connected to pressurized feed means into a filling substance, and the filling substance is introduced into the space intermediate via said supply means so as to increase the prestressing force applied to the inner wall.
  • the filling substance is generally a fluid, which may be the prestressing fluid or which may be a different fluid, which may in this case be added after introduction of the prestressing fluid for example to adjust the prestressing pressure or increase this pressure during the life of the work, if it decreases.
  • the prestressing of the inner wall can also be obtained (in addition or as an alternative to the method described above) using conventional methods.
  • the inner wall may be prestressed using prestressing frames, including frames installed horizontally around the inner wall.
  • the reinforcements may be for example cables or bars.
  • the present invention also relates to a buried storage tank, in particular a tank for storing a fluid such as water, which can be obtained by the manufacturing method mentioned above.
  • the buried storage tank comprises an underground structure comprising an outer wall forming a first closed contour delimiting a first volume, a slab, and an inner wall forming a second closed contour delimiting a fluid-tight storage space for a fluid.
  • the reservoir within the first volume, the reservoir being adapted to be in a filled state in which a fluid is stored in the storage space or in an empty state in which the storage space is empty, the reservoir comprising means preloading means for applying on the inner wall a prestressing force directed towards the inside of the storage space in at least one configuration, so that in the empty state of the reservoir the inner wall is stressed circumferential compression.
  • the outer wall and the inner wall are separated from each other by an intermediate layer, the intermediate layer comprising, as prestressing means, concrete that has set, which, in its fluid state, is provided for applying a force radial prestressing on the inner wall. More specifically, the intermediate layer comprises a first volume of set concrete and a second volume of concrete introduced only after the first volume has set.
  • the inner wall may be a concrete wall, particularly a reinforced concrete wall, or may be formed of steel.
  • the subterranean peripheral structure may have a circular or oval shape.
  • the intermediate layer can extend continuously over the entire periphery of the inner wall.
  • FIGS. 1 to 5 illustrate a buried storage tank according to an exemplary embodiment of the present invention, in particular a tank provided for storing fluids, and in particular liquids such as water.
  • a reservoir has for example an outer diameter of between 10 and 60 meters, and a total height of between 10 and 100 meters.
  • the tank 100 shown in the figure 1 , comprises an underground structure comprising an outer wall 20 forming a first closed contour delimiting a first volume V1, a base 10, and an inner wall 30 forming a second closed contour delimiting, inside the first volume V1, a storage space S-tight for a stored fluid W.
  • the bottom and the top of a structure are defined along a vertical axis, the lower part referring to the lower part of the structure, directed towards the depth of the ground.
  • the tank 100 is open at its upper end 100a.
  • the tank is provided with a cover structure.
  • a filled state of the tank 100 is defined as a state in which a fluid is stored in the storage space S.
  • a state where the storage space S is empty is defined as an empty state of the tank 100.
  • the reservoir comprises, in the example of the figure 1 , prestressing means provided in at least one configuration for applying to the inner wall 30 a radial prestressing force oriented towards the inside of the storage space and for applying at the same time to the outer wall 20 a Radial preload force oriented outward of the storage space. Because of said means, in the empty state of the reservoir, the inner wall 30 is subjected to a circumferential compressive stress.
  • the outer wall 20 is first formed in the ground G and the soil contained in the first volume V1 thus defined is then excavated.
  • the raft 10 is then formed.
  • the outer wall 20 and the base 10 thus form the basic structure of the reservoir shown on the figure 2 , which defines in the soil a correspondingly shaped excavation.
  • the outer wall 20 forms a thick vertical retaining wall having its outer surface 20c in contact with the ground G.
  • the outer wall 20 has a generally cylindrical shape extending around a main vertical axis X1 .
  • the outer wall 20 when viewed in projection in a horizontal plane, has a circular shape. In other embodiments, however, the outer wall 20 may have any other suitable shape, particularly an oval shape.
  • the outer wall 20 is typically made of reinforced concrete. It can for example be realized by the technique of the walls molded in situ, in particular by producing a plurality of individual molded panels, afterwards or alternately. This example is not, however, limiting, and the outer wall can be manufactured also by the known technique of the Berlin walls or by sheet piling systems or any other technique suitable for the realization of deep foundations. The techniques mentioned above are well known to those skilled in the art and are not described in more detail here.
  • the raft 10 is connected to the outer wall 20, preferably sealingly.
  • the raft 10 extends horizontally from the lower part of the outer wall 20, and is generally made of reinforced concrete.
  • the inner wall 30 is then formed to delimit, within the first volume, a sealed storage space S for the stored fluid W.
  • the inner wall 30 covers the outer wall from the inside and is connected to the base 10 in a sealed manner.
  • watertight seals may be provided at the junction of the inner wall 30 with the raft 10.
  • the inner wall 30 may be made of concrete, especially fiber-reinforced concrete. It can for example be constructed using the sliding formwork technique.
  • the inner wall 30 has a cylindrical shape centered on the axis X1 and thus extends parallel to the outer wall 20.
  • the inner wall 30 is spaced from the outer wall 20 in a radial direction (that is to say a direction perpendicular to the axis X1 and intersecting this axis), over its entire circumference and here over its entire height.
  • a ring or intermediate space 40 is thus formed between the inner and outer walls 30, 20.
  • the aforementioned compression circumferential stress in the inner wall 30 is obtained by introducing a prestressing fluid into the space 40, in a step illustrated in FIG. figure 4 .
  • the prestressing fluid is concrete (marked C in the drawings), which can be poured directly into the intermediate space 40 via one or more hoppers 42.
  • limits for the minimum pressure and the maximum pressure of the concrete C inside the intermediate space are established before starting the casting, and means are used during the casting of the concrete C in the space intermediate 40, to monitor the pressure inside this space 40.
  • These means may comprise sensors 50 as illustrated on the figure 4 , such as pressure sensors, connected to the surface to provide real-time results to operators.
  • the concrete C is chosen to have a slow grip, so that it begins to take up the space 40 only after the intermediate space 40 has been completely filled, thus ensuring that the force of F1 pressure exerted by the poured concrete C at the lower end of the inner wall 30 is maximum.
  • the ring formed between the inner and outer walls 20, 30 forms an intermediate layer 70 of concrete.
  • the intermediate layer forms a structure distinct from the outer and inner walls, a first and a second joining surface being clearly visible between the intermediate layer 70 and the outer wall 20 and the intermediate layer 70 and the inner wall 30, respectively.
  • a molded construction between the outer and inner walls forms a unitary construction with said walls, preventing voids from being formed between them.
  • the figure 5 shows the reservoir once the concrete C has hardened and the storage space S has been filled with stored fluid, including water W.
  • the internal pressure exerted by the stored fluid W on the inner wall 30 is represented by the arrows F3, on the figure 5 .
  • the inner wall 30 tends to deform outward (i.e., out of the storage space), thereby inducing a circumferential tensile stress in the inner wall.
  • the resulting deformation of the inner wall 30 is amplified by the dashed line D2, on the figure 5 .
  • the maximum pressure in the intermediate space does not exceed a predetermined value.
  • compression limit values applied to the inner wall 30 during filling of the intermediate space 40 may be pre-established and means (not shown) may be provided to control deformation of the inner wall 30 during prestressing, by example of strain gauges.
  • the concrete C can be introduced in several phases in the space 40.
  • a first concrete volume C1 is introduced into the space 40 in order to fill a part (here the lower third) of the intermediate space 40.
  • a second volume of concrete C2 is introduced in the intermediate space, thus filling a second part (here a second third) of the space 40.
  • the pressure obtained in the intermediate space at atmospheric pressure may not be sufficient.
  • the top of the intermediate space can be sealed by a cover 62 as shown in FIG. figure 7 , and additional pressure can be applied.
  • the sealed intermediate space can be connected to supply means 60 configured to deliver a filling substance into this intermediate space, the filling substance being the same or different from the prestressing material, and the filling substance can be introduced into the intermediate space under pressure, via the supply means 60.
  • the additional pressure can be applied from the top of the space, through a hole 64 formed in the cover 62, or through holes 66 placed in any locations of the inner wall 30, depending on the compression referred to each location.
  • the prestressing force applied to the inner wall is thus increased.
  • the exemplary embodiment of the figure 8 provides another solution to achieve the desired final compression at each location of the coating.
  • prestressing of the inner wall is further improved here by prestressing reinforcements 80 arranged horizontally inside the intermediate space 40 and surrounding the inner wall 30. cables can be installed in the space 40 before introducing the prestressing fluid.
  • the inner wall may be further prestressed using vertical prestressing reinforcements 82, for example anchored in the concrete base 10 and fixed to the upper end of the inner wall 30.
  • vertical prestressing reinforcements 82 for example anchored in the concrete base 10 and fixed to the upper end of the inner wall 30.
  • FIG. Figure 9A which is a sectional view along line IXA-IXA of the figure 9 a plurality of cables 82 may be distributed in the circumferential direction, preferably in a regular manner.
  • the prestress fluid may not be a hardenable material such as concrete.
  • the prestressing fluid may for example be water or any other fluid remaining in a liquid state.
  • the intermediate layer 70 is made of a liquid, the liquid exerting a force on the inner wall 30 inwardly of the storage space 10 throughout the life of the reservoir.
  • openings such as holes 64, 66 described with reference to FIG. figure 7 can advantageously be kept accessible so that prestressing fluid or any other filling substance can be added to the intermediate space in order to maintain the adequate pressure on the inner wall 30 throughout the life of the reservoir 100 .

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
  • Filling Or Discharging Of Gas Storage Vessels (AREA)

Claims (10)

  1. Verfahren zur Herstellung eines in der Erde befindlichen Speicherbehälters (100), umfassend wenigstens die folgenden Schritte:
    - Ausbilden einer Struktur im Boden, umfassend eine Außenwand (20), welche eine ein erstes Volumen (V1) begrenzende erste geschlossene Kontur bildet, eine Bodenplatte (10) sowie eine Innenwand (30), welche eine zweite geschlossene Kontur bildet, die einen dichten Lagerraum (S) für ein Fluid innerhalb des ersten Volumens (V1) begrenzt, so dass die Außenwand (20) und die Innenwand (30) voneinander beabstandet sind, so dass zwischen ihnen ein Zwischenraum (40) ausgebildet ist, und
    - Anlegen einer zum Innenraum des Lagerraums (S) gerichteten Vorspannkraft an die Innenwand (30), indem der Zwischenraum (40) mit mindestens einem Vorspannfluid (C) gefüllt wird, so dass die Innenwand mit einer umlaufenden Druckspannung beaufschlagt wird, wobei das Vorspannfluid (C) die Vorspannkraft auf die Innenwand (30) ausübt, wobei das Vorspannfluid (C) ein härtbares Material ist und Beton umfasst, insbesondere langsam abbindenden Beton,
    wobei das Verfahren dadurch gekennzeichnet ist, dass ein zweites Betonvolumen erst dann in den Zwischenraum (30) eingebracht wird, wenn ein erstes Betonvolumen innerhalb des Zwischenraums bereits abgebunden hat.
  2. Verfahren nach Anspruch 1, bei dem die Einleitungsgeschwindigkeit des Vorspannfluids (C) in den Zwischenraum (40) gesteuert wird.
  3. Verfahren nach einem der Ansprüche 1 oder 2, bei dem wenigstens ein Druck innerhalb des Zwischenraums (40) gesteuert wird.
  4. Verfahren nach einem der Ansprüche 1 bis 3, bei dem die Oberseite des Zwischenraums (40) verschlossen wird, wobei der verschlossene Zwischenraum mit Mitteln zum Zuführen (60) einer Füllsubstanz verbunden bleibt, und die Füllsubstanz über die Zuführmittel (60) in den Zwischenraum eingebracht wird, um die an die Innenwand (30) angelegte Vorspannkraft zu erhöhen.
  5. Verfahren nach einem der Ansprüche 1 bis 4, bei dem die Innenwand (30) gebildet wird, nachdem die Außenwand (20) gebildet worden ist und nachdem der Boden innerhalb des ersten Volumens (V1) entfernt worden ist.
  6. Verfahren nach einem der Ansprüche 1 bis 5, bei dem die Innenwand (30) unter Verwendung von Spannbewehrungen (80, 82) vorgespannt wird.
  7. In der Erde befindlicher Speicherbehälter (100) mit einer unterirdischen Struktur, umfassend eine Außenwand (20), welche eine ein erstes Volumen (V1) begrenzende erste geschlossene Kontur bildet, eine Bodenplatte sowie eine Innenwand (30), welche eine zweite geschlossene Kontur bildet, die einen dichten Lagerraum (S) für ein Fluid innerhalb des ersten Volumens begrenzt, wobei der Behälter dazu ausgelegt ist, sich in einem gefüllten Zustand zu befinden, in dem ein Fluid in dem Lagerraum gelagert ist, oder in einem leeren Zustand, in dem der Lagerraum leer ist, wobei der Behälter Vorspannmittel aufweist, die dazu vorgesehen sind, in wenigstens einer Ausführung an die Innenwand (20) eine zum Innenraum des Lagerraums (S) gerichtete Vorspannkraft anzulegen, so dass in dem leeren Zustand des Behälters die Innenwand (30) mit einer umlaufenden Druckspannung beaufschlagt wird, wobei die Außenwand (20) und die Innenwand (30) durch eine Zwischenschicht (70) voneinander getrennt sind, und wobei die Zwischenschicht (70) als Vorspannmittel Beton, welcher abgebunden hat, umfasst,
    wobei der Behälter (100) dadurch gekennzeichnet ist, dass die Zwischenschicht (70) ein erstes Volumen an abgebundenem Beton und ein zweites Volumen an Beton umfasst, das erst eingebracht wird, wenn das erste Volumen abgebunden hat.
  8. In der Erde befindlicher Speicherbehälter (100) nach Anspruch 7, bei dem sich die Zwischenschicht (70) über den gesamten Umfang der Innenwand (30) durchgehend erstreckt.
  9. In der Erde befindlicher Speicherbehälter (100) nach einem der Ansprüche 7 oder 8, bei dem die Innenwand (30) eine Betonwand ist.
  10. In der Erde befindlicher Speicherbehälter (100) nach einem der Ansprüche 7 bis 9, bei dem die Innenwand (30) aus Stahl besteht.
EP15788123.6A 2014-10-01 2015-10-01 Verfahren zur herstellung eines unterirdischen speicherbehälters und entsprechender behälter Active EP3201399B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FR1459353A FR3026755B1 (fr) 2014-10-01 2014-10-01 Procede de fabrication d'un reservoir de stockage enterre et reservoir correspondant
PCT/FR2015/052627 WO2016051097A1 (fr) 2014-10-01 2015-10-01 Procede de fabrication d'un reservoir de stockage enterre et reservoir correspondant

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EP3201399A1 EP3201399A1 (de) 2017-08-09
EP3201399B1 true EP3201399B1 (de) 2019-11-27

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EP (1) EP3201399B1 (de)
FR (1) FR3026755B1 (de)
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WO (1) WO2016051097A1 (de)

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CN112523220B (zh) * 2020-12-03 2022-09-27 中国葛洲坝集团第一工程有限公司 明浇廊道外侧结构面附着式工作台车施工系统及方法
CN116696140B (zh) * 2023-06-14 2026-04-21 中桂电力设备有限公司 一种预应力电杆法兰盘组件

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JPS4917514A (de) * 1972-06-12 1974-02-16
WO2012025911A2 (fr) * 2010-08-24 2012-03-01 Thierry Labrosse Procédé de construction de réservoir et réservoir de stockage

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SG11201702698SA (en) 2017-04-27
FR3026755B1 (fr) 2016-12-02
FR3026755A1 (fr) 2016-04-08
EP3201399A1 (de) 2017-08-09
WO2016051097A1 (fr) 2016-04-07

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