CS233714B2 - Tank with watertight coating - Google Patents

Description

BACKGROUND OF THE INVENTION The present invention relates to a building structure with a water impermeable jacket, in particular a tank, for example a storage tank for storing liquids, a swimming pool or the like, which is formed of prefabricated reinforced concrete slabs connected to each other at least partially by waterproofing joints. The cladding of a building construction is generally understood to mean walls, floor and ceiling slab, which may be of any shape and dimensions, for example planar, cylindrical, arched and the like.

The advantages of building structures made of prefabricated concrete or reinforced concrete components are well known. This type of building construction has established itself to a very wide extent in the field of building construction and also in certain areas of civil engineering are gaining more and more use. However, no solution has yet been known which would allow the installation of civil engineering objects in which liquids, such as storage tanks or pools, could be stored, or which could be secured against the penetration of groundwater from the building surroundings into its interior from prefabricated reinforced concrete parts.

During the development of these constructions, the experts only reached the stage where the walls and the columns or the supporting columns of the ceiling could be finished, as well as the ceiling construction of prefabricated elements, but these pre-fabricated parts had to be laid on the bottom plate. made of monolithic concrete on site. At the same time, these bottom plates formed the flat foundation structure of the entire tank and had to be oversized in order to be able to transfer loads at a later stage of installation and operation through the intermediate columns on which the ceiling structure rests. The prefabricated reinforced concrete panels of the peripheral walls are solid, flat or framed structural members which are joined together by a reinforcement protruding into the joints and additional joint joint joint grouts, the joints often being shaped for a locking connection; in some other constructions, the components, possibly with toothed front faces, were joined to each other by a plastics concrete grout.

However, these known solutions have a number of drawbacks, so that, overall, these structures can be described as inconvenient. The basic problem is that a tank made of monnlitic reinforced concrete bottom and prefabricated walls made of pre-fabricated parts has only a partial impermeability to water, which results both from the fact that the pre-fabricated reinforced concrete and the molten-steel bottom plate are not produced uneconomically. and with excessive static oversizing and not excessive thickness, they carry water, and secondly, the joints of the individual pre-fabricated parts and the molten steel bottom do not rub. sufficient resistance to water penetration. Therefore, concrete tanks must be provided with a waterproof layer of plaster or a retarded layer, optionally with a coating or spraying of plastic or another insulating layer to ensure the necessary waterproofing.

Another significant drawback of the known concrete tanks is the fact that pre-embedded reinforced concrete wall panels are manufactured as single-purpose prefabricates for a single use in the tank for which they have been designed, so that they cannot be used for tanks of other sizes to make another. object or other type of construction. For this reason, the construction cost of this construction considerably exceeds all other investment cost values occurring in comparable other construction structures. Since the cost of the pre-fabricated parts is higher, the smaller the number of such parts is produced in a single mold and wall-manufacturing process.

A further disadvantage of these known structures of reinforced concrete tanks is that they do not even meet the aesthetic demands placed on flat structures, since they are predicted to be embedded in the ground in a large number of cases. However, at high groundwater levels, the installation of these tanks in the field entails additional necessary costs, since instead of pre-fabricated parts, monolithic concrete walls have to be created in such cases in order to produce a rigid box at the top, which is then gradually lowered into the gradually excavated pits. In such cases, a compromise solution is usually chosen where part of the tank remains above the ground and only a part of it is recessed in order to reduce the high cost of setting up the walls, not laborious excavation of the pit and lowering the groundwater level. embankment. Such a forced solution is in no way aesthetic, because the massive body of the embankment is disturbing in the landscape, even if the slopes of the embankment are grassed or even provided with stone cladding. The refueling mass of the tank creates a mound in the terrain that disrupts the original appearance of the landscape and gives an unnatural impression, while the protruding fans and fittings of the filling devices give the impression that it is a military object. From aesthetic point of view, these drawbacks are particularly unacceptable when fitting the tank into recreational or urban areas of towns and villages.

Another drawback is the hitherto unresolved problem of waterproofing and thermal insulation used in previously known tank designs.

Due to the large number of these drawbacks, concrete tanks have not yet been produced as type objects, but still water and other liquid storage tanks or similar objects are mainly prepared as Ololithic reinforced concrete structures, designed individually for each case, even though construction designs are already known. structures from pre-fabricated building components. However, the prefabricated tanks are still moonlit from pre-fabricated parts designed and manufactured specifically for the case of the skin having special joints, these tanks usually being wrapped with prestressing reinforcement and lowered below the ground.

In one known construction of a reinforced concrete tank, described in German patent specification no.

684 733, the circumferential walls of the circular plan tank are mounted from arcuate solid pre-fabricated parts. The tightening of the joints is ensured by enclosing the tank perimeter with steel strips.

The disadvantage of this construction is the complex manufacture of the individual pre-fabricated parts and the disadvantageous construction of the joints, which requires laborious additional wrapping of the tank with a steel strip which is largely exposed to the risk of rusting. however, corrosion problems occur with all types of prestressing reinforcement which is wrapped around the outer perimeter of the tank.

From U.S. Pat. No. 1,554,174, a container is known which, in plan view, has the shape of a polygon with a large number of sides, so that its shape also approaches a cylindrical shape. Also in this solution, specially designed wall components and specially formed joints are used, which are pulled out of two interlocking protrusions, which overlap each other and are interconnected by steel interlocking plates, which are interconnected by means of ribbon strips. The interior space of the joint is then filled with movable concrete grout.

SSR Patent Nos. 1,434,829 and 1,434,839 disclose tanks made of specially designed and fully prefabricated components. In this case too, the joints of the individual components are quite complex and, as in the previous embodiments, the tank must be provided with an additional layer of insulating material to achieve the required watertightness.

The foil in the invention has solved a structure for storing a scalded, a water tank, in particular a tank design, for example a storage tank, a swimming pool or the like, which could be manufactured from standard pre-fabricated components that do not require special design preparation, the finished tank also meeting high aesthetic requirements.

The invention is based on the knowledge that when using pre-fabricated concrete tanks which have the necessary water-tightness and sufficient load-bearing capacity for external loading forces, prefabricated tanks of pre-fabricated structural components which are made of functional and economically equivalent to iron tanks.

In the case of larger tanks, the foundation structure can be divided into several types of foundation in different conditions on the foundation conditions, so that tanks can be formed whose base plate, side walls and possibly also internal columns act as tamper-proof structures so that the joints of these parts are not they are subjected to the stresses of the known ConCoCcc so that they can be produced at a lower cost as sufficiently impermeable. On the other hand, the joints of the pre-machined studs and the workpieces are designed in such a way that the assembly of the entire building structure takes place very quickly and places little demands on live work. The labor and labor time required for assembling the structure according to the invention is approximately one quarter of the time requirements of the known structures. The forming of the concrete jaw forming the lower support structure for the wall panels can be carried out equally quickly, since it is placed between the terrain slopes instead of the interdisciplinary side of the embankment.

The above-mentioned deficiencies are eliminated and the stated objective is solved here: a construction with a non-water-cladding, especially a tank, swimming pool, etc., whose side walls and bottom plate, i.e. its peripheral cladding, is at least partially formed from Water-tight joints according to the invention, characterized in that in the pre-fabricated reinforced concrete sections, in particular, parallel channels for the drainage of water penetrated into the components of the drainage elements are formed in parallel to each other. Plate předdyžobené reinforced concrete panels may be biased at least in the direction of ^d internal vodňoveaíý ^sic anal ^ku, but especially ^E on both at the ^{b l} e co Myc ^h directions is UBZ zv.ýš ustvta ^ S ^{and for} consequently oecгopustnost raaatriálo parts. In the construction of larger tanks with larger dimensions, the foundation structures are located under individual load-bearing structures with different loads, for example below the vertical circumferential walls of the inner piers. Also, the side wall panels are separated from each other. ooning different settlement of adjacent parts of the structure. Expansion joints contain elastic sealing material, eg synthetic sealant.

According to a preferred embodiment of the invention, the circumferential structure of the tank is made of prex glazed _ч reinforced concrete panels in the form of a rectangular parallelepiped, in whose joints parallel to the longitudinal drainage channels are reinforced concrete rods and the joints are filled with grout, especially plastic.

According to another preferred embodiment of the invention, the side walls of the tank are formed by reinforced concrete prefabricated elements in the form of a rectangular parallelepiped which are supported by their longitudinal edge edges on vertical columns, the channels in the walls being predominantly rolled. According to a further feature of the invention, the circumferential walls are formed of prefabricated reinforced concrete panels in the form of a rectangular parallelepiped which are clamped in their upper and lower ends in load-bearing members carrying loads in the longitudinal direction, the channels in the walls being predominantly vertical. The circumferential walls may also be formed of prefabricated reinforced concrete panels in the form of a rectangular parallelepiped which are stacked and in which drainage channels are formed with a horizontal longitudinal axis. Such a solution is advantageous in those cases where the building structure is supported on a granular soil and where good foundation conditions do not require separation of the base plate and thus of the peripheral walls into individual self-rotating sections. ·

In other cases, the building structure is partially embedded in the terrain and its side walls are sloping and leaning against the sloping walls of the earth embankment, the bottom plate being horizontal.

According to another feature of the invention, the channels in the peripheral structure of the building, in particular in the side walls and the bottom plate, are connected to a drain line for draining penetrated water or penetrated moisture, the adjacent drain lines of adjacent reinforced concrete components being connected by connectors, for example by connecting pipes.

Also preferred is a foundation construction according to another aspect of the invention, in which circumferential vertical walls as well as circumferential vertical columns are supported on prefabricated foundation feet and the space above the foundation feet is filled with a combined foundation strip surrounding the heel portions of the wall panels and the perimeter columns.

For a further embodiment of the invention, it is characteristic that adjacent pre-fabricated reinforced concrete members are connected to one another by monoitic concrete beams, concreted in the joint between adjacent interface surfaces of prefabricated parts, into which longitudinal drainage ducts extend and whose sections are filled with inserted connecting cores.

According to another feature of the invention, a microporous rubber band is inserted into the joint between two superposed preforms, which is compressed by the weight of the upper prefabricated element, or a sheet of sheet metal is inserted into the joint. Instead of or in addition to these sealing elements, a microporous rubber strand is pushed into the joints between two adjacent pre-fabricated reinforced concrete panels. Rubber joints or shaped sheet metal strips can also be inserted into the joints, which are placed under the edges of the joints away from the surfaces of the preformed parts that come into contact with the stored liquid. The part of the joint facing the surfaces of the pre-fabricated reinforced concrete panels facing the stored capaine is filled in addition to a rubber band, a shaped metal strip or a microporous rubber strand, with a monolithic concrete grout, in particular a plastics grout, in which at least one rod.

According to another aspect of the invention, are prefabricated reinforced-concrete elements prestressed me ^{th wires} umíšenými indenture or at least převáné bliízkosti ovrc ^{p h} o ^{s p} loc says ^hy ^ s facing away from the surface in contact with the stored liquid. This positioning is advantageous in terms of protecting the reinforcement against corrosion, as will be explained in more detail below. According to an exemplary embodiment of the invention, the building structure is in the form of a swimming pool, the side walls of which are made of pre-fabricated quadrilateral prism reinforced concrete panels, preferably arranged in two rows and provided with horizontal continuous channels. the upper rows and extend towards the interior of the pool in front of the inner face of the top row panels and form a circumferential step in the wall of the pool. In honny prefabricated panels is closed by an upper longitudinal channel above the perforated concrete ribs, which is part betonového'dílce is ^H oz openings urn ° nují access in the ^{soil at} a horizontal torního tonálto on kt era is then connected to exhaust system to remove the water from the formed overflow trough on top of the pre-fabricated part.

According to another embodiment of the invention korútrétního structures created in the form pool ^you zapuš n ^eh into a terrain that is al.es ^{p p} Odell on part of its vněěší .stÉSny o ^p en lodged at ^of passage, bounded from one side to the outer side wall the longitudinal passage is covered from above by a ceiling made of prefabricated reinforced concrete panels, which are located at one end on the edge of the terrain at the top of the slope and on an ooooitic rim laid at ground level, while the other end of the prefabricated horizontal panels it is mounted on a peripheral moooZitiekem, formed on the top of the side walls of the pool.

According to a further feature of the invention, the vertical circumferential columns supporting the circumferential walls are made of steel. beams, the lower end of which is anchored in the foundation strip and the upper end of the oozoitic peripheral ring. For example, the perimeter posts are formed from pairs of U-beams facing each other with their flanges between which a vertical joint of adjacent pre-fabricated reinforced concrete wall panels extends, the gap between the outer surface of the steel beams and the wall panels being filled with an embossed microporous rubber strip. Both opposing steel beams are filled with concrete, including the joint between the wall elements. The lower end of the vertical columns with rigid steel beam reinforcement is supported on the base plate support beams in which it is provided with a horizontal part embedded in the base plate. Mootage of the pre-fabricated reinforced concrete members is substantially facilitated by a solution according to another feature of the invention, in which a horizontal rim, interposed between the foot rim in the ceiling rim and formed of steel beams, is connected to the vertical columns with rigid steel reinforcement.

According to a preferred embodiment of the invention, the building structure according to the invention is supported on support pillars above ground level, wherein the foundation slab of the building structure rests on the main beams in girders, pre-fabricated in stepped or concreted in place on the heads of the support pillars. Above the main beams in the dies there is a molar concrete support beam in the base plate, to which are connected oozoLtOtIoL concrete core parts extending into the cavities in the channels of the pre-wall walls, and are inserted into these cores to prevent the end plates from turning. reinforcing bars running perpendicular to the direction of the reinforced concrete support beams. The advantages of this arrangement will be explained in more detail below.

At the same time, according to a further feature of the invention, wider and narrower joints are formed in the base plate or bottom plate, also in the peripheral walls, by individual prefabricated panels, and by filling the wider joint joints with an iron zone, the bearing plates are formed in the bottom plate.

The solution ^{of p} ccording invention is achieved by the new computer Numerous ^h Vysis ilčlnto compared with known constructions similar konntrucec tank, which is not achieved by any of the known structures of this type.

By using the solution according to the invention, it is in particular possible to finish the storage tanks nv of water in a similar building construction practically in full extent from pre-fabricated parts in order to achieve the widest possible use of these new rational building elements. In addition, the pre-fabricated components used are not single-purpose, only required for one type of building size, but are universally applicable to all types of tanks.

From an economic point of view, it is particularly important that nearly 50% of the volume of the components according to the invention are channels and cavities, i.e. a reduction in material consumption is achieved. At the same time, there is a substantial reduction in the in-house component's own hour, which is particularly advantageous for the transport and lifting of components, and is also reflected in the dimensioning of the foundations.

The containers according to the invention can be built much faster and at a lower cost than previously known and constructed containers of a similar type. ^^ dviṭ these skutečnootí still increases by IE breasts invention nem ^ it is sunk into the ground, so no large increase None ^of the ^{y P} y ^and CE and offers moížnoot rise from ^ Ia ^ ru ^fr cord for the úfoveň Other groundwater, if the water is at a low depth below the terrain.

This also eliminates the costs and operations that would otherwise require the drainage of the construction pit and the lowering of the groundwater level around the pit or the sealing of the pit. The superstructure according to the invention can even be built on supports above the terrain, whereby at this type of storage the cost of foundation is mixed! to minimum values. If, however, the building structure is to be constructed as an underground structure, or if it is located below the surface of the groundwater, for example in a tunnel under the ground, then the pit can be made painfully and below the water level using joints. ! panels, ^for opařenými svislýfai anól_ ^_<y ^ are filled BE novátaím not place under Blade ^ ou water.

Since the pre-fabricated sidewall and bottom panels themselves have sufficient insulating capability for water penetration through the shell of the tank, it is not necessary to provide the construction of the invention with additional insulating layers such as sputtering layers of asphalt or plastic insulating materials, waterproof plaster etc.

In the case of numnoots, thermal insulating layers and flakes may be interposed between the outer ribs, which do not interfere in any way with the external appearance of the tank.

Particularly important are the aesthetic values of the container according to the invention. The scaling of the outer side of the shell with a system of external vertical pillars forming a grid, dividing the drab outer surface of the tank, allows the formation of a radius radius which is compatible with modern building blocks. The construction of the water storage tank according to the invention fits harmoniously within the framework of the surrounding landscape, even if it stands alone. Also important is the moon structure according to the invention, i.e., by shifting the individual pre-fabricated components side-by-side, and possibly to each other, structures of theoretically arbitrary shape standing virtually on any plan and having the form of a tank or other building can be formed. It is also possible to make a roof structure with the same structure of components as the side walls and bottom plate.

1 shows a vertical section of a part of the tank, taken along the plane II of FIG. 2, and its prefabricated wall elements are provided with vertical ducts, and a vertical column is located at the cassette joint between the wall elements. Fig. 2 shows a horizontal section of a part of the tank, taken along the line II-II in Fig. 1, Fig. 2, and a vertical section of a part of the bottom plate showing another moonnst of the interconnection of the horizontal preforms, Fig. 3, vertical Fig. 4 is a cross-sectional view along the line III-III of Fig. 4, with its prefabricated elements supported in the longitudinal direction; 6, FIG. 6 shows a horizontal section through part of the tank, taken along the plane VI-VI in FIG. Figures 5, 7 and 8 show a schematic representation of the static behavior of preformed four-sided prism-shaped structural members in the transverse direction, Figures 9 and 10 are side views of an exemplary embodiment of the tanks according to the invention showing the external appearance of the construction according to the invention 11 shows a vertical section through a fourth embodiment of a tank according to the invention for sport purposes; FIG. 12 shows a horizontal section through a part. 11, FIG. 13 is a vertical sectional view of the tank shown in FIG. 11 in circle XII, FIG. 14 is a vertical sectional view of the container by carrying out a water storage tank in two variants having different depths; Fig. 15 is a horizontal cross-sectional view taken along line VIII-VIII in Fig. 14, Fig. 16 is a detail XIV of Fig. 14 on an enlarged scale; Fig. 17 is a detail section XVII of Fig. 15 on an enlarged scale; Fig. 19 shows a vertical section through the plane XX along Fig. 18, Fig. 20 shows a longitudinal vertical section along the plane XI-XI from Fig. 18, Fig. 21 is a vertical cross-sectional view of a preferred embodiment of the bottom plate connection of the tank to the top of the vertical support that is the center support; Fig. 22 a vertical cross-section of the bottom plate connection with the vertical support; A section along the line IX-IX of FIG. 17.

The side walls as well as the bottom plate g of the tank according to the invention are formed from pre-fabricated reinforced concrete panels χ (Figs. 1 and 2), in which passage channels 2 having a circular cross-sectional shape are formed in exemplary embodiments. The individual reinforced concrete members 1 are preferably rectangular in horizontal section and each reinforced concrete member 1 is prestressed by a prestressing reinforcement which extends in particular parallel to the longitudinal axes of the channels 2, i.e. in the longitudinal direction of the manufactured parts 1. J. in two perpendicular directions. The individual prestressing wires 3 guided in both directions are shown in the example of FIG. 2.

In the embodiment of the tank of Figs. 1 and 2, the pre-fabricated reinforced concrete panels 1 forming the side wall a are laid on their narrower side, i.e. the channels 2 extend vertically. The channels 2 of the bottom plate g extend horizontally in a horizontal direction. The pre-fabricated reinforced concrete structural members 1 of the circumferential side walls and, in the exemplary embodiment (Fig. 1), are supported on a combined continuous foundation strip 4, to which further description we will return. The base plate 1 is supported on a relatively thin base plate 2 which is circumferentially separated from the combined base web 4 'between the base plate 1 and the base plate g and a plastic film 6 is embedded, but in another. By way of example, the base plate 3 can be separated from the bottom plate g only by a plastic coating applied to the base plate g. Under the base plate 2 and under the base strip 4 is a gravel layer 2.

In the joints e of the joints between the individual pre-fabricated reinforced concrete panels 4 forming the side walls o, there is always one vertical column g and on each column g is supported by one longitudinal edge one reinforced concrete panel 1. The lower part 6a of the vertical column 6 is hollow recesses and the cross-section of the upper portion 8b is U-shaped. The upright columns 5 are precisely mounted on a prefabricated foundation foot 2 provided with a central protruding rib 24 extending into the central hollow recess of the lower portion 8a of the vertical column g; the foundation feet 2 are supported on the base concrete 9b. The foundations 2, the lower portions 8a of the vertical columns g and the reinforced concrete wall panels 1 are embedded with a strip foundation body 9a of molten concrete so as to form a combined foundation strip 4. The foundations 2 rest on the foundation concrete 212 · 2 Fig. It can be seen that the foundation structure of the vertical columns g and of the side walls a is separated from the foundation or placement of the base plate b, i.e. the differently loaded parts of the tank structure also have 8 amottatious foundation structures which are fully separated from each other. the load and the compressible load and the compressor.

However, the roof structure 10 of the tank does not burden the circumferential vertical columns g, but rests on the reinforced concrete panels 1 of the side walls a, on which the hyo-otatic pressure of the stored liquid is applied, by means of a roof ring beam 11. The load from the roof structure 12 is transmitted over the combined foundation strip 4 by the foundation joints. Ni on the outside of the tank are at a distance from. The heat insulating layer 12, for example, made of lightweight brick material, which together with the air-tight layer enclosed between the thermal insulation layer 12 β by the outer surface of the side walls, ensures perfect thermal insulation of the tank.

For collecting and draining the water seeped into the channels 2 of the reinforced concrete panels 1 of the side walls Д and the bottom plate X, there is a collecting channel 13 which is concreted in the combined base strip 4 parallel to the side walls & which can be formed from plastic pipes, for example . Separate manifolds 16a, 16h then enter into the manifold 13 and the manifolds 13a. 13b need not be formed only of tubes, but can also be formed only of grooves.

An expansion joint 14 is formed between the combined base web 4 ^and the bottom plate 4 ^, in which a synthetic resilient filler 14a is received. The expansion joint filler 14a makes it possible to maintain the tightness of the expansion joint 14 with longitudinal flexibility, even at various subsidence of adjacent structures of different loads, and hence the perfect tightness of this part of the tank.

The longitudinal joints of the preformed quadrilateral prisms 1 may have different designs, one of which is shown in Fig. 2. The reinforced concrete members 1 are provided with grooves 15b and tongues T5a on their longitudinal vertical joints and when adjacent adjacent reinforced concrete members 1 are supported. substantially dovetail cavities 15 are formed side by side (FIG. 2). The reinforcing rod 16 is inserted into these dovetail cavities 15 and then the cavity is filled with a monolithic grout 17 made of a concrete mixture, in particular a plastics concrete mixture, to form a waterproof joint between adjacent pre-fabricated reinforced concrete structural members.

The connection of the adjacent reinforced concrete panels 1 of the bottom plate 1 to their narrow sides, on which the individual channels 4 of the adjacent reinforced concrete panels 4 are directly connected, is shown in the right half of FIG. 1, and in detail in FIG. 2a. In the exemplary embodiment of FIG. 1, the joint of width 6 formed between the narrower faces of the reinforced concrete panels 1 is filled with a reinforced concrete grout 20 which extends into the end portions of the non-self-binding channels 4. This solution can be used in cases where the bottom plate 1 is less loaded. At higher water pressure, pipe pieces 2b are inserted into the adjacent channels 2, in reinforced concrete pieces 1, and the gap between the faces having a width, is then filled above and below the pipe piece 212 with a plastic concrete grout 2a.

The prefabricated reinforced concrete building blocks χ (Figs. 1 and 2) are load-bearing in the transverse direction and are supported by their edges on the vertical columns g so that only a small part of the load is transferred to the roof ring beam XX. The reservoir of this construction is suitable, for example, as a reservoir for drinking water, because, due to its impermeability and the advantageous support of the prefabricated elements, it is the most ideal solution for this purpose.

A second embodiment of the tank according to the invention, shown in Figs. 3 and 4, has a similar type of support and formation of preformed reinforced concrete panels χ forming the side walls and and the bottom plate X as in the examples of Figs. χ also run vertically. The same components and details corresponding to the embodiment of Figs. 1 and 2 will not be elucidated again. The difference between the embodiment shown in FIGS. 3 and 4 from that of FIGS. 1 and 2 is primarily that the pre-fabricated reinforced concrete elements χ of the circumferential side walls are supported at the top and bottom and carry the load in the longitudinal direction. At the lower end, the reinforced concrete members χ are embedded in a continuous foundation web 4Д »in which a collecting groove 13c is also formed. at the top they are supported by a roof ring beam 11a _f which is designed so as to partially extend into the vertical channels 6 of the reinforced concrete members χ to distribute the load from the wall elements more evenly to the roof ring beam 11a. 1 and 2.

The entire distance of the roof ring beam 11a is supported on the outside by vertical monolithic columns 8c into which the roof ring beam is. 11a, which may not have a spacing equal to the width of the reinforced concrete panels 1, but may be located at substantially larger intervals. Moonlitic column 8c is mounted in the heel on similar foundation footing 2 *. For clarity, the roof structure of the tank is omitted in this example.

Also in this embodiment of the tank according to the invention, the foundations of the individual components are separated from each other.

The exemplary embodiment of the tank according to FIGS. 3 and 4 is particularly advantageous for swimming pools, but may be embodied, for example, in the form of storage tanks embedded in the terrain.

In a third embodiment of the tank according to the invention (FIGS. 5 and 6) the side walls are formed of £ prefabricated reinforced components j _f constructed on its longer side surface and rnmaících čtyřbokýchxhranolů shape. The construction and design of the plate and bottom are the same as in the previous examples. In the reinforced concrete side wall panels 1, channels 2 are formed which extend substantially horizontally, the term essentially meaning that the channels 2 may have a longitudinal axis which, for example, slightly deviates from the horizontal plane and has a 1% slope to leak. the water could drain to collection points, which in this case are formed in vertical columns 8e. in which the vertical collecting pipes are concreted. 13e for draining the collected soaked water, which drains the water into the horizontal collecting ducts 13d in the combined foundation web 4b '. From the horizontal ducts 2 of the bottom plate 1, the seepage water is discharged via the header 13g to the header channels 11f. which also convey it to the horizontal collecting ducts 13d. For the sake of clarity, the manifolds are 13e. the manifolds 13g and the manifolds made of plastic pipes are marked only by dashed lines and arrows indicating the direction of flow of the discharged water.

The base plate 1 rests on the reinforced base plate 2, the side walls 4 on the combined base strip. The pre-fabricated reinforced concrete panels 1 of the side walls 4 are connected to vertical sound columns 8ef which are T-shaped in cross-section. In this exemplary embodiment, the differential loads are separated from one another. The exemplary construction differs from the previous examples in that the tank is not. roofed and side walls & do not have a roof girder on top. This type of construction is best used as a swimming pool.

•

Included within the scope of-tune-ršlenty invention include those ^Ké ^ ns ^ TR ^ ce ^oádrže, opetřen ^and sidewalls of individual segments, provided šilmými sections resting on earth bank and having a horizontal bottom plate, which is half of its height is embedded in the ground and especially intended for water storage tanks having a larger footprint. In this case, both the side walls 6 and the base plate 7 are made of pre-fabricated reinforced concrete panels 1 in the form of a rectangular rectangular prism, the details of the construction being the same as in the previous examples. _of

FIGS. 7 and 8 show schematically the behavior of prestressed pre-fabricated reinforced concrete members 1 loaded with a load due to the hydrostatic pressure of the water column. The water pressure acts in the direction of the arrow X, by which the reinforced concrete member 1, bearing in a direction perpendicular to the longitudinal axis of the channels 2, deforms along the dashed line 1a, i.e. the water-facing side of the component 1. the member 1 is pulled. ·

If the selected elementary particle χ of the reinforced concrete member 1 is removed from the compressed section, it acts. on the one hand the pressure p ₂ caused by the water pressure in the direction of the arrow X and the perpendicular pressure p ^ caused by the prestressing of the reinforced concrete member 1 by the prestressing reinforcement in a direction parallel to the longitudinal axis of the ducts 2 of the tank facing the water inside the tank under pressure applied in two perpendicular widths so that the risk of breaking the side wall 6 is virtually eliminated and the material layer at the inner side of the peripheral wall is maximally compressed to the maximum value so as to obtain optimum leak tightness. Alternatively, the permeated water flows through small channels mmooství second e'neobjevuje in no case the outer side wall £ · Z ^L it's apparent that the container according to the invention may not require any further waterproofing.

It is quite understandable that for each variant of the exemplary embodiment, i.e. even for the reinforced concrete members χ in the longitudinal direction, the size of the prestressing is chosen depending on the magnitude of the hydrostatic pressure in order to avoid cracks from deformation of the structure The wall 4 which comes into contact with water, the water penetrating inside the reinforced concrete panels 1 and under the bottom plate 4 is freely drained through the channel system 2.

FIG. 6 is a side view of an exemplary embodiment of a tank according to the present invention, the solution of which helps to meet and satisfy even aesthetics of the requirements of the building. A similar view is shown in FIG. 10.

Figures 11 to 13 show exemplary embodiments of medium size tanks having a depth of 2.0 to 3.0 m which can be used for sporting purposes. The side walls and bottom plates are also formed of preformed reinforced concrete panels 1 in the shape of a quadrilateral phenol, in which internal channels 20 are formed in the longitudinal direction. The volume of the internal channels 20 in the reinforced concrete panels 1 is greater compared to the cross-sectional area of the channels 2 FIG. 1 to 6, resulting in some maaerial savings. In the side walls and the inner ducts 20 have a horizontal longitudinal axis and each reinforced concrete member J is supported at the point of contact with the adjacent panel 1, where there is a vertical joint between them, on a vertical monnoltic column 80. In this case, the inner channels 22 extend in the longitudinal direction. The prestressing wires 2 also occupy the same position. In this case only one-way prestressing is used. the wires 2 may be embedded in the ribs of the reinforced concrete members, as is particularly evident from Fig. 13, because at these points they have a greater concrete coverage than in other reinforced concrete slabs of a similar kind used in known constructions.

walls and are assembled from two layers of superimposed reinforced concrete panels 1, which abut with their narrow contact surfaces, reinforced concrete panels 1 of the lower row are wider and so on the inner side arises in the wall of the tank all around ^ оНИа ^ с! Such a stage 22 · ^ Creating tonstoukční howl is ^advantageous zj ⁱ ° ^h yc reasons ^p rotože stronger and thus únoonněSí reinforced concrete elements 1 are held down, i.e., at a place exposed to a larger load. The placement of reinforced concrete members 1 and their narrower side contact surfaces also has the advantage that there are fewer joint joints in the side wall and than in the case of a K: ra1L1 contact surface where the inner channels 20 extend vertically so that it also reduces the risk of water leakage through the joints.

Iron-etónOTé swish ^treatment mo ^^^ ^p y cal compounds maai ⁸⁰ in cross-sectional shape ^of point ^e no T ^ ouží part for supporting the adjacent reinforced concrete segments j along their vertical edges and partially extend into the butt joint between two adjacent reinforced concrete panels 1 wherein the inner surface of the vertical monolithic column 80 lies in the plane of the inner surfaces of adjacent reinforced concrete panels 1, while the outer surface of the vertical monolithic column 80 protrudes from the outer surfaces of the wall reinforced concrete panels and its outer edges form a continuation of the outer edges of the foundation web 40 (FIG. 12). In this exemplary embodiment, no ⁿ z ^ l ^ 4 ^Pa s AC ² is separated from the ^alkyl & des DNA. Creating Monn ^sl tuples ^c EEC of ^ rigid support ^him P, ^and S ^{in 42} ce ^l ^ ^k wd ^d es ^co uh DNA is possible at ^the C ^h at ^ dec ^ ^k dy are in ^b r ^e z ^LC ltdov ^é conditions they may also be prepared by artificial treatment of the ground.

The peripheral reinforced concrete panels 1 of the base plate, which act statically as a grid or support grid, are attached to the inner side of the baseplate 40, which thus assumes essentially the function of a lower annular beam, which is reinforced by vertical apertures. .

The uprights 80a of the T-profile of the vertical monolithic columns 80 extend into a joint c of width c formed between adjacent rails 1 a, and a bottom joint of the same width c between the ferro-concrete members 1 of the base plate b ( fig. 12) and also pass through m) o ^ Noite cc] yM base here ^Fr 40 »I acting ^{on d} axis ^P of the nasal a crown. V ^d esce b ^{d P} rob ^BIH melt perpendicularly к ^p o ^{d HeATING} axis of the channels 2 mo ^ H ^ cal reinforced concrete beams made of reinforced concrete toppings 2a, the concrete during concreting leaks also into the end portions of channels 2 reinforced concrete segments 1, so grate beams are similarly formed in the bottom plate b as in the example of FIG. 1. Other details and base structure details are also similar to the example. of FIG. 1, that is, the slab b of the bottom and the ooonitic reinforced concrete strip 40 are supported on the reinforced concrete slab 5 and the gravel sand layer 7 between the reinforced concrete slab 5 &apos;

The advantage of this exemplary tank design is that the tank size can be increased very simply if desired.

In the side walls a and in the bottom plate b, the inner channels 20 in the reinforced concrete slabs 1 are always opposed, i.e. the longitudinal axes of the inner channels 20 in the adjacent reinforced concrete slabs 1 are identical, so that connecting tubes 2b can be inserted into their end sections. vertical collars 80 or grouts 2a between reinforced concrete panels 1 of the bottom plate b (Fig. 12). Vertical collection tubes 13e are concreted in the vertical collars 80. into which discharge into the connection tube 2b, the inner cannula 20 and the other collector portion, wherein the top, the vertical header pipe 13e connected to the vent pipe 23 »Also channel system plate b of the bottom via a bottom odvětrávncí pipes ^bar 24» stored ^{TOWING é} mooLn ^ tlcIcém lac Z ^ ^ em ^{of PA} are 40 »connected to the outer atmooférou to ensure ventilation odpoovdcajcí internal channels 20. Since the height of the tank in this case is greater, it can uplatait draft effect of the air column, which ensures the effectiveness of the ventilation system.

The upper inner channel 20 of the pre-fabricated reinforced concrete panels 1 can also be formed in the form of a groove extending along the upper edges of the reinforced concrete panels 1. In this treatment, the upper rib of the reinforced concrete panels 1 is cut in several places, for example every three to four meters, not longer than 40 cm in length, and through these slots 25 the upper cavity is connected to the surroundings, thus forming an upper overflow channel. cross-section, then their shape does not need changeable. In the embodiment shown in Fig. 11, however, the upper cavity has a substantially elongated cross-sectional shape, so that its bottom needs to be opaque with an inserted tube 26, for example of plastic.

The overflowing water that enters the overflow trough 27 through the slots 25 is then discharged via a non-aerated discharge line to a buffer tank that can be positioned next to the ilav tank. The openings in the upper surface of the side wall a formed by the slots 25 are covered by turrets (not shown). The grids are not attached to the plastic lining applied to the edges of the slots 25 to be of such a shape that they can maintain the required water level in the pool. In the previously known pool designs, the overflow troughs were self-formed, which was very difficult.

If, for operational reasons, it is necessary to provide a corridor along the circumferential side wall and the tank, the task according to the invention can be achieved very easily.

With the pool embedded in the terrain, the base plate 5 extends beyond the perimeter of the base strips 40 (FIG. 11), the overlapping portion 4 and the base plate 5 swirling the base plate of the corridor 28 &apos; A front slope 2% extends upstream of the front panel 5a of the cladding panel 5, at the upper end of which the outer ring beam 80 is mounted. At the upper ends of the vertical beam columns 80, an iron reinforced concrete ring beam 10 is supported. monoitic columns 80 The rim beam 11 is connected to the outer rim beam 21 by a roof structure 10 which, on the one hand, covers the control corridor 28 and, on the other hand, serves to pass the pool as a supporting structure for a walkway or gallery. The roof structure 10 may be formed from the same reinforced concrete panels 1 as the side walls a or the floor slab b.

When installing the pool on the terrain, a space of about 2.6 m is created under the gallery, so that changing rooms, sanitary facilities, water storage facilities and similar chambers can be set up around the side walls and the tank. at the outer lining end supported and the perimeter may be bridged. The advantage of fitting ^b inclusion in ground level are minimum ^entitlements to ^earth, eliminating ^b and put it zahloubenéno drainage area and construction work can be carried out from ground level.

The formation of a horizontal joint in the side walls is shown in enlarged scale in Fig. JJ showing detail XHII of Fig. 11. A rubber band 30 of microporous rubber is inserted into the joint from the outside and the inner part of the joint is filled with concrete filler 31 » The concrete used to form the moolite filler is B 280, for example, and the concrete filler 31 has longitudinal reinforcement bars 32 which ensure the perfect interaction of the grout with adjacent reinforced concrete panels 1 and ensure the concrete filler 31 of the same character. as mij edge webs 32,34 ferroconcrete ^é element 1 between them ^from the concrete ^and fills 31 mounted. Supposedly, ^from s ^and p ^and 39 to ^the microporous rubber is compressed by the upper železobeonnovým element 1, so as to improve its density and thus nepropp ^ ustněL water. - Lead strips can also be used instead of rubber.

Figures 14 to 17 show exemplary embodiments of a tank for forming a water reservoir in which the reinforced concrete panels 1 are on the side walls and on their longer and narrower side surfaces, so that they are also supported in the longitudinal direction. 14 and 15 show two different variants of the exemplary embodiment. In the left half of Figs. 14 and 15 there is shown a variant in which vertical moon columns 80 are placed against each vertical joint in which the wall reinforced concrete panels 1 meet at their ends. be configured as described in the examples in FIGS. 11 and 12, so that top with its gridiron concreted in the upper said ring girder Ц · plate b DNA also is not in this embodiment separated from mon ^for i ^{<T i} ^ c ^ k ^ ^eh of Ac ^ ^ada-PAs are 40 * fooddlné the supporting side walls and in the middle of its height moderate the crown beam IIa, which, together with svisljfai moonoiticlými columns 80, upper said ring girder 11 and moollit ^c CYM base band 40 forming západový vtocový beam in a ^Y shape proportionate ^m i ^Z of moloOitických železobeonnov micron elongated elements, which is then across the tank forming a space frame, in which the pre-fabricated reinforced concrete elements 1 of the circumferential walls a and of the base plate b are supported.

The central ring beam 11a, like vertical columns 80, may also be made of pre-fabricated reinforced concrete or steel beams, but the upper ring beam 11 may be mololithic to ensure interconnection with the prefabricated elements. It should be noted that the bottom horizontal section of the vertical moonoltic columns 80 (Figs. 11 and 12) extends into the bottom plate b so that the vertical moon columns 80 are clamped to the bottom, so that the most loaded lower crown beam, formed by The entire base web 40 need not be too dimensioned because its span between supports is small. This construction is most advantageous for installation in good foundation conditions with an equally compressed subsoil, formed of a soil with uniform grain, its side walls and having a height of not more than three or four reinforced concrete panels 1, so that they have a height of 3.0 to 4. , 0.m.

Since the embodiment of the tank in the left half of FIG. 14 and 15 can also serve as eeretoí n ^Aad RE ^P ro waste water aeration, follows ka ^ ou ^d ruhou vertical butt joints of exterior walls and the baffle wall 36, zisIiuuící into the interior of the tank, which is created on ce ^ u náirée wanders or ^I rest him, and extends ^f ensures and directs ^p roud wastewater tank space. Instead of or above the baffle walls 36, they may be integral

Partition walls 33, whose parts are anchored in the monolithic reinforced concrete grout 2e of the bottom plate b, or their reinforcing bars placed in the joints, are anchored in the web 80a of the vertical column 80 (Fig. 12) and also in the reinforced concrete grout 2a the width c between the iron sheet panels 1 of the bottom plate b (Fig. 12 ·). The other construction elements are the same as in the previous examples, so you do not need to describe them again.

Fig. 16 is a similar detail to Fig. 13 illustrating an embodiment of a horizontal joint seal between the circumferential sidewall panels 1 and which is a detail XVI of Fig. 14. In the narrow and longer surfaces of the superimposed reinforced concrete panels 1 are formed the ribs 31, 34, but the space between them is delimited by a surface having a sawtooth cross-section.

On the outside of the joint, that is, away from the water of the tank, a rubber band 30 of micro-rubber or lead tape is also disposed between the outer edge ribs 34. A rubber sealing cord 37 is then pushed from the opposite side into the joint, which is located between the intermediate reinforced concrete panels 1, the space between the rubber sealing cord 37 and the inner side wall surface is filled with a sealing grout 17. This solution increases water leakage safety joints.

14 and 15 show the structure of the tank, which is intended especially for installation on the foundation soil of inferior Kraaite or in which there are heterogeneous conditions of foundation, for example for clay soils where non-uniform settlement of soil is expected, or for tanks whose side They are formed from at least four superposed reinforced concrete panels 1 and have a height of 4.0 to 6.0 a, since in such cases the load already plays an important role. In this case, the foundation structures are separated from each other, i.e. between the bottom plate b and the side walls, under the individual parts of the tank imposing different loads on the foundation joint, and an expansion joint 14 is formed, similar to the examples of FIG. 1 and 5; the expansion joint 14 is filled with a flexible sealing compound. The side walls a and the base plate b formed from the pre-fabricated reinforced concrete panels 1 are also reinforced by your reinforcing grid, similar to the examples in the left half of FIGS. 14 and 15, but in this example the elongate reinforcing bars of the support frame are not formed. of ion-reinforced concrete, but partly of steel beams.

The load diagram is similar to the example in the left half of Figs. 14 and 15. The combined tank base belt 4 can be formed similar to the example of Figs. 1 and 2, so that the monolithic belt acts statically as the lower crown beam, the upper crown n at the head level of the vertical columns 80, it is formed of an inlitic reinforced concrete. The central columns 39 and corner columns 39a may be formed, for example, of steel beams of a U or I profile, or of both types, which may be joined to each other by welds, rivets, prestressed screws or the like. Also, the central ring beam 11a is made of steel.

The support frame consisting of steel center columns 39, corner columns 39a, and central ring beams U 'may also serve as an auxiliary support structure for mounting and assembling pre-fabricated reinforced concrete members 1. The center columns 39 and corner columns 39a are clamped down. The other constructional solutions, such as water drainage, waterproofing, etc., are the same as in the previous examples.

Giant. 17 shows in greater detail detail XVII of FIG. 15. The central columns 39 are formed of pairs of vertical steel beams. . · '41. which are facing each other with their flanges and the outer faces of one flange of each steel beam 41 are supported over the rubber band 30 of microporous rubber against the side wall a, made of reinforced concrete panels j, in which the inner ones run. also in a substantially horizontal direction, the connection between the mutually opposed inner channels 20 is made by a connecting pipe 22 which is well visible in FIG. 17. The steel beams 41 are by means of side seals 42a. 42b and the connecting bolts 43 are pressed against the rubber band JO of microporous rubber, thereby ensuring on the one hand the tightness of the reinforced concrete components j because the inner flange 42b is supported on the inner side surface of the inner channels 20 of the adjacent reinforced concrete elements. even increased by applying a flexible sealant under the rubber band JO from the outside and filling the space bounded by the steel beams 41 with a filler filler filler 4.4.

Giant. 17 shows very well that the base and cover beams of the inner wall 45 can be accommodated in the wide joint in the side wall a and also in the joint c of width c: the result of this arrangement is that the load from the roof structure 10 is transferred to the side walls aa and the walls 45 and then, together with their own momentum, are transferred to the combined foundation web 4 and the connecting girders 2a independently of the bottom plate b to the foundation joint. In FIG. 17, among other things, the direction of inclination of the inner channel 20 in the side walls or in the base plate b is indicated by the arrow e. The slope value may be, for example, about 1%.

14 and 15 is shown in FIG.

Fig. 23 shows a vertical section through part of the tank, taken along the plane IX-IX of Fig. 17. Fig. 23 shows different types of reinforced concrete panels 1 and two different types of expansion joints (Figs. 13 and 15). Both expansion joints 14 are pressed rubber sealing bead 37 and above the gap is filled vznikáaící waterproof mortar 4 ^5th hungry pr ^{YZ p} AC rovazec 3 ⁷ permits relative displacements of adjacent reinforced concrete segments of Ca prevents leakage of water while mortar grout DAAS provides security against leakage.

At the same time, it is to be understood that for the use of the steel beams 41 of proilil U as a mounting support grid, it is preferable that its approximately one meter long section be concreted only after the bottom plate 2a has been formed. As a result, the steel beams 41 are fixed and fixed during assembly.

In the examples of FIGS. 18 to 20, an exemplary embodiment of a tank mounted on two is shown. rows of pillars that are parallel to each other and are based on feet of smaller ground plan dimensions. The pillars 47 or columns of the left row (Figs. 19 and 20) are supported on reinforced concrete prefabricated feet 48 while the pillars 47 of the right row are based on reinforced concrete oontitic feet 49 whose shape is similar to the shape of prefabricated feet 48. The pillars 47 are also formed from prefabricates. The pillars 47 of each longitudinal row are supported by means of their feet 48, 42 on a common iron-on-iron base web 40 which connects all the pillars 47 of one row (FIGS. 19 and 20). Along the upper ends of the pillars 47 of the individual rows extends a main longitudinal beam 46, 32, with a main longitudinal beam 61 in the left row of the pillars 47 (FIG. 19). £ 2. wherein in the left row of pillars 47 (FIG. 19), the main longitudinal beam 46 is prefabricated, while in the right row of pillars 47 the main longitudinal beam 46 is orthoitic.

The mounting of the prefabricated tank on at least two rows of support pillars 47 has some undeniable advantages. From the foundations to the upper parts of the structure, the entire tank is assembled from prefabricated components, while wet processes for the formation of grouts create only a minor part of the overall work. The ground works have an even smaller range than in the case of a field-mounted tank, since all ground works are limited to the spaces of the single foundation prefabricated and oontnitic feet 48, 47. The support pillar system 42 may be as distinctly different from the examples shown in Figs. 20 and provided with two rows of support pillars 47.

In FIG. 21, a central support pillar 47 is shown on a larger scale, on the top of which a main longitudinal girder 42 is laid out in a laterally offset manner. on which the plate b de. The two adjacent end members of adjacent reinforced concrete members 11 are disposed on opposite edges of the main longitudinal beam 52 and between them there is a joint of width c which creates a relatively wide central space.

This joint is extended by protruding sections of longitudinal reinforcing bars 53 of vertical support pillars 53, which also extend through the main longitudinal beam 52. After concreting the intermediate space of the joint, a bearing grout 2a is formed, whose concrete also extends into the inner channels 20 of reinforced concrete panels 1 in them a concrete core 2d. In this exemplary embodiment, transverse reinforcing bars 54 embedded in monolithic grout 2a are embedded in the concrete core 2d to reduce the deformation rotation of the ends of the interconnected reinforced concrete members 1. Interconnecting pipes 2b extend between opposite inner channels 20 of the reinforced concrete members 1 . On top of the main longitudinal beams 52 a layer of waterproof mortar bed 55 of plastic concrete is applied and longitudinally extending rubber strips 30 of microporous rubber or lead strips are placed on the sides of the receiving joint, which are compressed by the weight of the reinforced concrete panels 1 and ensure perfect watertightness of the joint.

Fig. 22 shows a vertical section through part of the tank, taken along the plane XII-XII of Fig. 21. A narrower joint of width, is left between the longitudinal edges of the reinforced concrete panels, which is filled with a plinth concrete dressing 2c. The width f of the narrower joint is substantially smaller than the width c (Fig. 21) of the broader joint. Reinforcement bars 56 are embedded in the grout 2c. Between the edge ribs 34 of the reinforced concrete panels 6, likewise underneath them, are rubber bands 30 of microporous rubber or lead bands. In the left reinforced concrete panel 1 (Fig. 22) there is a connecting tube 2b, in the right reinforced concrete panel 1 cavities 2f are left.

Other construction details of the exemplary embodiment of the tank of FIGS. 16 and 20 may be identical to the β construction details of the examples of FIGS. 11 to 13, so that these parts of the tank are not described in detail. The horizontal joints between the reinforced concrete panels 4 can be sealed in both the side walls a and the bottom plate b as in the examples of Figures 13 to 16, depending on whether the reinforced concrete panels 6 are provided with horizontal internal channels 20 with circular or polygonal cross-section.

By placing the tank on the supporting pillars 47, the space under the plate & bottom can be used freely, for example when using the tank to form a swimming pool there can be cloakrooms, engine rooms, etc., the ceiling construction of these spaces being directly the bottom plate b of the tank.

Since the tank is supported by the main longitudinal beams 52 and the cantilevered ends (FIG. 20), other buildings may be constructed immediately adjacent to the tank without the underlying structures of these adjacent, independent objects interfering with each other and interfering with each other. A further advantage of this structure, supported on the support pillars 47, is that the outer flat tank, away from the water charge, does not come into contact with the ground, so that ground moisture cannot penetrate the reinforced concrete members. placed on the outer drawn side of the reinforced concrete panels 6 do not receive moisture because the moisture soaked from the inner space of the tank is drained through the internal channels 20.

In the roof slab and in the side walls of the tanks, according to the exemplary embodiments of FIGS. 11 to 23, the biasing wires 4 are only disposed on the drawn side of the reinforced concrete panels 4 facing away from the water charge. This means that the penetration of tanks whose walls are on the side facing the water without reinforcement are very advantageous in terms of protecting the reinforcement against corrosion, because the water leak is drained through the internal ducts 20 and thus does not reach the drawn side with the prestressing wires 3. thus they do not have to be exposed to the risk of rusting because their surroundings are kept dry.

Obviously, the invention is not limited to the described exemplary embodiments, but may be embodied in other variations within the scope of the invention. The slope is also not limited to water storage tanks, but may also be used for structures whose boundary shell, consisting of roof structure, perimeter walls and / or floor slabs, must be waterproof and must prevent water from penetrating outwards into the confined space or the solution is also applicable to such objects in which the tight sheath must prevent leakage of water from the confined space to the surrounding space. For example, the building structure of the invention may be in the form of the lowest floors of high panel buildings, underground tunnels, open pit tunnels or similar line structures, engineering barriers set up at or below groundwater level, for example moot pillars, lock chambers and the like.

From the foregoing description, it can be seen that the constructional objects according to the invention can have curved shapes in plan view as well as in cross-section, since the reinforced concrete thread element 1 also has an arbitrary shape and nothing prevents them from being curved. The building structures of the invention may also be formed in the form of subterranean tunnels for similar building structures of a closed prooil. For making such or similar objects, the foot pouuit is also a punching technology. During this working process, longitudinal continuous foundation beams are first formed on the route of the tunnel to be built and its vertical walls in the buried pit with vertical walls by concreting underwater, and pre-fabricated reinforced concrete wall members 1 are driven into them before the concrete mixture solidifies. , delimited by vertical walls.

The joints between the individual reinforced concrete elements 1 and the single-cavity cavities are filled with monooitic concrete grout and bars of steel reinforcement are inserted into concrete grouts, especially vertical ones. As a result, a system of vertical reinforced concrete columns is formed in the walls, the vertical reinforcement of which protrudes upwards from the upper ends and can be concreted into the upper ring beams or longitudinal support beams. If the columns or pillars are arranged in mutually parallel rows located in mutually parallel walls, they can also be connected to each other by crossbeams so that a frame support structure is formed. The floor structure can be made of monolithic reinforced concrete or - as in previous cases - prefabricated panels with internal cavities. The ceiling structure can also be made of prefabricated reinforced concrete panels with internal cavities or channels and can cover the space between the crossbeams. or, if the structure is not provided, the space between the two side walls, but the ceiling slab can also be made of moonoitic reinforced concrete.

If the slab of the day is formed in pre-fabricated reinforced concrete panels. With internal channels or cavities, monodic reinforced concrete crossbeams are preferably provided in this plate at locations where pairs of hollows are formed in the cavities of the reinforced concrete panels. . The monoitic reinforced concrete of these beams is also embedded in the cavities of prefabricated reinforced concrete panels and can also be reinforced, for example, in the manner shown in FIG. 21. This will certainly increase the rigidity of the structure. If it is to be assumed that a larger external hydraulic pushbutton is applied from below to the doa plate, it is preferable to form the bottom plate of two layers of pre-fabricated reinforced concrete panels with internal cavities between which an impermeable layer of mmlty or concrete is placed.

In this case too, the bottom plate can be provided with stiffening transverse beams, the height of which is equal to twice the height of the individual reinforced concrete panels, the leaking reinforced concrete core of the grout extending into the cavities of the panels would be formed at two different levels. The two rows of reinforced concrete slabs can also be arranged in such a way that the cavities or channels of the individual reinforced concrete slabs in the individual layers extend perpendicular to each other. With two rows of reinforced concrete, it is possible to reduce the water pressure by penetrating into the cavity of the lower layer of reinforced concrete even further and, if necessary, to remove the water that penetrates into the cavities of the upper layer of reinforced concrete.

Finally, it should also be recalled that, in the first place, for tanks of lower height, in which the channels in the side walls extend substantially horizontally, there is no need to engage vertical pillars or columns on the outside of the side walls, llolilky side walls. In such a case, it is preferred that the joint widths are somewhat larger than in the previous examples. The monolithic concrete of the grouts penetrates on both sides into mutually opposed hollows and channels of reinforced concrete parts, which reinforcement of steel reinforcing bars is advantageously inserted into these parts, as was the case in the example in Fig. 21. Vertical reinforcing bars of vertical columns or at least their major part is located on the drawn side of the cross-sections, that is to say, in the case of water storage tanks, on the 8 sides facing away from the supply side of the reinforced concrete peripheral wall panels. In the bottom plate, preferably monolithic reinforced concrete beams are formed below the vertical columns, connected to the vertical columns and formed in the same width, so that a multiple U-profile reinforcement system is formed at the tank.

Claims (29)

1. A water-impermeable building structure, in particular a reservoir, for example a liquid storage tank, a swimming pool, etc., whose circumferential casing structure, in particular the circumferential walls and the bottom plate, is formed of pre-fabricated reinforced concrete slabs connected to each other by at least partially impermeable joints; characterized in that in pre-fabricated reinforced concrete panels (1), which are in particular prestressed, channels (2, 20) extending in particular in the same direction are provided for draining and / or evaporating liquid penetrated into the interior space of the building member (1). Building structure according to claim 1, characterized in that the foundation structures of the individual parts of the building, of different loads, in particular the circumferential walls (a) and the bottom plate (b) and / or vertical columns (8, 8c, 8e, 60), are dilatation joints (14) are formed which are filled with an impermeable filler (14a), in particular an elastic synthetic sealant, between differently loaded components with different settlement. Building structure according to claim 1 or 2, characterized in that the reinforced concrete elements (1) of the circumferential envelope structure have the shape of a rectangular rectangular prism and have longitudinal contact surfaces extending parallel to the inner channels (2, 20) to each other. 8 are connected by a monolithic grout (17), in particular a pleston-concrete grout, into which reinforcing bars (16) are inserted. Building structures according to one of Claims 1 to 3, characterized in that the prefabricated reinforced concrete elements (1) of the lateral walls (a) supporting in the transverse direction are supported in the installed position along their longitudinal edges by vertical columns (8) and canals (2). ) in the side walls (a) are oriented vertically. Building structure according to Claims 1 to 3, characterized in that the reinforced concrete panels (1) of the side walls (a) are clamped up and down in their mounted position, are supported in the longitudinal direction and their inner channels (2) are oriented vertically . Building structure according to one of Claims 1 to 3, characterized in that the peripheral side walls (a) are formed of stacked pre-fabricated reinforced concrete panels (1) stacked on top of each other, the channels (2, 20) formed inside the reinforced concrete panels (1) , they run essentially horizontally. Building structure according to one of Claims 1 to 6, characterized in that the ducts (2, 20) of the peripheral shell structure, in particular the peripheral side walls (a) and / or the bottom plate (b), are connected to a manifold (13a, 13b). , 13g) and collecting ducts (13, 13d, 13f), wherein the opposing ducts (2, 20) of adjacent joined reinforced concrete members (1) whose longitudinal axes are identical are interconnected by passages, in particular by connecting pipes (2b). Building structure according to Claims 1 to 4, characterized in that the peripheral side walls (a) together with the external vertical columns (8) are supported on pre-fabricated reinforced concrete foundation feet (9), the space above the foundation feet (9) being filled. a combined base strip (4) into which the lower parts of the peripheral side walls (a) and the vertical columns (8) are concreted. Building structure according to Claims 1 to 8, characterized in that the pre-fabricated reinforced concrete members (1) are connected to each other by contact surfaces into which the channels (2, 20) open between which a concrete core (2d) extends into the end portions of the inner channels (2, 20) of the reinforced concrete members (1). Building construction according to Claims 1 to 9, characterized in that rubber strips (30) of microporous rubber or lead strips compressed by the weight of the reinforced concrete elements (1) are pressed between adjacent surfaces of adjacent reinforced concrete panels (1). Building structure according to Claims 1 to 10, characterized in that a rubber sealing cord (37) is pressed into the joints between adjacent reinforced concrete panels (1). A building structure according to claim 10, characterized in that the microporous rubber rubber band (30) and / or the lead band extends along the surface of the peripheral skin structure which faces away from the casing leading surface. Building structure according to Claims 10 to 12, characterized in that in the joint between adjacent reinforced concrete panels (1) to be joined there is a space between the microporous rubber rubber strip (30) and / or the lead strip and / or rubber sealing cord (37). ) and a supply surface of the peripheral shell adjacent to the filling of the tank, filled with a monolithic grout (17), in particular a plastic concrete grout, into which longitudinal reinforcing bars (32) are inserted. Building structure according to one of Claims 1 to 13, characterized in that the pre-fabricated reinforced concrete panels (1) are reinforced with prestressing wires (3) exclusively or predominantly adjacent to the outer surface of the reinforced concrete panels (1) facing away from the leading surface facing to fill the tank. Building structure according to one of Claims 1 to 14, characterized in that the side walls (a) are formed from two mutually parallel rows and comprise internal channels (20) with a horizontal longitudinal axis, the two rows of preformed peripheral wall elements (1) being and the reinforced concrete panels (1) the lower rows are wider in the direction towards the inner space of the tank than the reinforced concrete panels (1) of at least one higher row, where at the point of contact the lower row of reinforced concrete panels (1) a step (22) is formed in the side walls (a). Building structure according to one of Claims 1 to 15, characterized in that cut-outs (25) are formed in the upper ribs of the highest reinforced concrete panels (1) of peripheral walls covering the outermost inner channel (2 kanál) from the outside to form an overflow channel from the highest an inner channel (20) that is connected to the manifold (13a) and the manifold (13e) · Building structure according to one of Claims 1 to 16, characterized in that a control passage (28) is formed along at least one part of the side wall (a) of the tank embedded in the terrain and is bounded by a stabilized slope (29) formed in the terrain, which is covered from above by a roof structure (10) which is supported on one side on the upper edge of the stabilized slope (29) and on the outer ring beam (21) mounted at ground level and supported on the inner ring by the other a beam (11) on top of the side wall (a). Building structure according to one of Claims 1 to 17, characterized in that the external walls (a) are supported from the outside by vertical external, middle and corner columns (39, 39a), which are formed by steel beams (41), the upper and the lower ends are anchored in the upper ring girder (11) and in the monolithic combined ® foundation strip ⁽ 4 ^). 19. The building structure of claim 18, wherein the central and corner columns (39, 39a) are pairs of U-shaped steel beams (41) facing each other with their flanges and located on either side of the vertical joint between pairs of adjacent the interconnected reinforced concrete members (1) of the circumferential side wall (®), wherein each steel beam (41) is pressed through the outer face of one of its flanges over the microporous rubber rubber sealing tape (30) to the outer surface of the pre-fabricated reinforced concrete members (1) between the pairs of steel beams (41), including the joint between adjacent glazing elements (1), it is filled with a liner filler grout (44). 20. A structure according to claim 18 or 19, characterized in that the lower ends of the steel beams (41) of the middle and corner columns (39, 39a) are terminated by a horizontal section (41'a) extending into the grout (2a) of the plate (2a). (b) gout. 21. A building structure as claimed in any of claims 18 to 20, characterized in that it comprises a lower combination foundation strip (4) and an upper ring beam (11). a central steel ring beam (11b) is attached to the central columns (39). . 22. A building structure as claimed in any one of claims 1 to 21, characterized in that the bottom plate (b) is supported by an elite or pre-fabricated main longitudinal beam (51), 52) resting on the heads of the supporting pillars (47). 23. A building structure according to claim 22, characterized in that above the prefabricated and / or milled longitudinal main beams (51,52), in the bottom plate (b), there is formed a system of concrete reinforced concrete beams formed by grouts (2a) between adjacent reinforced concrete members ( 1) followed by concrete cores (2d) extending into the inner ducts (2, 20) of pre-fabricated reinforced concrete members (1) into which transverse reinforcing bars (54) are inserted to prevent the ends of the reinforced concrete members (1) from rotating , which extend perpendicularly to the longitudinal direction of the main longitudinal beams (51, 52) and pass through the concrete grout (2e) between the interfaces of the interconnected reinforced concrete panels (1). 24. A building structure as claimed in any one of claims 1 to 23, characterized in that wider or narrower joints are formed in its vertical side walls (a) and / or bottom plate (b) between the individual pre-erected reinforced concrete members (1). they are filled with an impermeable filler formed in the slab (b) by mololithic iron-on-concrete beadings (2a) in the form of ellolithic reinforced concrete beams, while in the side walls (a) moonoitic reinforced concrete strips are formed in the joints, 8), wherein the reinforced concrete beams in the bottom plate (b) and the mololithic reinforced concrete strips in the side walls (a) have protruding concrete cores (2d) extending on both sides thereof extending into the longitudinal inner channels (2, 20) of the reinforced concrete panels (1) and transverse reinforcing bars passing through reinforced concrete are also placed in these cores (2d) The beams in the base plate (b) and the iron-belts in the side wall (a), each reinforced concrete beam in the plate. (b). The bottoms are connected at both ends to vertical monolithic reinforced concrete strips, supported on the outside by vertical support columns (8), thus forming a U-shaped support frame. 25. A building structure as claimed in any one of claims 1 to 24, characterized in that its vertical walls consist of pre-fabricated reinforced concrete panels (1) provided with vertical channels (2) and embedded in their lower ends in a moonoitic reinforced concrete foundation beam, concreted underwater. wherein the upper ends of the reinforced concrete members (1) are supported on the upper mono-reinforced concrete ring beam. a. a portion of the inner ducts, or a portion of their cross-section, is filled with concrete reinforced with reinforcing bars to form internal reinforced concrete column cores, with the upper end portions of the reinforcing bars. they are concreted into the upper moonoltic crown beam as well as the 2337-4 of the lower support monolithic beam, whereby at least partially under water between concrete reinforced concrete members (1 ⁾ are concreted with ^the vapors. 26. A structure as claimed in claim 25, characterized in that it is formed in the form of a closed structure, in particular in a company tunnel, the vertical walls of which are provided with mololithic columns arranged opposite each other in the sides of each interior space; the pairs of these columns are connected to each other at the bottom and / or at the top шотШис) ^! reinforced concrete cross beams. 27. A building structure as claimed in any one of claims 1 to 26, characterized in that moonoltic reinforced concrete columns having a width equal to the side thickness are formed between adjacent reinforced concrete panels (1) with circumferential side walls (a) provided with horizontal through channels (2). wall ^(a) for mutual ^Star connection of two adjacent that ^ zototonový ^ díÍLců - ⁽¹⁾ and poťlepření vertical peripheral wall, said mo ^ o ^ ical reinforced concrete columns extend extending cores or protrusions into the horizontal channels (2) of concrete elements (1) reinforcing bars passing through the iron columns in the direction perpendicular to the longitudinal axes of the columns are inserted into the cores or projections. 28. The building structure of claim 27, wherein the longitudinal reinforcing bars of the reinforced concrete column are supported predominantly in a drawn portion of the column cross-section facing away from the inlet side of the column coming into contact with liquid in or around the building structure. 29. A building structure as claimed in claim 27 or claim 23, characterized in that in the side walls (a) running parallel to each other, vertical columns are arranged opposite each other and between each of the columns of vertical columns in the side wall (a) is in the bottom plate (b) formed between adjacent pre-fabricated ferro-concrete panels (1), a reinforcing reinforced concrete beam which adjoins two columns in the side wall (a) and which is also provided with protruding projections or cores on the sides, extending into the channels (2) in the reinforced concrete members (1) through which the reinforcing bars extend perpendicular to the longitudinal axis of the ellithic reinforced concrete bearing beams.