EP0443960A1 - Process for construction of a building on a deformable and compressible ground and building thus constructed - Google Patents

Abstract

The infrastructure of the building comprises a monolithic complex (23) constituted by a lower layer of the added material (19) bonded by mixing on site using a low proportion of cement and by an upper slab (21) of concrete with light reinforcement (22), this slab forming a usable surface (7). Support plates (24) are anchored only in the concrete slab (21) for fixing the pillars (3). <IMAGE>

Description

The present invention relates to a method for the construction on a deformable and compressible soil of a building such as a shed, a store, a covered market, a workshop ... as well as the building constructed according to this method.

A known method consists in building a foundation in the ground at a depth of at least 0.60 m to put it out of frost. This block is intended to support structural loads and overloads (weight, wind, snow ...) and as soon as the soil is deformable and compressible, the block is relatively large so that its contact surface with the ground is such that the maximum pressure applied is lower than the admissible pressure. On this solid foundation is built a buried base intended to receive the walls and / or the posts of the superstructure, supporting the roof. The reinforced concrete service slab which constitutes the floor on which goods, equipment, etc. are stored, fixed location or movable, is built directly on the previously compacted ground.

This known infrastructure is long and expensive to install. The superstructure is resistant as soon as the foundation mass is suitably sized.

On the other hand, the service slab follows the deformation of the ground and quickly takes on a relief which harms the presentation of the installation and which can compromise the balance of stocks, especially if these consist of high stacks.

In addition, this deformation causes fractures of the slab, fractures whose edges are generally offset and form "steps". These make balances unstable and traffic, especially with forklifts, uncomfortable, precarious and sometimes dangerous.

A second process known as Menard stabilizes the soil by making it practically non-deformable. It consists of depositing on the ground on at least the construction area a layer of so-called charge earth. The thickness of this layer is relatively large, since the mass of earth must exert on the ground a pressure greater than that of all the loads and overloads that will be applied in the same place by the building and the services. The pressure exerted by this added layer has the effect of migrating the water contained in the soil of this area around the charged area. This migration is long and generally lasts several months. That is monitored in a sophisticated way and when the compressibility of the soil has become normal for building, the layer of so-called loading soil is removed and construction is then carried out in a traditional way on the soil thus sanitized.

The major drawback of the Menard technique lies in the long waiting period and the high cost of earthworks and transport.

A third known method consists in driving piles into the ground to form a deep foundation. These piles are extended by the overhead poles of the superstructure of the building and are interconnected by reinforced concrete beams supporting a service slab also in reinforced concrete.

The disadvantage of this pile or vibro-dark pile method is that the construction is still very expensive, that its execution time is long and that it requires the use of heavy and expensive specialized equipment. to implement.

A fourth known method consists in building on the ground a raft which is a non-deformable monolithic structure of foundation comprising crisscrossed beams and a slab. The superstructure is then mounted and fixed to the raft which supports it.

The disadvantage of this general deletion process is that it requires the establishment of a long-term site and that the cost of construction is always prohibitive for the destination of the building. This infrastructure is resistant if it is suitably sized and therefore the building constructed on the raft is solid. However, delisting does not prevent ground deflections occur and in certain circumstances the building can tilt slightly, which is obviously not desirable when this becomes visible.

The object of the present invention is to remedy the aforementioned drawbacks of the known methods, by proposing an original method by which the infrastructures are sheltered from the effects of frost, the execution of the works can be very quickly carried out with extensive mechanization, the heavy means and constraints usually applied (buried foundation blocks, numerous distribution footings, earthworks in ditches, localized concreting, piles, raft ...) can be eliminated, especially the cost of construction can be lowered significantly and the use of Land with deformable and compressible soil can now be considered to reliably and cost-effectively locate buildings.

• à compacter le sol et éventuellement à réduire son taux d'humidité en le traitant à la chaux,
• à déposer sur ce sol compacté au moins une couche de matériau d'apport compatible avec du ciment et à mesurer le module de déflexion en tous les points sélectionnés,
• à calculer, à partir de cette première mesure, le dosage du ciment qui doit être mélangé au matériau,
• à distribuer le ciment ainsi dosé sur la couche de matériau considérée et à malaxer ladite couche sur le site jusqu'à une profondeur appropriée, puis à la compacter,
• à laisser la couche de mélange durcir et à mesurer une nouvelle fois le module de déflexion aux mêmes points sélectionnés,
• à calculer, à partir de ces mesures du module de déflexion à différents niveaux ainsi que de l'intensité et de la localisation des sollicitations, le dimensionnement d'une dalle sus-jacente sur le béton à armature légère, dalle qui est destinée à constituer avec la couche de mélange durci un complexe monolithique,
• et à déduire de ces données mesurées et calculées, l'inertie que présentera ledit complexe,
• à choisir de faire supporter les charges et surcharges de structure :
  • * soit par la dalle en béton, si l'inertie du complexe est suffisante pour que la déformation partielle de surface sous charge maximale reste admissible par le maître d'oeuvre,
  • * soit par des pieux enfoncés dans le sol et isolés du complexe, si l'inertie de celui-ci est insuffisante,
• dans le premier cas, à poser l'armature, à couler la dalle en béton, à y ancrer des platines de fixation des poteaux, et à monter la superstructure,
• dans le deuxième cas, à dégager la couche de mélange aux emplacements des poteaux, à enfoncer des pieux dans le sol à ces emplacements sur une profondeur suffisante, éventuellement à fixer les poteaux en tête des pieux, à mettre en place des moyens d'isolation aux contraintes sur toute la hauteur du complexe, à poser l'armature, à couler la dalle en béton et à monter la superstructure sur les poteaux.

For this purpose and in accordance with the invention, the method consists:

• to compact the soil and possibly reduce its humidity level by treating it with lime,
• depositing on this compacted soil at least one layer of filler material compatible with cement and measuring the deflection module at all the selected points,
• to calculate, from this first measurement, the dosage of the cement which must be mixed with the material,
• distributing the cement thus dosed on the layer of material considered and kneading said layer on the site to an appropriate depth, then compacting it,
• allow the mixture layer to harden and measure the deflection module again at the same selected points,
• to calculate, from these measurements of the deflection module at different levels as well as the intensity and the location of the stresses, the dimensioning of an overlying slab on the concrete with light reinforcement, slab which is intended to constitute with the hardened mixture layer a monolithic complex,
• and to deduce from these measured and calculated data, the inertia that said complex will present,
• to choose to support the structural loads and overloads:
  • * either by the concrete slab, if the inertia of the complex is sufficient for the partial deformation of the surface under maximum load to remain admissible by the project manager,
  • * either by piles driven into the ground and isolated from the complex, if the inertia of the latter is insufficient,
• in the first case, to lay the reinforcement, to pour the concrete slab, to anchor fixing plates for the posts, and to assemble the superstructure,
• in the second case, to clear the layer of mixture at the locations of the posts, to drive piles into the ground at these locations to a sufficient depth, possibly to fix the posts at the top of the posts, to put in place insulation means to the constraints over the entire height of the complex, to lay the reinforcement, to pour the concrete slab and to mount the superstructure on the posts.

Advantageously, the method also consists in digging into the mixture layer: material-cement before hardening, trenches located under the location of fractionation joints of the concrete slab, pouring concrete in these trenches in order to constitute slabs of 'transitional support and dig in the slab during hardening to the transitional support slabs the aforementioned fractionation joints.

This process implies that the project manager must accept that the infrastructure can deform, whereas until now, the infrastructure had to be assumed to be undeformable. In reality, the project manager must set the maximum admissible limit of the deformability of the complex for the service expected on the floor and determine if the building will resist the stresses it will undergo during this deformation of the complex.

It is then up to the soil mechanics laboratory to intervene to measure the deflection modules of the different layers then, depending on the foreseeable stresses and the maximum admissible limit of the deformability of the complex, to determine if this complex will be able to support, in addition loads and overloads of service, loads and overloads of structure and calculate the characteristics of the treatment so that the complex is resistant, while remaining deformable, but within the maximum limit accepted by the project manager.

This fundamental contradiction between the traditional concept according to which the foundations must be non-deformable and the concept of the invention according to which the basic complex is deformable, is hardly acceptable and leads the skilled person who in this case is the master of work or the specialist of the control office seized of the file, to reject the concept of the invention.

The approach to accepting this new concept comes up against stubborn habits and the fear of venturing into the unknown. Experience shows that it is necessary to spend, despite conclusive results, a lot of energy and exhaust all the resources of an argument, however convincing, in order to achieve the support of the skilled person in this approach. This is likely to convince that the construction process, subject of the present application, involves an inventive step.

In accordance with the invention, the building infrastructure comprises a monolithic complex consisting of a lower layer of filler material bonded by mixing on the site using a small proportion of cement and by an upper slab of light-reinforced concrete. , this slab forming a service surface.

Advantageously, the slab is divided into modular elements separated from each other by fractioning joints, slabs being incorporated in the lower layer of material bound to the cement, flush with the interface of the latter with the slab and being situated opposite the joints, so that the edges of two slab elements separated by a joint rest on the same slab.

According to a first embodiment, the plates are anchored only in the concrete slab for fixing the posts.

Each plate forms a body with anchoring legs coated by the concrete of the slab, which comprises over its entire extent a lower reinforcing mesh and at the location of each plate an upper reinforcing mesh.

In this realization, the complex supports all the loads and overloads of service and structure.

According to a second embodiment, piles are driven into the ground and include at the head a plate on which the foot of the corresponding post is fixed, a sheath for insulation from stresses, of felt, bitumen or the like, surrounding each pile and / or pole over the entire thickness of the complex: material bound to cement + concrete.

In this embodiment, the complex supports the service loads and overloads and the piles support the structure loads and overloads.

Whatever the embodiment chosen, the walls are suspended from the superstructure and fixed with sufficient play, to compensate for the geometric variations due to the accepted deflection of the ground.

Advantageously, the building comprises, between the posts situated behind the walls, a low wall resting on the concrete slab and at least one wooden frame, the ends of which are fixed on legs of said posts, the walls then being constituted by self-supporting trays fixed on the edge beam of the frame and at least on a lower chord, tanks whose lower part adjoining the wall is sufficiently spaced from the slab.

Various other characteristics and advantages of the invention will also emerge from the detailed description which follows.

Embodiments of the process and embodiments of the building, process and building which are the subject of the invention are shown, by way of nonlimiting examples, in the appended drawing.

• les figures 1 à 8 sont des schémas illustrant en coupe les différentes phases du procédé de construction conforme à l'invention ;
• la figure 9 est une élévation-coupe partielle montrant une première forme de réalisation d'un bâtiment construit selon le procédé ;
• la figure 10 est une vue analogue à la figure 8, se rapportant à une deuxième forme de réalisation ;
• la figure 11 est une élévation-coupe représentant, à plus grande échelle, un mur suspendu de ce bâtiment, applicable quelle que soit la forme de réalisation choisie ;
• la figure 12 est une coupe prise suivant la ligne XI-XI de la figure 10.

On this drawing :

• Figures 1 to 8 are diagrams illustrating in section the different phases of the construction process according to the invention;
• Figure 9 is a partial sectional elevation showing a first embodiment of a building constructed according to the method;
• Figure 10 is a view similar to Figure 8, relating to a second embodiment;
• Figure 11 is a sectional elevation showing, on a larger scale, a suspended wall of this building, applicable regardless of the embodiment chosen;
• FIG. 12 is a section taken on line XI-XI of FIG. 10.

As shown in Figures 9 and 10, the building has a superstructure 1 and an infrastructure 2.

The superstructure 1 comprises in particular posts 3 supporting a roof structure 4 and walls 6 extending at the periphery, from the roof to a service surface 7 which is the visible part of the infrastructure 2.

In the example shown, the posts 3 are aligned to delimit spans. The posts of the same alignment have capitals 8 on which are fixed longitudinal beams 9 and 10. These beams have an I-section and are constituted by two wooden frames 11 connected together by a core 12 of corrugated sheet the notched edges of which are forced into said members. The roof 5 is formed of self-supporting metal trays 13 placed on the upper members 11 of the beams 9 and 10 so that their ribs extend transversely to the latter on which they are fixed.

This example of a building is in no way limiting. In Indeed, the building can also be of the type illustrated by French patent no. 2,578,883 or of the type illustrated by French patent no. 2,578,882 ...

In all these examples, the beams can be of greater range as described in European patent application No. 0 294 266.

In any case, the superstructure 1 can be of any other type applying metallic beams of glued laminated wood, reinforced concrete, etc., as long as it has posts 3 whose feet are anchored in the working infrastructure 2.

The realization of the infrastructure 2 implements an original process, the phases of which are illustrated in FIGS. 1 to 8 and described in the following with reference to them.

The first phase (FIG. 1) consists in compacting the soil 14 and if it is too waterlogged to treat it with lime, possibly covering the soil thus compacted 14 with a geotextile 15.

The second phase (FIG. 2) consists in depositing on the geotextile 15, a layer of filler material 16 compatible with cement, the thickness of this fill 16 being between 0.4 and 0.7 m and advantageously equal to 0.5 m. Then, a first measurement 17 of the deflection module is carried out at all the selected points of this layer 16 in order to determine the dosage of the cement to be incorporated into the material. The dosage of cement is between 4 and 10% by weight of material, and advantageously equal to 6%.

The third phase (Figure 3) consists in distributing the cement 18 thus dosed on the layer 16.

The fourth phase (Figure 4) consists of mixing on site, filler material and cement in order to mix them in a practically homogeneous way. The kneading is carried out to a depth such that the tools used do not reach and deteriorate the geotextile 15. Then this kneaded layer 19 is compacted. The thickness of the agglomerate thus obtained is between 0.3 and 0.6 m and advantageously equal to 0.4 m.

The fourth phase (FIG. 4) consists, after hardening for 5 to 6 days, in carrying out a second measurement 20 of the deflection module at the same points selected as above on the layer 19 of agglomerate.

The fifth phase consists in calculating, using appropriate software, from the first and second measurements of the deflection module and taking into account the intensity and the location of the anticipated stresses, the dimensioning of a slab in concrete 21 with light reinforcement 22 (FIGS. 5 and 7), intended to be poured onto the agglomerate layer 19 to form therewith a momolithic complex 23 capable of withstanding said stresses.

This complex 23 is essentially deformable and the aforementioned calculation also makes it possible to determine the inertia of said complex, in other words its deformability under the effect of the aforementioned stresses.

Knowing that the project manager fixes the maximum admissible limit of the deformation of the service surface 7, the comparison with this of the calculated deformation makes it possible to know whether the complex 23 can or cannot withstand, in addition to the loads and overloads of service, loads and overloads of structure.

If the aforementioned comparison shows that the complex can withstand all the stresses while remaining within the maximum admissible limit of the deformation, the process consists, as shown in FIG. 5, of pouring the concrete slab 21 by incorporating the reinforcement therein. slight 22 of the trellis type.

As soon as this operation is accomplished, but before setting the concrete, anchoring plates 24 forming a body with sealing lugs 25 are placed on the slab 21 at the locations of the posts 3. To improve the anchoring, reinforcing reinforcements 26 are embedded in concrete near the surface.

On the other hand, if the comparison of the calculated deformation and the maximum admissible limit of the real deformation shows that the complex will not be able to support structural loads and overloads, otherwise the deformability would be greater than said limit, the process consists, as it appears from FIG. 6, in clearing at 27 the layer 16-19 at the locations of the posts 3 and in driving into the ground 14 piles 28, metallic for example, by threshing, vibrating pressing or another, to a depth such that, by simple adhesion to the ground, said piles support structural loads and overloads.

The process then consists, as shown in FIG. 7, of fixing a base 29 of the posts 3 on head plates 30 of the stakes, of placing around the posts, sleeves 31 (made of felt, bitumen or the like) of stress insulation over the entire height of the complex 23, backfilling the clearances 27 and pouring the concrete slab 21 by incorporating the light reinforcement 22 of the trellis type therein.

Whatever the embodiment chosen (Figures 1 to 5 or 1 to 4 and 6.7), the thickness of the slab 21 is between 10 and 20 cm and advantageously equal to 15 cm.

It is possible that the complex 23 can be deformed slightly beyond the maximum admissible limit only under the effect of service loads and overloads. In this case, there is a need to provide a thicker layer of agglomerate 19, or better two superposed layers 19. This variant can also be applied when the deformation of the complex 23 subjected, in addition to the service loads and overloads, to the structural loads and overloads only slightly exceeds the maximum admissible limit, which makes it possible to avoid the implantation of piles 28.

In any case, to prevent the slab 21 from deforming under the effect of the stresses to which it is subjected, fracturing along any lines and forming "steps", it may be advantageous to divide it into modular elements 32 (FIG. 8) separated from each other by fractioning joints 33. These joints can be cut by means of a disk cutter intervening in the slab before it is completely consolidated.

In the alternative, but before pouring the slab, digging in the agglomerate layer 19 of the trenches 34 located to the right of the aforementioned joints and symmetrically on either side, then to flow into these concrete trenches in order to constitute transitional support slabs 35, possibly to cover these slabs before pouring the slab with a separation layer 36, made of felt, plastic, bitumen, etc.

The present invention extends to the building constructed according to this method and two embodiments of which are illustrated in FIGS. 9 and 10.

In the first embodiment according to FIG. 9, we find the means used in the first embodiment of the method according to FIGS. 1 to 5.

The infrastructure 2 comprises the complex 23, the slab 21 of which constitutes the service surface 7 and supports the posts 3. This slab is separated by the fractioning joints 33 into modular elements 32 which rest on the slabs 35 of transitional support integrated in said complex. The bases 29 of the posts 3 are welded to the plates 24 anchored in the slab 21.

The posts 3 being erected, the beams 9 and 10 are laid and the roof trays 13 are installed, the whole being fixed. The walls 6 are of the suspended type and mounted as described below with reference to FIGS. 11 and 12.

In the second embodiment according to FIG. 10, we find the means used in the second embodiment of the method according to FIGS. 1 to 4 and 6, 7.

The infrastructure 2 comprises, on the one hand, the complex 23, the slab 21 of which constitutes the service surface 7 and, on the other hand, the piles 28 which support the posts 3. This slab is separated by the fractioning joints 33 in modular elements 32 which rest on the slabs 35 of transitional support integrated in said complex. The bases 29 of the posts 3 are welded to the head plates 30 of the posts 28. The insulation sleeves 31 are placed around the posts and oppose any transmission of stresses between the complex 23 and the posts 28, the loads and overloads of structure which cannot therefore request said complex and the loads and overloads of service can not solicit said piles.

The posts 3 being erected, the superstructure 1 is mounted as indicated in the above for the first embodiment.

In these two embodiments, it is admitted a deformability of the infrastructure 2 which is transmitted to the superstructure 1. This deformability results from the deflection of the ground, that is to say from the vertical deformation of each point of the surface 7 under the effect of the load applied at this point or in the vicinity.

This deformability results in a relative vertical translation of the posts 3 of low amplitude and in a differential vertical collapse of the service surface 7 also of low amplitude.

The particular structure of the slab (fractioning joints 33 and transitional support slabs 35) results in a continuous and slight change in the curvature of the surface 7 and it follows that the loading of the slab 21 is stable and balanced at at all times it is the very concept of construction that admits and allows mastering deformability.

The particular mounting of the posts 3, which follow the deflection of the slab (FIG. 9) or of the ground (FIG. 10), leads to the fact that the superstructure must be able to deform without risk of deterioration, even of rupture, and in particular to this that walls 6 can "play". They are suspended and their construction is illustrated by Figures 11 and 12.

As these figures show, each wall is constituted by a plurality of self-supporting metal trays 37 similar, as regards their ribbing, to the roof trays 13.

At the top, these tanks 37 are fixed by means of screws 38 in the members 11 of the edge beam 10.

At the bottom, a concrete block wall 39 is built on the slab 21 between the posts 3 and a plank 40 is integral with this wall by means, for example, of sealing tabs not shown. The trays 37 are fixed by means of screws 38 to the plank.

At at least one intermediate level, a beam 41 is positioned on brackets 42 welded to the posts. The tanks 37 are fixed by means of screws 38 to the beam, which stiffens all of the tanks which, at the same time, support this beam.

Of course, clearance is provided between the trays 37 and the screws 38 in order to compensate for the deformation.

The tanks 37 rise above the level of the roof tanks 13 and the sealing is ensured, by means of a bituminous coating 43 profiled in angle iron. They do not reach the slab 21, so that a clearance 44 compensating for the dimensional variations exists. They extend as close as possible to the low wall 39 and the posts 3.

In the first embodiment according to FIG. 9, the edge posts 3 are integral with the slab 21, owing to the fact that their plates 24 are fixed in the concrete thanks to the anchoring lugs 25 and to a reinforcing frame 45. Consequently, clearance 44 may be limited.

By cons, in the second embodiment according to Figure 10, the posts 3 welded to the piles 28 are integral with the ground 14, so that the trays 37 play more relative to the slab 21, the game 24 then being greater.

Claims (17)

Method for the construction of a building on deformable and compressible soil, the building comprising a foundation, a superstructure whose posts are anchored in the foundation and support a frame, walls and a service layer,
The process being characterized in that it consists: - compacting the soil (14) and possibly reducing its moisture content by treating it with lime, - depositing on this compacted soil at least one layer of filler material (16) compatible with cement and measuring the deflection module at all the selected points (17), - to calculate, from this first measurement, the dosage of the cement which must be mixed with the material, - distributing the cement (18) thus dosed on the layer (16) of material considered and kneading said layer on the site to an appropriate depth, then compacting it, - let the mixture layer (19) harden and measure the deflection module again at the same selected points (20), - calculating, from these measurements of the deflection module at different levels as well as the intensity and the location of the stresses, the dimensioning of an overlying concrete slab (21) with light reinforcement (22), slab (21) which is intended to constitute with the hardened mixture layer (19) a monolithic complex (23), - And to deduce from these measured and calculated data, the inertia that the said complex will present, in order to determine whether the concrete slab (21) can or can not support, in addition to the service loads and overloads, the loads and overloads of structure depending on whether or not the inertia of the complex (23) is sufficient for the partial deformation of the surface under maximum load to remain admissible or not by the project manager. Method according to claim 1, characterized in that it also consists in digging into the layer (19) of mixture: material-cement before hardening, trenches (34) located under the location of fractioning joints (33) of the concrete slab (21), pour concrete into these trenches to form transitional support slabs (35) and dig into the slab (21) in progress hardening to the transitional support slabs (35) the aforementioned fractionation joints (33). Method according to claim 1 or 2, characterized in that the average thickness of the mixture layer (19): filler material + cement, is between 0.3 and 0.6 m and advantageously equal to 0.4 m. Method according to claim 1 or 2, characterized in that the dosage by weight of the cement (18) in its mixture with the filler material is between 4 and 10% and advantageously equal to 6%. Method according to claim 1 or 2, characterized in that the average thickness of the concrete slab (21) is between 10 and 20 cm and advantageously equal to 15 cm. Method according to claim 1 or 2, consisting, when the inertia of the complex (23) is sufficient, to lay the reinforcement (22), to pour the concrete slab (21), to anchor plates (24) of fixing the posts (3), allow to harden and mount the superstructure (1). Method according to claim 1 or 2, consisting, when the inertia of the complex (23) is insufficient, to release (at 27) the mixture layer at the locations of the posts, to drive piles (28) into the ground (14) at these locations over a sufficient depth, possibly fixing the posts (3) at the head of the piles, installing around the posts means (31) of stress isolation over the entire height of the complex, installing the reinforcement (22), pouring the concrete slab (21) and mounting the superstructure (1) on the posts (3). Building constructed according to the method according to any one of Claims 1 to 7, characterized in that its infrastructure comprises a monolithic complex (23) constituted by a lower layer of filler material (19) bonded by mixing on site with a small proportion of cement and an upper slab (21) of light-reinforced concrete (22), this slab forming a service surface (7). Building according to claim 8, characterized in that the slab (21) is divided into modular elements (32) separated from each other by fractioning joints (33), slabs (35) being incorporated in the lower layer of material bonded to the cement (19), flush with the interface of the latter with the slab and being located opposite the joints (33), so that the edges of two slab elements separated by a joint rest on the same slab. Building according to claim 9, characterized in that a separation means (36), such as bitumen, felt or the like, covers the upper face of the slabs (35) so that the concrete of the slab does not take on that -this while it takes on the lower layer (19). Building according to any one of claims 8 to 10, characterized in that plates (24) are anchored only in the concrete slab (21) for fixing the posts (3). Building according to claim 11, characterized in that each plate (24) is integral with anchoring lugs (25) coated with the concrete of the slab (21), which comprises over its entire length a lower reinforcing mesh ( 22) and at the place of each plate an upper reinforcing mesh (26). Building according to any one of claims 8 to 10, characterized in that piles (28) are driven into the ground (14) and include at the head a plate (30) on which the foot (29) of the post (3) corresponding is fixed, a sheath (31) of stress insulation, felt, bitumen or other, surrounding each pile and / or post over the entire thickness of the complex (19): material bound to cement + concrete. Building according to claim 13, characterized in that the head plate (30) of the pile (28) is situated slightly below the layer of material bonded to the cement (19). Building according to any one of claims 8 to 14, characterized in that the walls (6) are suspended from the superstructure (1) and fixed with sufficient clearance to compensate for the geometric variations due to the accepted deflection of the ground. Building according to claim 15, characterized in that it comprises, between the posts (3) located behind the walls, a low wall (39) resting on the concrete slab (21) and at least one wooden frame (40, 41 ) the ends of which are fixed on legs (42) of said posts, the walls then being constituted by self-supporting trays (37) fixed on the edge beam (10) of the frame and at least on a lower member (40), bins whose lower part adjoining the wall is sufficiently spaced (at 44) from the slab. Building according to claim 16, characterized in that the posts (3) located behind the walls support the ends of at least one frame (41) of intermediate level on which the self-supporting tanks (37) are fixed.

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