EP1794375A2 - Device and method for a tower reinforcing foundation - Google Patents

Device and method for a tower reinforcing foundation

Info

Publication number
EP1794375A2
EP1794375A2 EP05797486A EP05797486A EP1794375A2 EP 1794375 A2 EP1794375 A2 EP 1794375A2 EP 05797486 A EP05797486 A EP 05797486A EP 05797486 A EP05797486 A EP 05797486A EP 1794375 A2 EP1794375 A2 EP 1794375A2
Authority
EP
European Patent Office
Prior art keywords
slab
foundation
mixture
ground
section
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
EP05797486A
Other languages
German (de)
French (fr)
Other versions
EP1794375B8 (en
EP1794375B1 (en
Inventor
François DEPARDON
Michel Deniot
Bruno Mazare
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Societe Centrale dEtudes et de Realisations Routieres Scetauroute
Original Assignee
Societe Centrale dEtudes et de Realisations Routieres Scetauroute
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Societe Centrale dEtudes et de Realisations Routieres Scetauroute filed Critical Societe Centrale dEtudes et de Realisations Routieres Scetauroute
Priority to PL05797486T priority Critical patent/PL1794375T3/en
Priority to SI200530459T priority patent/SI1794375T1/en
Publication of EP1794375A2 publication Critical patent/EP1794375A2/en
Application granted granted Critical
Publication of EP1794375B1 publication Critical patent/EP1794375B1/en
Priority to CY20081101303T priority patent/CY1108855T1/en
Publication of EP1794375B8 publication Critical patent/EP1794375B8/en
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/50—Anchored foundations
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/42—Foundations for poles, masts or chimneys

Definitions

  • the present invention relates to a device and a method of reinforcing the tearing of a tower foundation, intended more particularly for the reinforcement of an existing pylon foundation, called "superficial".
  • superficial foundation is meant a shallow foundation that ensures the stability of the pylon by distributing the loads over a sufficiently large area of land.
  • trellis-type pylons generally rest on a foundation consisting of four feet, that is, four individual concrete masses buried, at least partially, in the ground to balance the moments of overturning transmitted by the pylon. according to the laws of leverage. The evolution of the regulations concerning the stability of the structures leads to reinforcement if foundations of this type are too weak.
  • the first is to pour a concrete block around the chord of the pylon or the unbaked part of the massif (if it exists), so as to increase the own weight of the foundation by adding the weight of said concrete block.
  • the weight of this block is limited and only compensates for low QaI stress deficiency values, which are generally lower. at 20 kN.
  • the second known method of reinforcement consists in reinforcing the foundation using micropiles mechanically linked to the pylon members and sunk deep into the ground to a deep substratum of good mechanical strength, such as a bedrock. This method is described in document FR 2 810 056.
  • micropiles take up all the loads applied to the towers (the existing foundation is therefore not really used and is only useful for its own weight of concrete, which it brings to the whole).
  • the lateral friction created between each micropile and the deep substratum makes it possible to compensate for high QaI deficits, greater than 1000 kN.
  • QaI deficits greater than 1000 kN.
  • the size of the micropiles, their technicality and the means necessary for their implementation make this second process very expensive.
  • pylons are generally not located near roadways and it is often necessary to use heavy equipment in agricultural or steep terrain.
  • the object of the invention is to propose a method of reinforcing the tearing out of a pylon foundation, which is economical, easy to implement, which requires means of execution of small dimensions and which is capable of compensating for pull-out deficits QaI "intermediate", that is to say of the order of the hundred kN and preferably remaining less than 1000 kN.
  • the invention relates to a method of strengthening the tearing of a pylon foundation, said foundation comprising at least one solid which is buried in the ground of the foundation site and which has a section of greater area in a horizontal plane, characterized in that it comprises the following steps: - Digging a dig around said massif, at least above said section;
  • a slab is made in the excavation, so that this slab is buried in the ground and disposed around said mass between said section and the ground surface, and that it exceeds the vertical projection of the periphery of said section;
  • slab is meant in the present specification a mass of compact and solid material, of varying shape and thickness.
  • a shapeable mixture comprising materials extracted from the soil of the site or external supply materials or a mixture of the two, and at least one binder, and this mixture is deposited in the excavation, said slab resulting from taking said mixture.
  • the mixture is sufficiently manageable to be cast in the excavation.
  • the nature of the materials and the proportions of binder that can be used to make this slab are a function of the effort deficit QaI to compensate.
  • the method of the invention makes it possible to compensate for the QaI effort deficit by increasing the weight of the material requested during tearing; on the one hand, thanks to the weight of the slab and, secondly, in a complementary manner, thanks to the weight of a surrounding soil mass, in particular the floor above the slab, capable of being driven with said slab during tearing.
  • the slab extends horizontally beyond the periphery of said section, so that it carries with it during tearing off a mass of soil, hereinafter referred to as additional mass, which would not have been driven in the absence of slab.
  • the QaI effort deficit is also compensated by the increase in lateral friction between the reinforcement slab and the soil remaining in place.
  • the slab is in direct contact with the soil of the site and it is necessary to make sure of the good lateral adhesion between the slab and the soil remained in place.
  • the importance of these lateral friction is directly related to the intrinsic mechanical characteristics of the soil in place.
  • to facilitate lateral adhesion it compact or vibrates said slab which, under the effect of compaction or vibration, tends to extend laterally.
  • the lateral edges of the slab then exert a pressure against the surrounding ground, which reinforces the lateral adhesion and therefore the amplitude of the lateral friction during tearing.
  • the materials used to cover the slab are compacted to ensure good lateral adhesion between these materials and the soil remaining in place.
  • the method of the invention allows, in addition, to realize the slab directly on the foundation site and to overcome the transport of such a slab.
  • the site for the implementation of the method of the invention remains reasonable because the excavation is shallow (the depth of this excavation is at most equal to the depth of the top of the section of larger horizontal section) and of limited width (generally the slab does not extend beyond the vertical projection of said section by more than two meters).
  • this method does not require the use of particular or bulky equipment.
  • the slab is in direct contact with the massif and surrounds it.
  • a slab that surrounds the massif without being directly in contact with it such as a crown-shaped slab, could be envisaged, as long as it exceeds the vertical projection of the periphery of the section, and is likely to carry with it an additional mass of soil.
  • the slab is not mechanically linked to the massif.
  • the slab can adhere to the massif.
  • This adhesion is not considered a mechanical bond within the meaning of the invention because the resistance of this bond by adhesion is very low compared to the deficit of QaI effort that one seeks to compensate.
  • mechanical connection is meant to designate fixing systems by anchoring, clamping etc.
  • the mixture used to make the slab is economical, it is used if the nature of the soil of the site allows it, at least a portion of the materials extracted from the soil of the site and, advantageously, only the materials extracted during digging of the excavation. In general, it is sought to use at least a portion of the materials extracted from the soil of the site during the digging of the excavation, to achieve said mixture and / or cover said slab. This saves the purchase of external materials, the transport of these materials and the evacuation of the extracted materials.
  • ready-to-use concretes can be used. It is also possible to use less expensive materials, such as gravels, that is to say a natural or non-mixed mixture of pebbles or gravel, whose granularity is between 0 and 80 mm, and preferably between 0 and 40 mm.
  • For the mixture used to make the slab is even more economical, it contains a small total proportion of binder, less than 15% by weight of the mixture. It is found that this proportion is sufficient to aggregate together the particles of the materials used, and thus obtain the desired slab. However, for the binder (s) to play their role correctly, it is advisable to choose a total proportion of binder greater than 3%.
  • the binders used are, for example, hydraulic, hydrocarbon or synthetic binders.
  • hydraulic binders include cements, slags, or lime.
  • the proportion of the latter in the mixture is advantageously between 3 and 13% and preferably between 6 and 10% by weight (for example 8%). It will be noted that all the percentages by weight given in the present application are given for a dry mixture (without addition of water), unless otherwise specified.
  • lime is used to neutralize the clays.
  • the proportion of lime in the mixture is then between 1 and 4% by weight.
  • the slab When the slab is made from external filler materials and has a sufficiently high mechanical strength and density relative to the surrounding soil, it can be sought to reduce the volume of the slab and thereby the volume of material extracted from the soil of the site. This allows, in addition, to use a large part, or all, of these materials extracted to cover the slab without the ground level above this slab is too high (too high a level constituting an inconvenience to the floor). access to the pylon, the installation of equipment around the pylon during any repairs or discomfort for the potential farmer of the land on which the tower is located) and thus to limit (or eliminate) costs related to evacuation of these materials.
  • the layer of superficial ground that covers the slab contributes to strengthening the foundation.
  • the mass of the ground covering the portion of slab that extends beyond the vertical projection periphery of said section constitutes an additional mass of materials (with respect to the ground mass that would be torn without the slab), solicited during the tearing off of the foundation.
  • this layer of superficial terrain can be cultivated by the owner of the field on which the foundation is located.
  • the towers are generally installed in cultivated or cultivable land, the latter advantage is not negligible.
  • so as to leave a layer of soil sufficiently thick to be cultivable and heavy enough to participate in strengthening the foundation slab is buried at a depth of between 0.5 and 2 meters from the surrounding soil surface.
  • the invention also relates to a reinforcing device for tearing off a pylon foundation, characterized in that it comprises a slab buried in the ground and arranged around the massif, between the section of larger horizontal section of the massive and the surface of the ground, this slab overflowing the vertical projection of the periphery of said section.
  • said slab is made from a mixture comprising materials extracted from the soil of the site or external filler materials or a mixture of both, and at least one binder and this slab results from the taking of said mixture and is in direct contact with the soil of the site.
  • FIG. 1 represents an example of an elevated pylon foundation mass
  • FIG. 2 shows schematically, in top view, an example of tetrapod tower pylon with its four beds
  • FIG. 3 represents a first embodiment of the device of the invention, according to the sectional plane III-III of FIG. 2;
  • FIG. 4 represents a second embodiment of the device of the invention
  • FIG. 5 represents a third embodiment of the device of the invention
  • FIG. 6 represents a fourth embodiment of the device of the invention
  • FIG. 7 represents a fifth embodiment of the device of the invention.
  • FIG. 2 represents a tower foundation, for example of a trellis-type electrical pylon, comprising four solid masses 10, of the type of that represented in FIG. 1, arranged in a square around the pylon (not shown).
  • the pylon is integral with this foundation and each massif plays the role of base in which the chord of the pylon is anchored.
  • the massifs generally have several shoulders, or steps, and widen downwards, so that the lower section of the mass, also called sole 12, is the section of larger section in the horizontal plane.
  • the sole 12 is of frustoconical shape and widens downwards. Note that for other types of massif, not described here, the section of larger horizontal section is an intermediate section, different from the lower section of the massif.
  • the section of larger horizontal section corresponds to the lower end portion of the massif.
  • the section of larger horizontal section is defined as the lower end portion of the solid mass.
  • FIG. 3 represents a vertical section along the plane III-III (ie perpendicular to the surface T of the ground, itself considered as horizontal), perpendicular to the plane of symmetry S of the solid mass and which passes through the center of the sole 12 a massive 10.
  • This device comprises a slab 20 disposed above the sole 12 of a solid 10 similar to that previously described.
  • the periphery of the section of the massif 10 of larger horizontal section is, in the example, the periphery of the sole 12, is marked in section by the points B and B '(symmetrical with respect to the plane S).
  • the vertical projections of the point B (BO on the lower and upper faces of the slab are respectively marked by the points C and E (C and
  • the slab 20 has a cylindrical shape, but it could be frustoconical or have on its lateral edges at least one shoulder so as to reinforce the friction between its lateral edges and the ground around them.
  • the outer periphery of this slab crosses the section plane of Figure 3 at points D and D 'for its upper face and points A and A' for its underside. Since the slab 20 projects beyond the vertical projection of the periphery of the sole 12, the points A, A ', D and D' lie outside the points C, C, E and E 'with respect to the plane S.
  • the slab 20 is buried in the ground it is covered by a layer of so-called superficial ground.
  • the upper face of this slab 20 (and points D, E, E 'and DO is below the surface T of the ground.
  • G, F, F ', and G' denote the points situated at the surface T of the ground, vertically above the points D, E, E 'and D'.
  • the slab 20 does not rest on the second shoulder 13 of the mass 10 because the ground located between the slab 20 and the shoulder 13 is sufficiently dense not to settle during the tearing of the solid, so that the slab 20 is immediately solicited during the lifting of the massif.
  • the slab 20 is rested on this shoulder.
  • the slab 20 is made from a mixture comprising materials extracted from the site (either during digging of the excavation or before if other earthworks operations have been carried out on this same site) and a mixture of two binders: lime and cement. The treatment of these materials with these binders provides a solid and compact block forming the slab 20.
  • the slab 20 thus obtained has a higher density than that of the surrounding ground and therefore the slab's own weight makes it possible to increase the weight of material situated above the sole 12 and to improve the resistance to tearing off the foundation.
  • the slab 20 has a higher tensile shear stress than that of the surrounding soil so that, in a tear-off situation, the vertical shear generated is exerted between the slab 20 and the surrounding soil, that is, at the side surface of the corresponding slab in FIG. 3 at lines AD and A'D '.
  • this type of surface will be noted hereinafter M'D'D surface.
  • the slab 20 overflows from the periphery of the sole 12 in vertical projection, it is the set of materials located above the slab, included inside the cylinder GDD'G ', and materials included in the inside the truncated cone ABB'A 'which are mobilized, and not just the materials located vertically of the sole 12, delimited by the cylinder FBB'F, as would be the case in the absence of slab.
  • an additional mass of soil is mobilized whose weight opposes tearing off, this mass being located above the slab 20 and outside the periphery of the slab 20. outsole in vertical projection.
  • this additional mass of soil is a ring of material between the surfaces FEE'F 'and GDD'G'.
  • an additional mass of soil is mobilized between the ABB'A 'and CBB'C surfaces.
  • the additional mass of materials requested is therefore a function of the distance DE (or CA) overflow of the slab 20 relative to the sole 12 and the depth DG (or FE) which is this slab.
  • FIG. 4 represents another embodiment of the device of the invention, similar to that of FIG. 3, but which differs in the nature of the material constituting the slab 20.
  • the slab 20 is made from serious treated, that is to say a mixture of serious and binder, and preferably from serious treated with hydraulic binders.
  • a definition of the latter type of treated bass, accompanied by examples, is given in the French standard NF P 98-116 dating from February 2000.
  • the serious mixture / binder is most often off-site, in a mixing plant but sometimes directly on the site, by means of a construction mobile mixer, for example a pulvimixer or a scooping bucket.
  • the treated low are relatively cheap materials, which have a high density and good mechanical properties, in particular good shear strength.
  • the thickness of the slab can be quite limited and, as in the example shown, the materials extracted during the digging of the excavation can then be removed or used to cover the slab, without the mound 26 formed vertically the massif is annoying because of its height which remains relatively low (preferably less than 50 cm).
  • a reinforcing structure in the volume of the slab, like a metal or plasticized grid, a canvas, a geogrid, layers of geosynthetics, or a real metal frame around which the shapeable mixture is used.
  • Figures 5, 6 and 7 show three other embodiments of the reinforcing device of the invention in which the slab 20 is a treated slab grave.
  • this slab could be of a composition similar to that of the slab of FIG. 3 or even result from a mixture of materials extracted from the site, from the gravel and from at least one binder.
  • the slab 20 is anchored in the ground by means of nails 28, which pass through it in the direction of the thickness. These nails pass through the outer edge of the slab 20, preferably the portion of the slab that projects beyond the vertical projection of the periphery of the sole 12 of the solid mass 10, and are oriented vertically as shown in FIG. 5 or are inclined as shown in Figure 7.
  • the length of these nails 28 may vary and, as shown in Figure 6, the nails 28 can extend below the bed 10.
  • the length of the nails 28 is limited.
  • the nails 28 of the invention do not need to extend to a deep substratum. Moreover, they do not have to be mechanically linked to the pylon chord.
  • the role of the nails 28 is twofold: first, they play a role of anchoring the slab 20, anchoring all the more marked that the nails are long, then they allow to mobilize by friction the volume of earth that surrounds (root effect), which again makes it possible to mobilize an additional mass of soil to oppose the uprooting of the solid mass 10.
  • These nails 28 can be made by means of bars or metal tubes within which a grout of cement is optionally injected.
  • the dimensions of the reinforcement devices described above they obviously depend on the dimensions of the foundations of the foundation to be reinforced, the loss of effort to pull out QaI to compensate, and the characteristics of the soil in which these devices are implanted.
  • the soles 12 of the massifs 10 of lattice-type pylons generally have a width and a length of between 2 and 4 meters, while their depth is between 2.5 and 5 meters.
  • the outer diameter of the lower section of the massif is a square of 2.35 m on the side while the cylindrical upper section of the massif has a diameter of 90 cm.
  • the distance separating the bearing surface 12a from the sole 12 and the upper end of the section 14 is equal to 3.45 m and the solid mass 10 is generally not completely buried and protrudes from the ground surface T of a distance of 30 cm.
  • the slab 20 overflows from the outer periphery of the sole 12, in vertical projection, with a distance of between 0.5 m and 1.5 m, preferably 1 m. Furthermore, when the slab 20 is buried, the top of the slab is generally located, at depth, between 0.5 m and 2 m of the surface T of the soil, preferably between 0.5 and 1 m and, for example , at 0.8 m, so that the thickness of the arable land layer is sufficient.
  • the thickness of the slab meanwhile, is variable and depends on the material used, the presence of a possible reinforcing structure, and tearing efforts to resume.
  • the top of the slab can be sloped to facilitate the flow of water.
  • the structure of the reinforcement device of the invention being well understood, we will now describe an example of a method of installation of a device such as that shown in FIG. 3.
  • the zone concerned located vertically above each massive 10 of the foundation to be reinforced, is cleared.
  • we carry out a terrassing around the massif 10 so as to obtain a search of a depth of about 1.80 m with a lateral overhang of one meter relative to the outer periphery of the sole 12 of the massif 10.
  • the first eighty centimeters of the soil of this area are stripped, sanded and stored on the site to be put back in place thereafter.
  • the first centimeters of pickled soil are replaced in successive layers, for example by 20 cm thick layer, which is compacted, the fact of proceeding by successive layers provides better compaction.
  • These compacting steps make it possible to restore the initial arrangement (in particular the density) of the soil layer situated above the slab and thus to increase the resistance to tearing off.
  • This process simple and inexpensive to implement, has the merit of using machines commonly used in the field of building and public works, such as a mini excavator, lightweight compaction equipment and a mobile mixer site.

Abstract

A device for reinforcing a pylon foundation against being pulled out, said foundation comprising at least one block (10) which is buried in the ground of the site of the foundation and that presents a portion (12) of greatest section in a horizontal plane, the device comprising a slab (20) buried in the ground and disposed around said block (10) between said portion (12) and the surface (T) of the ground, said slab extending beyond the vertical projection of the periphery of said portion (12). The slab (20) may be made from a mixture comprising materials extracted from the site or materials brought in from elsewhere (such as a treated gravel mix) or a mixture of both, together with at least one binder. Advantageously, the total proportion of binder in said mixture lies in the range 3% to 15% by weight. The device is used to compensate for a deficit in resistance to being pulled out presented by an existing shallow foundation for a pylon.

Description

Dispositif et procédé de renforcement d'une fondation de pylône Device and method for reinforcing a pylon foundation
La présente invention concerne un dispositif et un procédé de renforcement à l'arrachement d'une fondation de pylône, destinés plus particulièrement au renforcement d'une fondation de pylône existante, dite "superficielle".The present invention relates to a device and a method of reinforcing the tearing of a tower foundation, intended more particularly for the reinforcement of an existing pylon foundation, called "superficial".
Par fondation superficielle on entend désigner une fondation peu profonde qui assure la stabilité du pylône en répartissant les charges sur une surface de terrain suffisamment grande. Par exemple, les pylônes de type treillis reposent généralement sur une fondation formée de quatre pieds, c'est-à-dire de quatre massifs individuels en béton enfouis, au moins partiellement, dans le sol pour équilibrer les moments de renversement transmis par le pylône selon les lois de bras de levier. L'évolution des réglementations en matière de stabilité des ouvrages conduit à réaliser des renforcements si des fondations de ce type sont trop faibles.By superficial foundation is meant a shallow foundation that ensures the stability of the pylon by distributing the loads over a sufficiently large area of land. For example, trellis-type pylons generally rest on a foundation consisting of four feet, that is, four individual concrete masses buried, at least partially, in the ground to balance the moments of overturning transmitted by the pylon. according to the laws of leverage. The evolution of the regulations concerning the stability of the structures leads to reinforcement if foundations of this type are too weak.
En général, le renforcement n'est nécessaire que pour la sollicitation à l'arrachement. Dans la plupart des cas la portanœ des fondations superficielles est suffisante pour évacuer la sollicitation à la compression. On connaît déjà différents dispositifs et procédés de renforcement à l'arrachement de fondation de pylône. Ces procédés sont mis en œuvre sur des fondations existantes et visent à reprendre un déficit de résistance à l'arrachement d'au moins un massif de la fondation. On parle de déficit d'effort, noté ci-après QaI et exprimé en newtons (N). Plusieurs facteurs peuvent être à l'origine du déficit QaI parmi lesquels l'augmentation de l'effort d'arrachement auquel la fondation est soumise. Une telle augmentation peut être due:In general, reinforcement is only necessary for the pulling request. In most cases the portan of the superficial foundations is sufficient to evacuate the compressive stress. Various devices and methods of strengthening the tearing of pylon foundations are already known. These processes are implemented on existing foundations and aim to regain a resistance of tear resistance of at least one foundation. One speaks of deficit of effort, noted hereafter QaI and expressed in newtons (N). Several factors may be behind the QaI deficit, including the increase in the wrenching effort to which the foundation is subjected. Such an increase may be due:
- aux évolutions des conditions d'exploitation de la fondation (conditions climatiques, mécaniques, géométriques...) ; - à l'affaiblissement des caractéristiques du sol autour des massifs de la fondation, du à un phénomène extérieur naturel ou artificiel (tempête, séisme, travaux...) ; et- changes in the operating conditions of the foundation (climatic, mechanical, geometrical conditions, etc.); - the weakening of the characteristics of the soil around the foundations of the foundation, due to a natural or artificial external phenomenon (storm, earthquake, works ...); and
- à la différence entre la géométrie réelle de la fondation et celle des plans de conception, suite à un défaut de fabrication de la fondation. En fonction de la valeur du déficit d'effort à l'arrachement QaI à compenser, on a recours actuellement à deux procédés connus.- the difference between the actual geometry of the foundation and that of the design plans, following a manufacturing defect of the foundation. Depending on the value of the pull-out deficit QaI to compensate, two known methods are currently used.
Le premier consiste à couler un bloc de béton autour de la membrure du pylône ou de la partie non enfouie du massif (si elle existe), de manière à augmenter le poids propre de la fondation par adjonction du poids dudit bloc de béton. Toutefois, comme il convient de limiter la taille du bloc de manière à limiter l'encombrement autour de la base du pylône, le poids de ce bloc est limité et ne permet de compenser que de faibles valeurs de déficit d'effort QaI, généralement inférieures à 20 kN. Le second procédé de renforcement connu consiste à renforcer la fondation à l'aide de micropieux liés mécaniquement à la membrure des pylônes et enfoncés profondément dans le sol jusqu'à un substratum profond de bonne résistance mécanique, comme un substratum rocheux. Ce procédé est décrit dans le document FR 2 810 056. Les micropieux reprennent l'ensemble des charges appliquées aux pylônes (la fondation existante n'est donc plus vraiment sollicitée et n'est utile que pour son poids propre de béton, qu'elle apporte à l'ensemble). Les frottements latéraux créés entre chaque micropieu et le substratum profond permettent de compenser des déficits QaI élevés, supérieurs à 1000 kN. Cependant, la taille des micropieux, leur technicité et les moyens nécessaires à leur mise en place rendent ce second procédé très onéreux. En effet, dans la pratique, les pylônes ne sont généralement pas implantés à proximité des voies carrossables et il est souvent nécessaire d'utiliser du matériel lourd en terrain agricole ou escarpé.The first is to pour a concrete block around the chord of the pylon or the unbaked part of the massif (if it exists), so as to increase the own weight of the foundation by adding the weight of said concrete block. However, since it is necessary to limit the size of the block so as to limit the bulk around the base of the tower, the weight of this block is limited and only compensates for low QaI stress deficiency values, which are generally lower. at 20 kN. The second known method of reinforcement consists in reinforcing the foundation using micropiles mechanically linked to the pylon members and sunk deep into the ground to a deep substratum of good mechanical strength, such as a bedrock. This method is described in document FR 2 810 056. The micropiles take up all the loads applied to the towers (the existing foundation is therefore not really used and is only useful for its own weight of concrete, which it brings to the whole). The lateral friction created between each micropile and the deep substratum makes it possible to compensate for high QaI deficits, greater than 1000 kN. However, the size of the micropiles, their technicality and the means necessary for their implementation make this second process very expensive. In practice, pylons are generally not located near roadways and it is often necessary to use heavy equipment in agricultural or steep terrain.
L'invention a pour but de proposer un procédé de renforcement à l'arrachement d'une fondation de pylône, qui soit économique, facile à mettre en œuvre, qui nécessite des moyens d'exécution de faible encombrement et qui soit susceptible de compenser des déficits d'effort à l'arrachement QaI "intermédiaires", c'est à dire de l'ordre de la centaine de kN et restant, de préférence, inférieurs à 1 000 kN. Pour atteindre ce but, l'invention a pour objet un procédé de renforcement à l'arrachement d'une fondation de pylône, ladite fondation comportant au moins un massif qui est enfoui dans le sol du site de la fondation et qui présente un tronçon de plus grande superficie dans un plan horizontal, caractérisé en ce qu'il comprend les étapes suivantes : - on creuse une fouille, autour dudit massif, au moins au dessus dudit tronçon ;The object of the invention is to propose a method of reinforcing the tearing out of a pylon foundation, which is economical, easy to implement, which requires means of execution of small dimensions and which is capable of compensating for pull-out deficits QaI "intermediate", that is to say of the order of the hundred kN and preferably remaining less than 1000 kN. To achieve this object, the invention relates to a method of strengthening the tearing of a pylon foundation, said foundation comprising at least one solid which is buried in the ground of the foundation site and which has a section of greater area in a horizontal plane, characterized in that it comprises the following steps: - Digging a dig around said massif, at least above said section;
- on réalise une dalle dans la fouille, de sorte que cette dalle soit enfouie dans le sol et disposée autour dudit massif entre ledit tronçon et la surface du sol, et qu'elle déborde la projection verticale de la périphérie dudit tronçon ; et- A slab is made in the excavation, so that this slab is buried in the ground and disposed around said mass between said section and the ground surface, and that it exceeds the vertical projection of the periphery of said section; and
- on recouvre ladite dalle.- Covering said slab.
En recouvrant ladite dalle, on rend celle-ci invisible et on permet, selon les cas, l'exploitation agricole du site de la fondation.By covering said slab, it is made invisible and is allowed, depending on the case, the farm of the site of the foundation.
Par dalle, on entend désigner dans le présent mémoire une masse de matériaux compacte et solide, de forme et d'épaisseur variables.By slab, is meant in the present specification a mass of compact and solid material, of varying shape and thickness.
Avantageusement, pour réaliser ladite dalle, on prépare un mélange façonnable comprenant des matériaux extraits du sol du site ou des matériaux d'apport extérieur ou un mélange des deux, et au moins un liant, et on dépose ce mélange dans la fouille, ladite dalle résultant de la prise dudit mélange. Avantageusement, le mélange est suffisamment maniable pour pouvoir être coulé dans fouille. La nature des matériaux et les proportions de liant pouvant être utilisés pour réaliser cette dalle sont fonction du déficit d'effort QaI à compenser.Advantageously, in order to produce said slab, a shapeable mixture is prepared comprising materials extracted from the soil of the site or external supply materials or a mixture of the two, and at least one binder, and this mixture is deposited in the excavation, said slab resulting from taking said mixture. Advantageously, the mixture is sufficiently manageable to be cast in the excavation. The nature of the materials and the proportions of binder that can be used to make this slab are a function of the effort deficit QaI to compensate.
Avantageusement, on cherche à réaliser une dalle présentant une masse volumique et/ou une contrainte de cisaillement à la rupture supérieure à celle du sol (ou terrain) du site de la fondation.Advantageously, it is desired to make a slab having a density and / or shear stress at break greater than that of the soil (or ground) of the foundation site.
Le procédé de l'invention permet de compenser le déficit d'effort QaI en augmentant le poids de la matière sollicitée lors de l'arrachement ; d'une part, grâce au poids propre de la dalle et, d'autre part, de manière complémentaire, grâce au poids d'une masse de sol environnant, en particulier le sol surmontant la dalle, susceptible d'être entraînée avec ladite dalle lors de l'arrachement.The method of the invention makes it possible to compensate for the QaI effort deficit by increasing the weight of the material requested during tearing; on the one hand, thanks to the weight of the slab and, secondly, in a complementary manner, thanks to the weight of a surrounding soil mass, in particular the floor above the slab, capable of being driven with said slab during tearing.
Ceci est rendu possible par le fait que la dalle s'étende horizontalement au-delà de la périphérie dudit tronçon, de sorte qu'elle entraîne avec elle lors de l'arrachement une masse de sol, ci-après dénommée masse supplémentaire, qui n'aurait pas été entraînée en l'absence de dalle.This is made possible by the fact that the slab extends horizontally beyond the periphery of said section, so that it carries with it during tearing off a mass of soil, hereinafter referred to as additional mass, which would not have been driven in the absence of slab.
Le déficit d'effort QaI est également compensé par l'augmentation des frottements latéraux entre la dalle de renforcement et le sol resté en place.The QaI effort deficit is also compensated by the increase in lateral friction between the reinforcement slab and the soil remaining in place.
Avantageusement, pour que les frottements latéraux jouent un rôle suffisamment important dans le renforcement à l'arrachement, la dalle est en contact direct avec le sol du site et il convient de s'assurer de la bonne adhérence latérale entre la dalle et le sol resté en place. Bien entendu, l'importance de ces frottements latéraux est directement liée aux caractéristiques mécaniques intrinsèques du sol en place. Avantageusement, pour faciliter l'adhérence latérale, on compacte ou on vibre ladite dalle qui, sous l'effet du compactage ou de la vibration, a tendance à s'étendre latéralement. Les bords latéraux de la dalle exercent alors une pression contre le sol environnant, ce qui renforce l'adhérence latérale et donc l'amplitude des frottements latéraux lors de l'arrachement. De la même manière, avantageusement, on compacte les matériaux utilisés pour recouvrir la dalle, pour s'assurer de la bonne adhérence latérale entre ces matériaux et le sol resté en place.Advantageously, so that the lateral friction play a sufficiently important role in the reinforcement to the tearing, the slab is in direct contact with the soil of the site and it is necessary to make sure of the good lateral adhesion between the slab and the soil remained in place. Of course, the importance of these lateral friction is directly related to the intrinsic mechanical characteristics of the soil in place. Advantageously, to facilitate lateral adhesion, it compact or vibrates said slab which, under the effect of compaction or vibration, tends to extend laterally. The lateral edges of the slab then exert a pressure against the surrounding ground, which reinforces the lateral adhesion and therefore the amplitude of the lateral friction during tearing. In the same way, advantageously, the materials used to cover the slab are compacted to ensure good lateral adhesion between these materials and the soil remaining in place.
Par ailleurs, il convient également d'éviter que les surfaces des bords latéraux de la dalle et les surfaces latérales du sol environnant qui leur font face, soient trop lisses. Compte tenu des matériaux utilisés et des engins employés pour le creusement de la fouille, ces surfaces présentent généralement une rugosité suffisante.Furthermore, it is also necessary to avoid that the surfaces of the lateral edges of the slab and the side surfaces of the surrounding ground facing them, are too smooth. Given the materials used and the machines used to dig the excavation, these surfaces generally have sufficient roughness.
Le procédé de l'invention permet, en outre, de réaliser la dalle directement sur le site de la fondation et de s'affranchir du transport d'une telle dalle. De plus, le chantier pour la mise en œuvre du procédé de l'invention reste de taille raisonnable car la fouille réalisée est peu profonde (la profondeur de cette fouille est au maximum égale à la profondeur du dessus du tronçon de plus grande section horizontale) et de largeur limitée (généralement la dalle ne déborde pas de la projection verticale dudit tronçon de plus de deux mètres). En outre, ce procédé ne nécessite pas l'utilisation de matériel particulier ou encombrant. Enfin, il est possible de ne renforcer qu'un massif de la fondation à la fois et ne pas renforcer la totalité de ces massifs.The method of the invention allows, in addition, to realize the slab directly on the foundation site and to overcome the transport of such a slab. In addition, the site for the implementation of the method of the invention remains reasonable because the excavation is shallow (the depth of this excavation is at most equal to the depth of the top of the section of larger horizontal section) and of limited width (generally the slab does not extend beyond the vertical projection of said section by more than two meters). In addition, this method does not require the use of particular or bulky equipment. Finally, it is possible to reinforce only one massif of the foundation at a time and not to reinforce all of these massifs.
De préférence, la dalle est en contact direct avec le massif et entoure ce dernier. Toutefois, une dalle qui entourerait le massif sans être directement à son contact comme, par exemple, une dalle en forme de couronne, pourrait être envisagée, du moment qu'elle déborde de la projection verticale de la périphérie dudit tronçon, et qu'elle soit susceptible d'entraîner avec elle une masse de sol supplémentaire.Preferably, the slab is in direct contact with the massif and surrounds it. However, a slab that surrounds the massif without being directly in contact with it, such as a crown-shaped slab, could be envisaged, as long as it exceeds the vertical projection of the periphery of the section, and is likely to carry with it an additional mass of soil.
D'autre part, on notera qu'il n'est pas nécessaire pour obtenir le renforcement souhaité que la dalle soit mécaniquement liée au massif et, avantageusement, pour faciliter la mise en œuvre du procédé, la dalle n'est pas mécaniquement liée au massif. Bien entendu, lorsque la dalle résulte de la prise d'un mélange versé autour du massif, la dalle peut adhérer au massif. Cette adhérence n'est toutefois pas considérée comme une liaison mécanique au sens de l'invention car la résistance de cette liaison par adhésion est très faible par rapport au déficit d'effort QaI que l'on cherche à compenser. Par liaison mécanique on entend plutôt désigner des systèmes de fixation par ancrage, serrage etc.On the other hand, it should be noted that it is not necessary to obtain the desired reinforcement that the slab is mechanically bonded to the solid mass and, advantageously, to facilitate the implementation of the method, the slab is not mechanically linked to the massif. Of course, when the slab results from taking a mixture poured around the massif, the slab can adhere to the massif. This adhesion, however, is not considered a mechanical bond within the meaning of the invention because the resistance of this bond by adhesion is very low compared to the deficit of QaI effort that one seeks to compensate. By mechanical connection is meant to designate fixing systems by anchoring, clamping etc.
Afin que le mélange utilisé pour réaliser la dalle soit économique, on utilise si la nature du sol du site le permet, au moins une partie des matériaux extraits du sol du site et, avantageusement, uniquement les matériaux extraits lors du creusement de la fouille. De manière générale, on cherche à utiliser au moins une partie des matériaux extraits du sol du site lors du creusement de la fouille, pour réaliser ledit mélange et/ou recouvrir ladite dalle. On économise ainsi l'achat de matériaux d'apport extérieur, le transport de ces derniers et l'évacuation des matériaux extraits.In order that the mixture used to make the slab is economical, it is used if the nature of the soil of the site allows it, at least a portion of the materials extracted from the soil of the site and, advantageously, only the materials extracted during digging of the excavation. In general, it is sought to use at least a portion of the materials extracted from the soil of the site during the digging of the excavation, to achieve said mixture and / or cover said slab. This saves the purchase of external materials, the transport of these materials and the evacuation of the extracted materials.
Si la nature du sol du site ne permet pas de mélanger ce sol à un liant pour obtenir une dalle suffisamment homogène et compacte (soit en raison de la granulométrie trop faible ou trop élevée des matériaux du sol soit en raison de la nature minéraiogique de ce sol), on emploie des matériaux d'apport extérieur, c'est-à-dire des matériaux rapportés sur le site.If the nature of the soil of the site does not make it possible to mix this soil with a binder to obtain a slab sufficiently homogeneous and compact (either because of the granulometry too low or too high of the materials of the soil or because of the mineralogical nature of this sol), external filler materials, that is, materials added to the site, are used.
Comme matériaux rapportés, on peut utiliser des bétons prêts à l'emploi. On peut également utiliser des matériaux moins onéreux, comme des graves, c'est-à-dire un mélange naturel ou non de cailloux ou de graviers, dont la granularité est comprise entre 0 et 80mm et, de préférence, entre 0 et 40mm. Pour que le mélange utilisé pour réaliser la dalle soit encore plus économique, il contient une faible proportion totale de liant, inférieure à 15% en masse du mélange. On constate en effet que cette proportion est suffisante pour agréger entre elles les particules des matériaux utilisés, et obtenir ainsi la dalle souhaitée. Pour que le ou les liant puissent cependant correctement jouer leur rôle, il convient de choisir une proportion totale de liant supérieure à 3%.As reported materials, ready-to-use concretes can be used. It is also possible to use less expensive materials, such as gravels, that is to say a natural or non-mixed mixture of pebbles or gravel, whose granularity is between 0 and 80 mm, and preferably between 0 and 40 mm. For the mixture used to make the slab is even more economical, it contains a small total proportion of binder, less than 15% by weight of the mixture. It is found that this proportion is sufficient to aggregate together the particles of the materials used, and thus obtain the desired slab. However, for the binder (s) to play their role correctly, it is advisable to choose a total proportion of binder greater than 3%.
Les liants utilisés sont par exemple des liants hydrauliques, hydrocarbonés ou synthétiques. Comme exemples de liant hydraulique on peut citer les ciments, les laitiers, ou la chaux. Dans le cas du ciment, la proportion de ce dernier dans le mélange est avantageusement comprise entre 3 et 13% et, de préférence, entre 6 et 10% en masse (par exemple 8%). On notera que tous les pourcentages en masse donnés dans Ia présente demande sont donnés pour un mélange sec (Le. sans adjonction d'eau), à moins qu'il n'en soit précisé autrement.The binders used are, for example, hydraulic, hydrocarbon or synthetic binders. Examples of hydraulic binders include cements, slags, or lime. In the case of cement, the proportion of the latter in the mixture is advantageously between 3 and 13% and preferably between 6 and 10% by weight (for example 8%). It will be noted that all the percentages by weight given in the present application are given for a dry mixture (without addition of water), unless otherwise specified.
En outre, on constate que le temps de malaxage nécessaire à la réalisation du mélange est relativement court. Il en résulte un gain de temps et d'énergie.In addition, it is found that the mixing time required to achieve mixing is relatively short. This results in a saving of time and energy.
Avantageusement, lorsqu'on utilise les matériaux extraits du site pour réaliser la dalle et que ces matériaux contiennent une forte proportion d'argiles, on utilise de la chaux pour neutraliser les argiles. La proportion de chaux dans le mélange est alors comprise entre 1 et 4% en masse.Advantageously, when the materials extracted from the site are used to make the slab and these materials contain a high proportion of clays, lime is used to neutralize the clays. The proportion of lime in the mixture is then between 1 and 4% by weight.
Lorsque la dalle est réalisée à partir de matériaux d'apport extérieur et qu'elle présente une résistance mécanique et une masse volumique suffisamment élevées par rapport au sol environnant, on peut chercher à réduire le volume de la dalle et, par là même, le volume de matériaux extraits du sol du site. Ceci permet, en outre, d'utiliser une partie importante, voire la totalité, de ces matériaux extraits pour recouvrir la dalle sans que le niveau du sol au dessus de cette dalle ne soit trop surélevé (un niveau trop surélevé constituant une gêne pour l'accès au pylône, l'installation de matériel autour du pylône lors d'éventuelles réparations ou encore une gêne pour l'éventuel exploitant agricole du terrain sur lequel est implanté le pylône) et ainsi de limiter (voire de supprimer) les coûts liés à l'évacuation de ces matériaux.When the slab is made from external filler materials and has a sufficiently high mechanical strength and density relative to the surrounding soil, it can be sought to reduce the volume of the slab and thereby the volume of material extracted from the soil of the site. This allows, in addition, to use a large part, or all, of these materials extracted to cover the slab without the ground level above this slab is too high (too high a level constituting an inconvenience to the floor). access to the pylon, the installation of equipment around the pylon during any repairs or discomfort for the potential farmer of the land on which the tower is located) and thus to limit (or eliminate) costs related to evacuation of these materials.
La couche de terrain superficielle qui recouvre ainsi la dalle participe au renforcement de la fondation. En particulier, la masse du terrain recouvrant la partie de dalle qui s'étend au-delà de la projection verticale de périphérie dudit tronçon, constitue une masse de matériaux supplémentaire (par rapport à la masse de terrain qui serait arrachée sans la dalle), sollicitée lors de l'arrachement de la fondation.The layer of superficial ground that covers the slab contributes to strengthening the foundation. In particular, the mass of the ground covering the portion of slab that extends beyond the vertical projection periphery of said section, constitutes an additional mass of materials (with respect to the ground mass that would be torn without the slab), solicited during the tearing off of the foundation.
D'autre part, cette couche de terrain superficielle peut être cultivée par le propriétaire du champ sur lequel est implantée la fondation. Les pylônes étant généralement installés dans des terres cultivées ou cultivables, ce dernier avantage n'est pas négligeable. Avantageusement, de manière à laisser une couche de terrain suffisamment épaisse pour être cultivable et suffisamment lourde pour participer au renforcement de la fondation la dalle est enfouie à une profondeur comprise entre 0,5 et 2 mètres par rapport à la surface du sol environnant. L'invention a également pour objet un dispositif de renforcement à l'arrachement d'une fondation de pylônes, caractérisé en ce qu'il comprend une dalle enfouie dans le sol et disposée autour du massif, entre le tronçon de plus grande section horizontale du massif et la surface du sol, cette dalle débordant la projection verticale de la périphérie dudit tronçon.On the other hand, this layer of superficial terrain can be cultivated by the owner of the field on which the foundation is located. The towers are generally installed in cultivated or cultivable land, the latter advantage is not negligible. Advantageously, so as to leave a layer of soil sufficiently thick to be cultivable and heavy enough to participate in strengthening the foundation slab is buried at a depth of between 0.5 and 2 meters from the surrounding soil surface. The invention also relates to a reinforcing device for tearing off a pylon foundation, characterized in that it comprises a slab buried in the ground and arranged around the massif, between the section of larger horizontal section of the massive and the surface of the ground, this slab overflowing the vertical projection of the periphery of said section.
Avantageusement, ladite dalle est réalisée à partir d'un mélange comprenant des matériaux extraits du sol du site ou des matériaux d'apport extérieur ou un mélange des deux, et au moins un liant et cette dalle résulte de la prise dudit mélange et est en contact direct avec le sol du site. Les caractéristiques et avantages du procédé et du dispositif de l'invention seront mieux compris à la lecture de la description détaillée qui suit de différents modes de réalisation de l'invention représentés à titre d'exemples non limitatifs.Advantageously, said slab is made from a mixture comprising materials extracted from the soil of the site or external filler materials or a mixture of both, and at least one binder and this slab results from the taking of said mixture and is in direct contact with the soil of the site. The characteristics and advantages of the method and device of the invention will be better understood on reading the following detailed description of various embodiments of the invention shown by way of non-limiting examples.
Cette description se réfère aux figures annexées parmi lesquelles : - la figure 1 représente un exemple d'un massif de fondation de pylône en élévation;This description refers to the appended figures, in which: FIG. 1 represents an example of an elevated pylon foundation mass;
- la figure 2 représente schématiquement, en vue de dessus, un exemple de fondation de pylône tétrapode avec ses quatre massifs;- Figure 2 shows schematically, in top view, an example of tetrapod tower pylon with its four beds;
- la figure 3 représente un premier mode de réalisation du dispositif de l'invention, selon le plan de coupe III-III de la figure 2;FIG. 3 represents a first embodiment of the device of the invention, according to the sectional plane III-III of FIG. 2;
- la figure 4 représente un deuxième mode de réalisation du dispositif de l'invention ;FIG. 4 represents a second embodiment of the device of the invention;
- la figure 5 représente un troisième mode de réalisation du dispositif de l'invention ; - la figure 6 représente un quatrième mode de réalisation du dispositif de l'invention ;FIG. 5 represents a third embodiment of the device of the invention; FIG. 6 represents a fourth embodiment of the device of the invention;
- la figure 7 représente un cinquième mode de réalisation du dispositif de l'invention.FIG. 7 represents a fifth embodiment of the device of the invention.
La figure 2 représente une fondation de pylône, par exemple de pylône électrique type treillis, comprenant quatre massifs 10, du type de celui représenté figure 1, disposés en carré autour du pylône (non représenté). Le pylône est solidaire de cette fondation et chaque massif joue le rôle d'embase dans laquelle la membrure du pylône est ancrée. Comme on peut le voir sur la figure 1, les massifs présentent généralement plusieurs épaulements, ou gradins, et s'élargissent vers le bas, de sorte que le tronçon inférieur du massif, également appelé semelle 12, est le tronçon de plus grande section dans le plan horizontal. Dans l'exemple représenté, la semelle 12 est de forme tronconique et s'élargit vers le bas. On notera que pour d'autres types de massif, non décrits ici, le tronçon de plus grande section horizontale est un tronçon intermédiaire, différent du tronçon inférieur du massif.FIG. 2 represents a tower foundation, for example of a trellis-type electrical pylon, comprising four solid masses 10, of the type of that represented in FIG. 1, arranged in a square around the pylon (not shown). The pylon is integral with this foundation and each massif plays the role of base in which the chord of the pylon is anchored. As can be seen in FIG. 1, the massifs generally have several shoulders, or steps, and widen downwards, so that the lower section of the mass, also called sole 12, is the section of larger section in the horizontal plane. In the example shown, the sole 12 is of frustoconical shape and widens downwards. Note that for other types of massif, not described here, the section of larger horizontal section is an intermediate section, different from the lower section of the massif.
Dans le cas particulier ou le massif considéré ne présente pas de semelle, par exemple dans le cas d'un massif tronconique s'élargissant vers le bas, le tronçon de plus grande section horizontale correspond à la partie d'extrémité inférieure du massif. Enfin, pour des massifs rectangulaires ou cylindriques (c'est-à-dire de section constante) le tronçon de plus grande section horizontale est défini comme étant la partie d'extrémité inférieure du massif.In the particular case where the massif considered does not have a sole, for example in the case of a frustoconical mass widening downwards, the section of larger horizontal section corresponds to the lower end portion of the massif. Finally, for rectangular or cylindrical (ie of constant section) massifs, the section of larger horizontal section is defined as the lower end portion of the solid mass.
La figure 3 représente une coupe verticale selon le plan III-III (i.e. perpendiculaire à la surface T du sol, elle-même considérée comme horizontale), perpendiculaire au plan de symétrie S du massif et qui passe par le centre de la semelle 12 d'un massif 10.FIG. 3 represents a vertical section along the plane III-III (ie perpendicular to the surface T of the ground, itself considered as horizontal), perpendicular to the plane of symmetry S of the solid mass and which passes through the center of the sole 12 a massive 10.
En référence à cette figure, nous allons décrire un premier mode de réalisation du dispositif de renforcement de l'invention. Ce dispositif comprend une dalle 20 disposée au dessus de la semelle 12 d'un massif 10 analogue à celui précédemment décrit. La périphérie du tronçon du massif 10 de plus grande section horizontale soit, dans l'exemple, la périphérie de la semelle 12, est repérée en coupe par les points B et B' (symétriques par rapport au plan S). Les projections verticales du point B (BO sur les faces inférieure et supérieure de la dalle sont respectivement repérées par les points C et E (C etWith reference to this figure, we will describe a first embodiment of the reinforcement device of the invention. This device comprises a slab 20 disposed above the sole 12 of a solid 10 similar to that previously described. The periphery of the section of the massif 10 of larger horizontal section is, in the example, the periphery of the sole 12, is marked in section by the points B and B '(symmetrical with respect to the plane S). The vertical projections of the point B (BO on the lower and upper faces of the slab are respectively marked by the points C and E (C and
EO- La dalle 20 présente une forme cylindrique, mais elle pourrait être tronconique ou présenter sur ses bords latéraux au moins un épaulement de manière à renforcer les frottements entre ses bords latéraux et le sol qui les entoure. La périphérie extérieure de cette dalle coupe le plan de coupe de la figure 3 aux points D et D' pour sa face supérieure et aux points A et A' pour sa face inférieure. La dalle 20 débordant la projection verticale de la périphérie de la semelle 12, les points A, A', D et D' sont situés à l'extérieur des points C, C, E et E' par rapport au plan S. Comme la dalle 20 est enfouie dans le sol elle est recouverte par une couche de terrain, dite superficielle. Ainsi la face supérieure de cette dalle 20 (et les points D, E, E' et DO est en dessous de la surface T du sol. On note G, F, F', et G' les points situés au niveau de la surface T du sol, à la verticale des points D, E, E' et D'.EO- The slab 20 has a cylindrical shape, but it could be frustoconical or have on its lateral edges at least one shoulder so as to reinforce the friction between its lateral edges and the ground around them. The outer periphery of this slab crosses the section plane of Figure 3 at points D and D 'for its upper face and points A and A' for its underside. Since the slab 20 projects beyond the vertical projection of the periphery of the sole 12, the points A, A ', D and D' lie outside the points C, C, E and E 'with respect to the plane S. As the slab 20 is buried in the ground it is covered by a layer of so-called superficial ground. Thus the upper face of this slab 20 (and points D, E, E 'and DO is below the surface T of the ground. Let G, F, F ', and G' denote the points situated at the surface T of the ground, vertically above the points D, E, E 'and D'.
Dans l'exemple, la dalle 20 ne repose pas sur le deuxième épaulement 13 du massif 10 car le sol situé entre la dalle 20 et l'épaulement 13 est suffisamment dense pour ne pas se tasser lors de l'arrachement du massif, de sorte que la dalle 20 est immédiatement sollicitée lors du soulèvement du massif. Cependant, dans le cas ou la densité du sol compris entre la dalle 20 et l'épaulement du massif 10, situé juste en dessous de cette dalle, est trop faible, on fait reposer la dalle 20 sur cet épaulement. Selon le premier mode de réalisation représenté sur la figure 3, la dalle 20 est réalisée à partir d'un mélange comprenant des matériaux extraits du site (soit lors du creusement de la fouille, soit avant si d'autres opérations de terrassement ont été réalisées sur ce même site) et un mélange de deux liants : de la chaux et du ciment. Le traitement de ces matériaux avec ces liants permet d'obtenir un bloc solide et compact formant la dalle 20.In the example, the slab 20 does not rest on the second shoulder 13 of the mass 10 because the ground located between the slab 20 and the shoulder 13 is sufficiently dense not to settle during the tearing of the solid, so that the slab 20 is immediately solicited during the lifting of the massif. However, in the case where the density of the ground between the slab 20 and the shoulder of the mass 10, situated just below this slab, is too low, the slab 20 is rested on this shoulder. According to the first embodiment shown in FIG. 3, the slab 20 is made from a mixture comprising materials extracted from the site (either during digging of the excavation or before if other earthworks operations have been carried out on this same site) and a mixture of two binders: lime and cement. The treatment of these materials with these binders provides a solid and compact block forming the slab 20.
D'une part, la dalle 20 ainsi obtenue présente une masse volumique supérieure à celle du sol environnant et donc le poids propre de la dalle permet d'augmenter le poids de matière situé au dessus de la semelle 12 et d'améliorer la résistance à l'arrachement de la fondation. D'autre part, la dalle 20 présente une contrainte de cisaillement à la rupture supérieure à celle du sol environnant de sorte que, en situation d'arrachement, le cisaillement vertical engendré s'exerce entre la dalle 20 et le sol environnant, c'est-à-dire au niveau de la surface latérale de la dalle correspondant sur la figure 3 aux lignes AD et A'D'. Pour simplifier la lecture du présent mémoire, ce type de surface sera noté ci-après surface M'D'D.On the one hand, the slab 20 thus obtained has a higher density than that of the surrounding ground and therefore the slab's own weight makes it possible to increase the weight of material situated above the sole 12 and to improve the resistance to tearing off the foundation. On the other hand, the slab 20 has a higher tensile shear stress than that of the surrounding soil so that, in a tear-off situation, the vertical shear generated is exerted between the slab 20 and the surrounding soil, that is, at the side surface of the corresponding slab in FIG. 3 at lines AD and A'D '. To simplify the reading of this memoir, this type of surface will be noted hereinafter M'D'D surface.
Comme la dalle 20 déborde de la périphérie de la semelle 12 en projection verticale, c'est l'ensemble des matériaux situés au dessus de la dalle, compris à l'intérieur du cylindre GDD'G', et des matériaux compris à l'intérieur du tronc de cône ABB'A' qui sont mobilisés, et pas seulement les matériaux situés à la verticale de la semelle 12, délimités par le cylindre FBB'F, comme cela serait le cas en l'absence de dalle. Ainsi, par rapport à un pylône dépourvu de dalle 20, on mobilise une masse de sol supplémentaire dont le poids s'oppose à l'arrachement, cette masse étant située au dessus de la dalle 20 et à l'extérieur de la périphérie de la semelle en projection verticale. Sur la figure, cette masse de sol supplémentaire est un anneau de matière compris entre les surfaces FEE'F' et GDD'G'. De même, on mobilise une masse de sol supplémentaire comprise entre les surface ABB'A' et CBB'C. La masse supplémentaire de matériaux sollicitée est donc fonction de la distance DE (ou CA) de débordement de la dalle 20 par rapport à la semelle 12 et de la profondeur DG (ou FE) à laquelle se trouve cette dalle.As the slab 20 overflows from the periphery of the sole 12 in vertical projection, it is the set of materials located above the slab, included inside the cylinder GDD'G ', and materials included in the inside the truncated cone ABB'A 'which are mobilized, and not just the materials located vertically of the sole 12, delimited by the cylinder FBB'F, as would be the case in the absence of slab. Thus, with respect to a pylon without a slab 20, an additional mass of soil is mobilized whose weight opposes tearing off, this mass being located above the slab 20 and outside the periphery of the slab 20. outsole in vertical projection. In the figure, this additional mass of soil is a ring of material between the surfaces FEE'F 'and GDD'G'. Similarly, an additional mass of soil is mobilized between the ABB'A 'and CBB'C surfaces. The additional mass of materials requested is therefore a function of the distance DE (or CA) overflow of the slab 20 relative to the sole 12 and the depth DG (or FE) which is this slab.
Les explications qui précédent illustrent de manière simplifiée le principe général à la base du dispositif de l'invention. Ce principe général se résume à l'augmentation de la masse de matière susceptible d'être mobilisée lors d'un arrachement, d'une part en jouant sur la masse propre de la dalle réalisée et, d'autre part, en mobilisant une masse de sol, dite supplémentaire, qui n'aurait pas été mobilisée en l'absence de cette dalle.The foregoing explanations illustrate in a simplified manner the general principle underlying the device of the invention. This general principle boils down to increasing the mass of material that can be mobilized during tearing off, on the one hand by playing on the actual mass of the slab produced and, on the other hand, by mobilizing a mass soil, said additional, which would not have been mobilized in the absence of this slab.
Pour être complet, il faudrait également prendre en compte les forces de frottements intervenant lors de l'arrachement comme les forces de frottement latéral qui interviennent entre la dalle et le sol environnant. Il convient de noter que ces frottements jouent un rôle additionnel dans le renforcement de la fondation. Le déficit d'effort QaI est donc principalement compensé par le poids de la masse supplémentaire sollicitée et par les forces de frottement latéral.To be complete, it should also take into account the friction forces involved during tearing as the lateral friction forces that intervene between the slab and the surrounding ground. It should be noted that this friction plays an additional role in strengthening the foundation. The QaI effort deficit is therefore mainly compensated by the weight of the additional mass requested and the lateral friction forces.
La figure 4 représente un autre mode de réalisation du dispositif de l'invention, analogue à celui de la figure 3, mais qui diffère par la nature du matériau constitutif de la dalle 20. Cette fois, la dalle 20 est réalisée à partir de graves traitées, c'est-à-dire un mélange de graves et de liant, et, de préférence, à partir de graves traitées aux liants hydrauliques. Une définition de ce dernier type de graves traitées, accompagnée d'exemples, est donnée dans la norme française NF P 98-116 datant de février 2000. Le mélange graves/liant se fait le plus souvent hors du chantier, dans une centrale de malaxage, mais parfois directement sur le site, au moyen d'un malaxeur mobile de chantier, par exemple un pulvimixer ou un godet-cribleur. Les graves traitées sont des matériaux relativement bon marché, qui présentent une masse volumique élevée et de bonnes propriétés mécaniques, en particulier une bonne résistance au cisaillement. Ainsi, l'épaisseur de la dalle peut être assez limitée et, comme dans l'exemple représenté, les matériaux extraits lors du creusement de la fouille peuvent alors être évacués ou utilisés pour recouvrir la dalle, sans que le monticule 26 formé à la verticale du massif soit gênant de par sa hauteur qui reste relativement faible (de préférence inférieure à 50 cm). Selon un autre mode de réalisation du dispositif de l'invention, non représenté, pour limiter l'épaisseur de la dalle et/ou renforcer les propriétés mécaniques de cette dernière, en particulier sa résistance au cisaillement, on peut insérer une structure de renfort dans le volume de la dalle, comme une grille métallique ou plastifiée, une toile, une géogrille, des nappes de géosynthétique, ou encore une véritable armature métallique autour de laquelle on met en œuvre le mélange façonnable.FIG. 4 represents another embodiment of the device of the invention, similar to that of FIG. 3, but which differs in the nature of the material constituting the slab 20. This time, the slab 20 is made from serious treated, that is to say a mixture of serious and binder, and preferably from serious treated with hydraulic binders. A definition of the latter type of treated bass, accompanied by examples, is given in the French standard NF P 98-116 dating from February 2000. The serious mixture / binder is most often off-site, in a mixing plant but sometimes directly on the site, by means of a construction mobile mixer, for example a pulvimixer or a scooping bucket. The treated low are relatively cheap materials, which have a high density and good mechanical properties, in particular good shear strength. Thus, the thickness of the slab can be quite limited and, as in the example shown, the materials extracted during the digging of the excavation can then be removed or used to cover the slab, without the mound 26 formed vertically the massif is annoying because of its height which remains relatively low (preferably less than 50 cm). According to another embodiment of the device of the invention, not shown, to limit the thickness of the slab and / or enhance the mechanical properties of the slab, in particular its shear strength, it is possible to insert a reinforcing structure in the volume of the slab, like a metal or plasticized grid, a canvas, a geogrid, layers of geosynthetics, or a real metal frame around which the shapeable mixture is used.
On peut également envisager d'insérer dans la dalle des capteurs, logés par exemple dans un géosynthétique, pour mesurer une contrainte, un mouvement, une déformation... ces capteurs permettant de surveiller à distance le comportement de la fondation dans un lieu sensible.One can also consider inserting in the slab sensors, housed for example in a geosynthetic, to measure a stress, a movement, a deformation ... these sensors to remotely monitor the behavior of the foundation in a sensitive place.
Les figures 5, 6 et 7 représentent trois autres modes de réalisation du dispositif de renforcement de l'invention dans lesquels la dalle 20 est une dalle de grave traitée. Toutefois cette dalle pourrait être de composition analogue à celle de la dalle de la figure 3 ou même résulter d'un mélange de matériaux extraits du site, de graves et d'au moins un liant. La dalle 20 est ancrée dans le sol à l'aide de clous 28, qui la traversent dans le sens de l'épaisseur. Ces clous traversent le bord extérieur de la dalle 20, de préférence la partie de la dalle qui déborde de la projection verticale de la périphérie de la semelle 12 du massif 10, et sont orientés verticalement comme représenté sur la figure 5 ou sont inclinés comme représenté sur la figure 7. La longueur de ces clous 28 peut varier et, comme représenté figure 6, les clous 28 peuvent se prolonger en dessous du massif 10.Figures 5, 6 and 7 show three other embodiments of the reinforcing device of the invention in which the slab 20 is a treated slab grave. However, this slab could be of a composition similar to that of the slab of FIG. 3 or even result from a mixture of materials extracted from the site, from the gravel and from at least one binder. The slab 20 is anchored in the ground by means of nails 28, which pass through it in the direction of the thickness. These nails pass through the outer edge of the slab 20, preferably the portion of the slab that projects beyond the vertical projection of the periphery of the sole 12 of the solid mass 10, and are oriented vertically as shown in FIG. 5 or are inclined as shown in Figure 7. The length of these nails 28 may vary and, as shown in Figure 6, the nails 28 can extend below the bed 10.
Il convient néanmoins de noter que pour limiter le coût du dispositif, la longueur des clous 28 est limitée. En particulier, contrairement aux micropieux connus, précédemment évoqués, les clous 28 de l'invention n'ont pas besoin de se prolonger jusqu'à un substratum profond. Par ailleurs, ils n'ont pas à être liés mécaniquement à la membrure du pylône.It should nevertheless be noted that to limit the cost of the device, the length of the nails 28 is limited. In particular, unlike the known micropiles previously mentioned, the nails 28 of the invention do not need to extend to a deep substratum. Moreover, they do not have to be mechanically linked to the pylon chord.
Le rôle des clous 28 est double : d'abord, ils jouent un rôle d'ancrage de la dalle 20, ancrage d'autant plus marqué que les clous sont longs, ensuite, ils permettent de mobiliser par frottement le volume de terre qui les entoure (effet racine), ce qui permet là encore de mobiliser une masse de sol supplémentaire pour s'opposer à l'arrachement du massif 10. Ces clous 28 peuvent être réalisés au moyen de barres ou de tubes métalliques à l'intérieur desquels on injecte éventuellement un coulis de ciment.The role of the nails 28 is twofold: first, they play a role of anchoring the slab 20, anchoring all the more marked that the nails are long, then they allow to mobilize by friction the volume of earth that surrounds (root effect), which again makes it possible to mobilize an additional mass of soil to oppose the uprooting of the solid mass 10. These nails 28 can be made by means of bars or metal tubes within which a grout of cement is optionally injected.
En ce qui concerne les dimensions des dispositifs de renforcement précédemment décrits, elles dépendent bien évidemment des dimensions des massifs de la fondation à renforcer, du déficit d'effort à l'arrachement QaI à compenser, et des caractéristiques du sol dans lequel ces dispositifs sont implantés.With regard to the dimensions of the reinforcement devices described above, they obviously depend on the dimensions of the foundations of the foundation to be reinforced, the loss of effort to pull out QaI to compensate, and the characteristics of the soil in which these devices are implanted.
A titre indicatif, on peut considérer que les semelles 12 des massifs 10 de pylônes type treillis présentent généralement une largeur et une longueur comprises entre 2 et 4 mètres, tandis que leur profondeur est comprise entre 2,5 et 5 mètres. Dans le cas des massifs représentés figure 1 et 2, utilisés par exemple par la société française R.T.E. pour les fondations de pylône électrique, le diamètre extérieur du tronçon inférieur du massif est un carré de 2,35 m de côté tandis que le tronçon supérieur cylindrique du massif présente un diamètre de 90 cm. La distance séparant la surface d'appui 12a de la semelle 12 et l'extrémité supérieure du tronçon 14 est égale à 3,45 m et le massif 10 n'est généralement pas entièrement enfoui et dépasse de la surface T du sol d'une distance de 30 cm. Dans ce cas, il convient généralement que la dalle 20 déborde de la périphérie extérieure de la semelle 12, en projection verticale, d'une distance comprise entre 0.5 m et 1.5 m, de préférence 1 m. Par ailleurs, lorsque la dalle 20 est enfouie, le dessus de la dalle est généralement situé, en profondeur, entre 0,5 m et 2 m de la surface T du sol, de préférence entre 0,5 et 1 m et, par exemple, à 0.8 m, de sorte que l'épaisseur de la couche de terrain cultivable soit suffisante. L'épaisseur de la dalle, quant à elle, est variable et dépend du matériau utilisé, de la présence d'une éventuelle structure de renfort, et des efforts d'arrachement à reprendre.By way of indication, it can be considered that the soles 12 of the massifs 10 of lattice-type pylons generally have a width and a length of between 2 and 4 meters, while their depth is between 2.5 and 5 meters. In the case of the masses represented in FIGS. 1 and 2, used for example by the French company R.T.E. for the electric pylon foundations, the outer diameter of the lower section of the massif is a square of 2.35 m on the side while the cylindrical upper section of the massif has a diameter of 90 cm. The distance separating the bearing surface 12a from the sole 12 and the upper end of the section 14 is equal to 3.45 m and the solid mass 10 is generally not completely buried and protrudes from the ground surface T of a distance of 30 cm. In this case, it is generally appropriate that the slab 20 overflows from the outer periphery of the sole 12, in vertical projection, with a distance of between 0.5 m and 1.5 m, preferably 1 m. Furthermore, when the slab 20 is buried, the top of the slab is generally located, at depth, between 0.5 m and 2 m of the surface T of the soil, preferably between 0.5 and 1 m and, for example , at 0.8 m, so that the thickness of the arable land layer is sufficient. The thickness of the slab, meanwhile, is variable and depends on the material used, the presence of a possible reinforcing structure, and tearing efforts to resume.
On notera que le dessus de la dalle peut être réalisé en pente pour faciliter l'écoulement des eaux. La structure du dispositif de renforcement de l'invention étant bien comprise, nous allons maintenant décrire un exemple de procédé d'installation d'un dispositif comme celui représenté sur la figure 3. D'abord, la zone concernée, située à la verticale de chaque massif 10 de la fondation devant être renforcés, est débroussaillée. Puis, on réalise un terrassement autour du massif 10 de manière à obtenir une fouille d'une profondeur d'environ 1,80 m avec un débord latéral de un mètre par rapport à la périphérie extérieure de la semelle 12 du massif 10. Les quatre-vingts premiers centimètres du sol de cette zone sont décapés, talutés et conservés sur le site pour être remis en place par la suite. On malaxe alors une partie des matériaux extraits du sol avec 6 à 10%, de préférence 8%, de ciment et 1 à 4 % de chaux. Une fois le mélange obtenu, on dépose ce mélange à l'intérieur de la fouille par couches successives d'environ 30 cm que l'on humidifie et que l'on compacte, en positionnant éventuellement entre deux couches une structure de renfort comme, par exemple, une géogrille. Enfin, on recouvre la dalle ainsi formée en remettant en place les premiers centimètres de sol décapés.Note that the top of the slab can be sloped to facilitate the flow of water. The structure of the reinforcement device of the invention being well understood, we will now describe an example of a method of installation of a device such as that shown in FIG. 3. First, the zone concerned, located vertically above each massive 10 of the foundation to be reinforced, is cleared. Then, we carry out a terrassing around the massif 10 so as to obtain a search of a depth of about 1.80 m with a lateral overhang of one meter relative to the outer periphery of the sole 12 of the massif 10. The first eighty centimeters of the soil of this area are stripped, sanded and stored on the site to be put back in place thereafter. Some of the materials extracted from the soil are then kneaded with 6 to 10%, preferably 8%, cement and 1 to 4% lime. Once the mixture is obtained, this mixture is deposited inside the excavation in successive layers of approximately 30 cm which are moistened and compacted, possibly positioning between two layers a reinforcement structure such as for example, a geogrid. Finally, we cover the slab thus formed by replacing the first centimeters of soil pickled.
Avantageusement, les premiers centimètres de sol décapés sont remis en place par couches successives, par exemple par couche de 20 cm d'épaisseur, que l'on compacte, le fait de procéder par couches successives permet d'obtenir un meilleur compactage. Ces étapes de compactage permettent de restaurer l'agencement initial (en particulier la densité) de la couche de sol située au dessus de la dalle et donc de renforcer la résistance à l'arrachement.Advantageously, the first centimeters of pickled soil are replaced in successive layers, for example by 20 cm thick layer, which is compacted, the fact of proceeding by successive layers provides better compaction. These compacting steps make it possible to restore the initial arrangement (in particular the density) of the soil layer situated above the slab and thus to increase the resistance to tearing off.
Ce procédé, simple et peu coûteux à mettre en œuvre, présente le mérite d'utiliser des engins couramment employés dans le domaine du bâtiment et des travaux publics, comme une mini pelle, un matériel de compactage léger et un malaxeur mobile de chantier. This process, simple and inexpensive to implement, has the merit of using machines commonly used in the field of building and public works, such as a mini excavator, lightweight compaction equipment and a mobile mixer site.

Claims

REVENDICATIONS
1. Dispositif de renforcement à l'arrachement d'une fondation de pylône, ladite fondation comportant au moins un massif (10) qui est enfoui dans le sol du site de la fondation et qui présente un tronçon (12) de plus grande section dans un plan horizontal, caractérisé en ce qu'il comprend une dalle (20) enfouie dans le sol et disposée autour dudit massif (10), entre ledit tronçon (12) et la surface (T) du sol, cette dalle débordant la projection verticale de la périphérie dudit tronçon (12).1. Reinforcement device for tearing off a pylon foundation, said foundation comprising at least one mass (10) which is buried in the ground of the foundation site and which has a section (12) of larger section in a horizontal plane, characterized in that it comprises a slab (20) buried in the ground and disposed around said mass (10), between said section (12) and the surface (T) of the ground, this slab overflowing the vertical projection from the periphery of said section (12).
2. Dispositif selon la revendication 1, caractérisé en ce que ladite dalle (20) n'est pas liée mécaniquement audit massif (10).2. Device according to claim 1, characterized in that said slab (20) is not mechanically bonded to said bed (10).
3. Dispositif selon la revendication 1 ou 2, caractérisé en ce que ladite dalle (20) est réalisée à partir d'un mélange comprenant des matériaux extraits du sol du site ou des matériaux d'apport extérieur ou un mélange des deux, et au moins un liant.3. Device according to claim 1 or 2, characterized in that said slab (20) is made from a mixture comprising materials extracted from the soil of the site or external input materials or a mixture of both, and less a binder.
4. Dispositif selon la revendication 3, caractérisé en ce que ladite dalle (20) résulte de la prise dudit mélange et est en contact direct avec le sol du site.4. Device according to claim 3, characterized in that said slab (20) results from the intake of said mixture and is in direct contact with the soil of the site.
5. Dispositif selon la revendication 3 ou 4, caractérisé en ce que la proportion totale de liant dans ledit mélange est comprise entre 3 et 15% en masse.5. Device according to claim 3 or 4, characterized in that the total proportion of binder in said mixture is between 3 and 15% by weight.
6. Dispositif selon l'une quelconque des revendications 3 à 5, caractérisé en ce que lesdits matériaux d'apport extérieur sont des graves traitées aux liants hydrauliques.6. Device according to any one of claims 3 to 5, characterized in that said external filler materials are gravity treated with hydraulic binders.
7. Dispositif selon l'une quelconque des revendications 1 à 6, caractérisé en ce que ladite dalle (20) présente une masse volumique supérieure à celle du sol du site de la fondation. 7. Device according to any one of claims 1 to 6, characterized in that said slab (20) has a density greater than that of the ground of the site of the foundation.
8. Dispositif selon l'une quelconque des revendications 1 à 7, caractérisé en ce que ladite dalle (20) présente une contrainte de cisaillement à la rupture supérieure à celle du sol du site de la fondation.8. Device according to any one of claims 1 to 7, characterized in that said slab (20) has a shear stress at break greater than that of the ground site of the foundation.
9. Dispositif selon l'une quelconque des revendications 1 à 8, caractérisé en ce que ladite dalle (20) est enfouie dans le sol à une profondeur comprise entre 0,5 m et 2 m, par rapport à la surface (T) du sol.9. Device according to any one of claims 1 to 8, characterized in that said slab (20) is buried in the soil at a depth of between 0.5 m and 2 m, relative to the surface (T) of ground.
10. Dispositif selon l'une quelconque des revendications 1 à 9, caractérisé en ce que ladite dalle (20) est, en outre, ancrée dans le sol au moyen de clous (28) qui la traversent dans le sens de l'épaisseur.10. Device according to any one of claims 1 to 9, characterized in that said slab (20) is further anchored in the ground by means of nails (28) which pass through in the direction of the thickness.
11. Dispositif selon l'une quelconque des revendications 1 à 10, caractérisé en ce que ladite dalle (20) présente, en outre, une structure de renfort.11. Device according to any one of claims 1 to 10, characterized in that said slab (20) has, in addition, a reinforcing structure.
12. Procédé de renforcement à l'arrachement d'une fondation de pylône, ladite fondation comportant au moins un massif (10) qui est enfoui dans le sol du site de la fondation et qui présente un tronçon (12) de plus grande section dans un plan horizontal, caractérisé en ce qu'il comprend les étapes suivantes :12. A method of reinforcing the tearing of a pylon foundation, said foundation comprising at least one mass (10) which is buried in the soil of the foundation site and which has a section (12) of larger section in a horizontal plane, characterized in that it comprises the following steps:
- on creuse une fouille, autour dudit massif (10), au moins au dessus dudit tronçon ;digging a search around said bed (10) at least above said section;
- on réalise une dalle dans la fouille, de sorte que cette dalle (20) soit enfouie dans le sol et disposée autour dudit massif (10), entre ledit tronçon (12) et la surface (T) du sol, et qu'elle déborde la projection verticale de la périphérie dudit tronçon (12) ; eta slab is made in the excavation, so that this slab (20) is buried in the ground and disposed around said solid mass (10), between said section (12) and the surface (T) of the ground, and that overflows the vertical projection of the periphery of said section (12); and
- on recouvre ladite dalle (20).- Covering said slab (20).
13. Procédé selon la revendication 12, caractérisé en ce que, pour réaliser ladite dalle (20), on prépare un mélange façonnable comprenant des matériaux extraits du sol du site ou des matériaux d'apport extérieur ou un mélange des deux, et au moins un liant, et on dépose ce mélange dans ladite fouille, la dalle (20) résultant de la prise dudit mélange. 13. The method of claim 12, characterized in that, to achieve said slab (20) is prepared a shapeable mixture comprising materials extracted from the soil site or external filler materials or a mixture of both, and at least a binder, and this mixture is deposited in said excavation, the slab (20) resulting from the setting of said mixture.
14. Procédé selon la revendication 13, caractérisé en ce que la proportion totale de liant dans ledit mélange est comprise entre 3 et 15% en masse.14. The method of claim 13, characterized in that the total proportion of binder in said mixture is between 3 and 15% by weight.
15. Procédé selon l'une quelconque des revendications 12 à 14, caractérisé en ce qu'on utilise au moins une partie des matériaux extraits du sol du site lors du creusement de la fouille, pour recouvrir ladite dalle (20).15. A method according to any one of claims 12 to 14, characterized in that at least a portion of the materials extracted from the soil of the site during the digging of the excavation, for covering said slab (20).
16. Procédé selon l'une quelconque des revendications 12 à 15, caractérisé en ce qu'on dépose ledit mélange par couches successives en disposant au moins entre deux de ces couches une structure de renfort.16. Method according to any one of claims 12 to 15, characterized in that said mixture is deposited in successive layers by arranging at least between two of these layers a reinforcing structure.
17. Procédé selon l'une quelconque des revendications 12 à 16, caractérisé en ce que le mélange utilisé pour réaliser ladite dalle et/ou les matériaux utilisés pour recouvrir cette dalle, sont mis en œuvre par compactage ou vibration.17. A method according to any one of claims 12 to 16, characterized in that the mixture used to make said slab and / or the materials used to cover the slab, are implemented by compacting or vibration.
18. Ensemble comprenant un pylône solidaire d'une fondation qui comporte au moins un massif (10) enfoui dans le sol du site de la fondation et qui présente un tronçon (12) de plus grande section dans un plan horizontal, et un dispositif de renforcement à l'arrachement selon l'une quelconque des revendications 1 à 11. 18. An assembly comprising a pylon secured to a foundation which comprises at least one solid mass (10) buried in the ground of the site of the foundation and which has a section (12) of larger section in a horizontal plane, and a device for pull-out reinforcement according to any one of claims 1 to 11.
EP05797486A 2004-08-12 2005-08-11 Device and method for a tower reinforcing foundation Not-in-force EP1794375B8 (en)

Priority Applications (3)

Application Number Priority Date Filing Date Title
PL05797486T PL1794375T3 (en) 2004-08-12 2005-08-11 Device and method for a tower reinforcing foundation
SI200530459T SI1794375T1 (en) 2004-08-12 2005-08-11 Device and method for a tower reinforcing foundation
CY20081101303T CY1108855T1 (en) 2004-08-12 2008-11-13 Layout and method of reinforcement of a pillar foundation

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FR0408837A FR2874223B1 (en) 2004-08-12 2004-08-12 DEVICE AND METHOD FOR REINFORCING A PYLONE FOUNDATION
PCT/FR2005/050671 WO2006018590A2 (en) 2004-08-12 2005-08-11 Device and method for a tower reinforcing foundation

Publications (3)

Publication Number Publication Date
EP1794375A2 true EP1794375A2 (en) 2007-06-13
EP1794375B1 EP1794375B1 (en) 2008-08-13
EP1794375B8 EP1794375B8 (en) 2009-01-07

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EP05797486A Not-in-force EP1794375B8 (en) 2004-08-12 2005-08-11 Device and method for a tower reinforcing foundation

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US (1) US7993079B2 (en)
EP (1) EP1794375B8 (en)
CN (1) CN100549310C (en)
AT (1) ATE404740T1 (en)
BR (1) BRPI0514614B1 (en)
CA (1) CA2576628C (en)
CY (1) CY1108855T1 (en)
DE (1) DE602005008998D1 (en)
DK (1) DK1794375T3 (en)
ES (1) ES2313425T3 (en)
FR (1) FR2874223B1 (en)
MA (1) MA28797B1 (en)
PL (1) PL1794375T3 (en)
PT (1) PT1794375E (en)
RU (1) RU2392387C2 (en)
SI (1) SI1794375T1 (en)
TN (1) TNSN07049A1 (en)
WO (1) WO2006018590A2 (en)

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Also Published As

Publication number Publication date
MA28797B1 (en) 2007-08-01
US7993079B2 (en) 2011-08-09
DE602005008998D1 (en) 2008-09-25
EP1794375B8 (en) 2009-01-07
BRPI0514614B1 (en) 2017-01-31
CN100549310C (en) 2009-10-14
RU2007104788A (en) 2008-09-20
DK1794375T3 (en) 2008-12-08
PL1794375T3 (en) 2009-02-27
ATE404740T1 (en) 2008-08-15
CN101040088A (en) 2007-09-19
TNSN07049A1 (en) 2008-06-02
CA2576628A1 (en) 2006-02-23
PT1794375E (en) 2008-11-25
EP1794375B1 (en) 2008-08-13
SI1794375T1 (en) 2009-06-30
BRPI0514614A2 (en) 2010-08-31
CY1108855T1 (en) 2014-07-02
WO2006018590A3 (en) 2006-06-01
FR2874223B1 (en) 2008-04-18
RU2392387C2 (en) 2010-06-20
FR2874223A1 (en) 2006-02-17
ES2313425T3 (en) 2009-03-01
US20080056830A1 (en) 2008-03-06
CA2576628C (en) 2013-05-14
WO2006018590A2 (en) 2006-02-23

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