EP2395155B1 - Fondation entraînée - Google Patents

Fondation entraînée Download PDF

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Publication number
EP2395155B1
EP2395155B1 EP11169352.9A EP11169352A EP2395155B1 EP 2395155 B1 EP2395155 B1 EP 2395155B1 EP 11169352 A EP11169352 A EP 11169352A EP 2395155 B1 EP2395155 B1 EP 2395155B1
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EP
European Patent Office
Prior art keywords
anchor bolt
bore
toughened
foundation
base
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.)
Not-in-force
Application number
EP11169352.9A
Other languages
German (de)
English (en)
Other versions
EP2395155A1 (fr
Inventor
Wolfgang Dipl.-Ing. Fuchs
Thomas Dipl.-Ing. Hartwig
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.)
HCE INGENIEURGESELLSCHAFT MBH
HCE INGENIEURGMBH
Hce Ingenieursgesellschaft Mbh
Hochtief Solutions AG
Original Assignee
HCE INGENIEURGESELLSCHAFT MBH
HCE INGENIEURGMBH
Hce Ingenieursgesellschaft Mbh
Hochtief Solutions AG
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 HCE INGENIEURGESELLSCHAFT MBH, HCE INGENIEURGMBH, Hce Ingenieursgesellschaft Mbh, Hochtief Solutions AG filed Critical HCE INGENIEURGESELLSCHAFT MBH
Publication of EP2395155A1 publication Critical patent/EP2395155A1/fr
Application granted granted Critical
Publication of EP2395155B1 publication Critical patent/EP2395155B1/fr
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

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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
    • E02D27/42—Foundations for poles, masts or chimneys
    • 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
    • E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D37/00—Repair of damaged foundations or foundation structures
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22—Piles
    • E02D5/64—Repairing piles

Definitions

  • the invention relates to an improved foundation, in particular for wind turbines.
  • a foundation is usually made of concrete or reinforced concrete.
  • an improved foundation means an already existing foundation which has subsequently been upgraded or rehabilitated.
  • a wind turbine associated with the foundation has a tower or a steel tower, which is anchored in particular in the foundation via a built-in part.
  • the foundation can be both a flat foundation and a deep foundation, see for example WO 2005/095717 A1 ,
  • the invention teaches an upgraded foundation, in particular for wind turbines, wherein a concrete foundation is provided, wherein on the surface of the foundation an upgrading layer of concrete is applied, wherein at least one extending through the training layer and introduced into the foundation bore is provided, wherein in the bore an the training layer by cross and projecting into the foundation anchor is provided, wherein the remaining hole in the bore hole is filled by a hardened potting material or is substantially filled and wherein the anchor by means of at least one provided on the anchor head biasing element is biased.
  • the arrangement of the anchor can be carried out both vertically or substantially vertically and obliquely, for example perpendicular to the shear cracking.
  • the existing foundation is in particular a reinforced concrete foundation. It is within the scope of the invention that this foundation for the tower or mast of a wind turbine is set up.
  • the existing in the training layer and in the foundation hole is expediently a cylindrical bore. This hole runs through the upgrade layer and protrudes into the foundation.
  • the term remaining bore clearance is meant in particular the spaces between the armature and the walls of the bore.
  • anchor head means the upper portion of the anchor and in particular the protruding from the training layer Part of the anchor.
  • the existing foundation with a plurality of holes and corresponding to a plurality of prestressed anchors is upgraded. As potting cement-bonded mortar is suitably used.
  • the anchor head is connected via an anchor shaft with an anchor foot and that the anchor foot has a larger diameter or a larger radial diameter than the anchor shaft.
  • the anchor foot is provided at the end opposite the anchor head of the armature shaft.
  • the diameter of the armature shaft is 15 to 35 mm and preferably 20 to 30 mm, for example 26.5 mm.
  • the anchor or the anchor shaft made of a high-strength steel, preferably a prestressing steel and in particular a smooth prestressing steel.
  • a high-strength stainless steel is also preferred.
  • the anchor head of the armature has an external thread onto which external thread a prestressing element designed as a preloading nut is screwed. After the anchor has been pretensioned by pulling the presses with a corresponding tool, it is fixed by means of the preload nut. It is also within the scope of the invention that the biasing nut is supported when tightening on the surface of the training layer, either directly or through below further explained intermediate elements. It is recommended that both the anchor head and the preload nut be made of stainless metal or stainless steel.
  • At least one spring element preferably at least one plate spring
  • the pretensioning element is interposed between the pretensioning element and the surface of the scavenging layer, in particular between the pretensioning nut and the surface of the scavenging layer.
  • a plurality of disc springs between the biasing member and the surface of the training layer are interposed.
  • the at least one intermediate spring element overstressing the anchor is avoided and ensures a uniform distribution of the loads on the anchor.
  • disc springs also dome-shaped shims can be used.
  • at least one anchor plate is interposed between the at least one spring element and the surface of the upgrading layer.
  • the armature base is supported on the hardened sealing material arranged above the armature base due to the larger diameter relative to the armature shaft. In this way, the anchor can be effectively and accurately biased over the entire anchor length.
  • the anchor is biased by pulling and then fixing the anchor head with a clamping connection.
  • the armature is thus pulled a piece out of the hole and then expediently fixed with wedges as a clamping connection in the bore.
  • the anchor has an upset anchor head whose diameter is larger than the bore and that the anchor is biased by pulling and then supporting the anchor head with at least one shim on the surface of the training layer.
  • the armature shaft has an external thread at the bottom end of the bore and that at least one lock nut is screwed onto this external thread as an anchor foot or as part of the anchor foot.
  • a sleeve is screwed onto the external thread on the bore base end of the anchor shaft and the nut screwed onto the external thread is located at the bottom of the sleeve on the bottom side.
  • sleeve and locknut form the anchor foot of the anchor. It is understood that both sleeve and lock nut have a larger diameter or a larger radial diameter than the armature shaft.
  • the anchor foot is upset at the bottom end of the anchor shaft.
  • a further embodiment variant is characterized in that the anchor foot is fixed via a clamping connection on the bore base end of the anchor shaft.
  • the anchor foot in these embodiments has a larger diameter than the armature shaft.
  • the surface of the anchor foot or the surface of the sleeve surrounds the armature shaft or the bore-side external thread of the armature shaft annular and preferably the surface of the anchor foot or the sleeve is inclined in the shape of a cone to the bore wall. The corresponding cone therefore expands towards the bottom of the hole.
  • the inclination angle is ⁇ between the surface of the anchor foot or the surface of the sleeve and the longitudinal axis of the armature shaft 95 ° to 140 °, preferably 100 ° to 120 °. 90 ° would correspond here to a flat or horizontal surface.
  • the anchor foot or that the sleeve has axial passageways for the potting material.
  • the axial passage channels extend expediently parallel to the longitudinal axis of the armature shaft.
  • the largest diameter d f of the anchor foot is 1.5 times to 3.5 times, in particular 2 times to 2.8 times the diameter d s of the armature shaft.
  • the diameter d f of the anchor foot 85% to 98%, preferably 92% to 98% of the diameter of the associated bore portion in which the anchor foot is arranged.
  • the diameter d f is 1 to 15 mm, preferably 1 to 10 mm less than the diameter of the associated bore portion.
  • a preferred embodiment of the invention is characterized in that the armature and in particular the armature shaft is at least partially provided with a coating which prevents or at least minimizes the adhesion of the potting material to the armature or the armature shaft.
  • the coating surrounds the armature shaft over at least 70%, preferably over at least 80% of the length of the armature shaft.
  • the coating is a hose enclosing the armature shaft, in particular a heat-shrinkable hose.
  • the coating is designed as a coating of the armature shaft. The coating according to the invention minimizes the transmittable bond stresses achieved and the coating makes it possible to set a precisely defined bias of the anchor.
  • a particularly proven embodiment of the invention is characterized in that over the anchor foot an undercut is formed in the bore wall. It is recommended that the undercut has a first undercut surface, which first undercut surface forms a cone that widens toward the bottom of the hole, and that the undercut has a second undercut surface, which second undercut surface forms a cone tapering towards the bottom of the hole. Conveniently, the second undercut surface adjoins directly to the first undercut surface, and preferably the undercut consists only of these two undercut surfaces. Empfohlenedeem the largest diameter d H of the undercut is 1.2 times to 1.8 times, preferably 1.3 times to 1.7 times the diameter d B of the undercut free bore.
  • the diameter d B of the undercut-free bore 55 to 120 mm, preferably 60 to 75 mm and 67 mm, for example.
  • the undercut is arranged at a small distance from the surface of the anchor foot or to the surface of the sleeve and although recommended at a distance of 0 to 30 mm, preferably 0 to 20 mm.
  • the mounting part is annular or cylindrical and defines an inner space.
  • the insert is made of steel.
  • the mounting part is provided with an upper mounting flange and a lower mounting flange, and it is recommended that the two mounting flanges run around the circumference of the mounting part.
  • the lower mounting flange is embedded in the foundation.
  • the upper mounting flange of the mounting part is embedded in the work-up layer or at least partially embedded in the work-up layer and preferably cast in at its upper side into the work-up layer.
  • an anchoring of the upper mounting flange of the insert takes place by means of the training layer.
  • the attacking forces are introduced both at the upper mounting flange and at the lower mounting flange in the foundation.
  • a particularly preferred embodiment of the invention is characterized in that on the outside of the insert at least one projecting into the training layer thrust element, preferably at least one projecting into the training layer push cam is present. This further improves the introduction of force into the upgrading layer.
  • the anchors according to the invention can also be provided within the built-in part.
  • the diameter of the mounting part or the tower / mast surrounding the training layer is 5 to 20 m, preferably 7 to 15 m and for example 10 m.
  • a preferred embodiment of the invention is characterized in that the thickness of the scavenging layer is 0.5 to 2.5 m, preferably 0.7 to 1.5 m and preferably 0.8 to 1.3 m.
  • the thickness of the working layer is very preferably about 1 m. It is recommended that the training layer are connected via thrust elements, for example thrust cams with the built-in part for the tower / mast.
  • An inventive anchor passes through the training layer and passes through a bore portion in the foundation.
  • an armature section or the associated bore section arranged in the foundation has a length which corresponds at least to the thickness of the work-up layer and is preferably greater than the thickness of the work-up layer.
  • Empfohlenelik the length of one arranged in the foundation anchor portion or the corresponding bore portion is at least 1.5 times, preferably at least 1.8 times the thickness of the training layer.
  • the invention of a foundation, in particular for towers of wind turbines is preferably carried out as described below.
  • an upper layer of the existing foundation is first removed, and thereby preferably an upper reinforcement of the foundation is at least partially exposed. This can avoid that the upper reinforcement is damaged by the subsequent introduction of the holes.
  • a plurality of holes is then introduced into the foundation, wherein the holes are preferably distributed over the circumference of a fitting for a tower of the wind turbine.
  • an undercut is made in the lower part of the holes with a suitable undercutting tool.
  • the anchors are used with attached anchor foot in the holes.
  • the anchors to be inserted into the holes are already provided in each case with a biasing element on the anchor head.
  • Lower area of a bore here means in particular the bore area with the recorded anchor foot and with the undercut as well as a bore section arranged in the foundation above the undercut.
  • a cladding tube is placed in each bore on the hardened Vergussabexcellent whose outer diameter corresponds to the diameter of the bore or approximately the diameter of the bore.
  • the upgrading layer of concrete is applied to the foundation, wherein the surface of the upgradable layer is expediently arranged in the upper region of the cladding tubes.
  • the invention is based on the finding that due to the inventive measures initially the shear strength capacity of the foundation can be effectively increased and thus a compensation for a lack of shear reinforcement can be created. With the measures according to the invention it is ensured that the lifting forces - in particular from the built-in part for the tower - can be reliably introduced into the foundation. It is achieved an optimal shear capacity in the field of the insert.
  • the biasing of the anchor according to the invention is of particular importance in the context of the invention. As a result, a particularly effective connection between the foundation and the work-up layer is achieved, and the upgrade layer can effectively relieve loads on the existing foundation. In this way, the bending reinforcement of the foundation is relieved in an advantageous manner.
  • FIG. 1 shows an inventive foundation for a not shown tower of a wind turbine.
  • an existing foundation 1 is shown in concrete.
  • This foundation 1 has an upper steel reinforcement 2 and a lower steel reinforcement 3.
  • a built-in part 4 is cast in for the tower of the wind turbine.
  • the mounting part 4 is preferably cylindrical and in the embodiment.
  • an upper mounting flange 5 and a lower mounting flange 6 is connected. Both mounting flanges 5, 6 expediently run over the circumference of the mounting part 4.
  • two push cams 29 can be seen, which are provided on the outside of the built-in part and protrude into the work-up layer 7. These push cams 29 improve the introduction of force into the working layer 7.
  • the thickness D of the work-up layer 7 may be 1 m in the exemplary embodiment.
  • a part of the upper region of the foundation 1 has been removed, in some areas up to the upper steel reinforcement 2.
  • a plurality of bores 8 extend through the work-up layer 7 and into the foundation 1.
  • the bores 8 are preferred and distributed in the exemplary embodiment over the circumference of the built-in part 4 ( Fig. 2 ).
  • the upgrading layer 7 by cross and projecting into the foundation 1 anchor 9 is provided from prestressing steel.
  • the remaining in each hole 8 bore clearance between the armature 9 and the bore walls according to the invention filled with a hardened potting material 10.
  • an armature 9 is biased and fixed by means of a provided on the anchor head 11 and formed as a preload nut 12 biasing element.
  • the biasing nut 12 is screwed onto a non-illustrated, provided on the anchor head 11 external thread of the armature 9.
  • the biasing of the armature 9 by means of hydraulic presses, the setting by tightening the preload nut 12.
  • the preload nut 12 is supported on the surface of the scavenging layer 7 by means of spring elements configured as disc springs 13 and by an anchor plate 14.
  • the anchor head 11 of the armature 9 is connected via an armature shaft 15 extending along the bore 8 to an armature foot 16.
  • the Anchor 16 has a larger radial diameter than the armature shaft 15.
  • the Anchor 16 is based on the opposite of the anchor shaft 15 of larger diameter at the above the Anchor 16 arranged hardened potting material 10 from. It is within the scope of the invention that the diameter d s of the armature shaft 15 is dimensioned relatively small. It is preferably between 20 and 30 mm.
  • an external thread 17 is provided at the lower or bore-side end of the armature 9 and on this external thread 17 is firstly a sleeve 18 and the other a lock nut 19 is screwed (see in particular Fig. 4 ).
  • the lock nut 19 is located on the bottom side of the sleeve 18 at.
  • the sleeve 18 and the lock nut 19 form the anchor foot 16 of the armature 9.
  • Empfohlene the largest diameter d f of the anchor foot 16 and the sleeve 18 is only a few millimeters less than the diameter d B of the associated bore section.
  • the surface 28 of the sleeve 18 has the shape of a cone which widens toward the bore base 22.
  • an undercut 20 is formed in the bore wall above the anchor foot 16.
  • the undercut 20 has a first undercut surface 21 which forms a cone which widens toward the bore base 22.
  • the undercut 20 further has a second undercut surface 23, which forms a tapering towards the bore bottom 22 cone.
  • the second undercut surface 23 directly adjoins the first undercut surface 21 and only these two undercut surfaces 21, 23 form the undercut 20.
  • the second undercut surface 23 preferably extends over a significantly longer section of the longitudinal axis L of the armature 9 or in the exemplary embodiment.
  • this portion of the longitudinal axis, over which the second undercut surface 23 extends at least twice as large as the portion of the longitudinal axis L, over which the first undercut surface 21 extends.
  • Fig. 4 shows that the undercut 20 is arranged at a small distance above the anchor foot 16. This distance is preferably 0 to 20 mm.
  • the diameter d B of the undercut-free bore 8 is suitably 55 to 80 mm and preferably 60 to 75 mm.
  • the largest diameter d H of the undercut 20 is recommended to be 1.3 times to 1.7 times the diameter d B of the undercut-free bore 8.
  • the armature shaft 15 is provided with a sliding coating 24 designed as a lubricious coating, the the adhesion of the potting material to the armature 9 or to the armature shaft 15 is prevented or minimized. Due to this coating, the setting of a precisely defined bias of the armature 9 is possible in an advantageous manner.
  • first part of the foundation 1 up to the upper steel reinforcement 2 is removed in an upper region 25.
  • a bore 8 is advantageously introduced into the foundation 1.
  • an anchor 9 is recommended with inserted at its upper end preload nut 12 and provided at the lower end anchoring leg 16 in the bore 8 of the foundation 1 used.
  • a cladding tube 27 is placed on the Vergussabêt just created.
  • the outer diameter of the cladding tube 27 corresponds to the diameter d B of the bore 8 or approximately this diameter d B.
  • the length of the cladding tube 27 is matched to the subsequently applied training layer 7.
  • the upgrade layer 7 is preferably applied to the foundation 1.
  • the prestressing of the armature 9 by means of the preloading nut 12 is recommended. It is then only expedient to realize the potting with the potting material in the upper region of the bore 8 or in the cladding tube 27.
  • biasing the armature 9 is of particular importance. It is also of particular advantage that the upper fastening flange 5 of the built-in component 4 (FIG. Fig. 1 ) at its top of the Substituting layer 7 is cast in concrete. As a result, the lifting forces from the anchoring of the tower can be very effectively introduced into the foundation 1.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Wind Motors (AREA)

Claims (19)

  1. Fondation renforcée, en particulier pour des éoliennes, une fondation (1) en béton étant présente, une couche de renforcement (7) en béton étant appliquée sur la fondation (1), au moins un trou de perçage (8) s'étendant à travers la couche de renforcement (7) et aménagé dans la fondation (1) étant présent, un ancre (9) traversant la couche de renforcement (7) et pénétrant dans la fondation (1) étant prévu dans le trou de perçage (8), l'espace libre de perçage qui subsiste dans le trou de perçage (8) étant rempli ou essentiellement rempli par une matière de scellement durcie (10) et l'ancre (9) étant précontraint au moyen d'au moins un élément de précontrainte prévu sur la tête d'ancrage (11).
  2. Fondation renforcée selon la revendication 1, dans laquelle la tête d'ancrage (11) est reliée via une tige d'ancrage (15) à un pied d'ancrage (16) et le pied d'ancrage (16) présentant un diamètre plus grand que la tige d'ancrage (15).
  3. Fondation renforcée selon l'une des revendications 1 ou 2, dans laquelle la tête d'ancrage (11) présente un filetage extérieur, sur lequel filetage extérieur est vissé un élément de précontrainte réalisé en tant qu'écrou de précontrainte (12) et l'ancre (9) étant précontraint en tirant ou pressant et en serrant ensuite l'écrou de précontrainte (12).
  4. Fondation renforcée selon l'une des revendications 1 à 3, dans laquelle, entre l'élément de précontrainte et la surface de la couche de renforcement (7), en particulier entre l'écrou de précontrainte (12) et la surface de la couche de renforcement (7), au moins un élément de ressort, de préférence au moins une rondelle à ressort (13), est montée de manière intermédiaire.
  5. Fondation renforcée selon l'une des revendications 1 ou 2, dans laquelle l'ancre (9) est précontraint en tirant et fixant ensuite la tête d'ancrage (11) avec une liaison de serrage.
  6. Fondation renforcée selon l'une des revendications 1 ou 2, dans laquelle l'ancre (9) présente une tête d'ancrage (11) refoulée dont le diamètre est supérieur au trou de perçage (8) et l'ancre (9) étant précontraint en tirant et supportant ensuite la tête d'ancrage (11) avec au moins un élément sous-jacent sur la surface de la couche de renforcement (7).
  7. Fondation renforcée selon l'une des revendications 2 à 6, dans laquelle la tige d'ancrage (15) présente un filetage extérieur (17) à l'extrémité côté fond du trou de perçage et au moins un contre-écrou (19) étant vissé en tant que pied d'ancrage (16) ou en tant que composant du pied d'ancrage (16) sur ce filetage extérieur (17).
  8. Fondation renforcée selon la revendication 7, dans laquelle un manchon (18) est vissé sur le filetage extérieur (17) à l'extrémité côté fond du trou de perçage de la tige d'ancrage (15) et le contre-écrou (19) vissé sur le filetage extérieur (17) reposant contre le manchon (18) côté fond du trou de perçage.
  9. Fondation renforcée selon l'une des revendications 2 à 6, dans laquelle le pied d'ancrage (16) est refoulé à l'extrémité côté fond du trou de perçage de la tige d'ancrage (15) et le pied d'ancrage (16) étant fixé via une liaison de serrage à l'extrémité côté fond du trou de perçage de la tige d'ancrage (15).
  10. Fondation renforcée selon l'une des revendications 2 à 9, dans laquelle la surface du pied d'ancrage (16) entoure en forme d'anneau la tige d'ancrage (15) et la surface étant ce faisant inclinée en forme de cône vers la paroi du trou de perçage.
  11. Fondation renforcée selon l'une des revendications 2 à 10, dans laquelle le plus grand diamètre df du pied d'ancrage (16) est de 1,5 fois à 3,5 fois, en particulier de 2 fois à 2,8 fois le diamètre ds de la tige d'ancrage (15).
  12. Fondation renforcée selon l'une des revendications 2 à 11, dans laquelle l'ancre (9), et en particulier la tige d'ancrage (15), est en particulier muni(e), au moins par tronçons, d'un revêtement qui empêche l'adhésion de la matière de scellement (10) sur l'ancre (9) ou la tige d'ancre (15), ou la minimise au moins.
  13. Fondation renforcée selon l'une des revendications 2 à 12, dans laquelle on forme une contre-dépouille (20) dans la paroi du trou de perçage au-dessus du pied d'ancrage (16).
  14. Fondation renforcée selon la revendication 13, dans laquelle la contre-dépouille (20) présente une première surface de contre-dépouille (21), laquelle première surface de contre-dépouille (21) forme un cône s'élargissant vers le fond du trou de perçage et la contre-dépouille (20) présentant une deuxième surface de contre-dépouille (23), laquelle deuxième surface de contre-dépouille (23) forme un cône s'amenuisant vers le fond du trou de perçage (22).
  15. Fondation renforcée selon l'une des revendications 1 à 14, dans laquelle un élément d'encastrement (4) pour la réception d'une tour ou d'un mât, en particulier d'une éolienne, est encastré dans le béton de la fondation (1) et l'élément d'encastrement (4) étant également bétonné dans la couche de renforcement (7).
  16. Fondation renforcée selon la revendication 15, dans laquelle il y a, sur le côté extérieur de l'élément d'encastrement (4), au moins un élément de poussée plongeant dans la couche de renforcement (7), de préférence au moins une came de poussée (29) plongeant dans la couche de renforcement (7).
  17. Fondation renforcée selon l'une des revendications 1 à 16, dans laquelle l'épaisseur de la couche de renforcement comporte 0,5 à 2,5 m, de préférence 0,7 à 1,5 m et de manière préférée 0,8 à 1,3 m.
  18. Fondation renforcée selon l'une des revendications 1 à 17, dans laquelle l'ancre est disposé perpendiculairement ou sensiblement perpendiculairement.
  19. Fondation renforcée selon l'une des revendications 1 à 17, dans laquelle l'ancre est disposé en biais.
EP11169352.9A 2010-06-09 2011-06-09 Fondation entraînée Not-in-force EP2395155B1 (fr)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
DE202010007750U DE202010007750U1 (de) 2010-06-09 2010-06-09 Ertüchtigtes Fundament

Publications (2)

Publication Number Publication Date
EP2395155A1 EP2395155A1 (fr) 2011-12-14
EP2395155B1 true EP2395155B1 (fr) 2014-01-29

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DE (1) DE202010007750U1 (fr)

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CA2792630C (fr) * 2010-03-24 2017-08-08 Vestas Wind Systems A/S Procede permettant de construire des fondations
CN102095052B (zh) * 2010-11-25 2013-06-12 华锐风电科技(集团)股份有限公司 地脚螺栓锚固系统的安装方法及安装工业设备的方法
FR2980222B1 (fr) * 2011-09-16 2013-10-04 Soletanche Freyssinet Procede de reparation d'un ouvrage ayant une fondation sur pieux avec une semelle de transfert de charge
DE102011089522A1 (de) * 2011-12-22 2013-06-27 Wobben Properties Gmbh Verfahren zur Stabilisierung einer Windenergieanlage
ITMI20121552A1 (it) * 2012-09-19 2014-03-20 Gianni Benuzzi Procedimento per la realizzazione del consolidamento e del rinforzo statico di strutture metalliche tubolari esistenti e della relativa fondazione
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