EP0317458B1 - Verfahren und Einrichtung zur Einstellung eines Fundamentes durch Bildung einer aus dem Boden selbst bestehenden Vermassung - Google Patents

Verfahren und Einrichtung zur Einstellung eines Fundamentes durch Bildung einer aus dem Boden selbst bestehenden Vermassung Download PDF

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Publication number
EP0317458B1
EP0317458B1 EP88430029A EP88430029A EP0317458B1 EP 0317458 B1 EP0317458 B1 EP 0317458B1 EP 88430029 A EP88430029 A EP 88430029A EP 88430029 A EP88430029 A EP 88430029A EP 0317458 B1 EP0317458 B1 EP 0317458B1
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EP
European Patent Office
Prior art keywords
anchoring
slab
ground
tie rod
anchor
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Expired - Lifetime
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EP88430029A
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English (en)
French (fr)
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EP0317458A1 (de
Inventor
André Martin
Pierre Habib
Minh Phong Luong
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Castola Charles-Alain
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Individual
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/50—Anchored foundations
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/28—Stressing the soil or the foundation structure while forming 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
    • 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
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/80—Ground anchors
    • E02D5/803—Ground anchors with pivotable anchoring members

Definitions

  • the present invention relates to a method and a system for implementing a foundation by creating a solid mass formed by the soil itself.
  • the technical sector of the invention is that of foundations for works made on the surface, such as electricity pylons, antennas or other similar works.
  • the tensile force In the case of a bed embedded in the ground, the tensile force must remain less than the sum of the following data: weight of the bed, weight of the earth above the bed, resulting on the bed of the lateral friction forces , sucking on the massif. It is noted in the case of an embedded solid that a major drawback, the rupture of the concrete solid, can occur if the following eventuality occurs: tensile force on the concrete greater than the weight of the foundation but less than the conjugation of the lateral friction and suction forces.
  • the objective to be achieved is to create foundations by creating a solid mass made up of the soil itself.
  • a loaded foundation induces a settlement of ground.
  • a system comprising anchoring means comprising at least one anchoring line extending towards the surface of the ground to extend beyond this surface, which anchoring line is passed through a reserved opening in a slab bearing on the ground, which anchoring line is connected to means for its tensioning under the effect of a traction exerted on the slab in the direction of the anchoring point .
  • anchoring means comprising at least one anchoring line extending towards the surface of the ground to extend beyond this surface, which anchoring line is passed through a reserved opening in a slab bearing on the ground, which anchoring line is connected to means for its tensioning under the effect of a traction exerted on the slab in the direction of the anchoring point .
  • the anchoring means consist of an anchor comprising a rigid body comprising at least one end for attacking the ground and another end comprising an anvil on which a driving force is applied by threshing, which anchor further comprises a fin articulated around an axis transverse to said body and having a limited angle of movement of the order of 45 °, at least one anchoring line connected to said body at at least one point located between said leading end and the center of gravity of the anchor body, said articulated fin being located opposite the leading end and whose pivot axis is offset from the median plane of the body of the anchor in which the plane is located the threshing axis.
  • the anchor line is constituted by at least one tie connected to a fixing member pivoting about a transverse axis located in said median plane of the body of the anchor, which tie is rigid and is constituted by a rod or a tube comprising connection means for being able to align several tie rods as a function of the depth of insertion of the anchor into the ground, so that the last tie rod extends beyond the level of the ground to allow the tensioning of the anchor line.
  • the aligned tie rods which constitute the anchor line, have their axis located substantially in the median plane of the body of the anchor and are located substantially at the center of the anvil. .
  • the anvil is struck by means of open or closed cross-section profiles which surround the anchor line and which extend above the ground surface to be subjected to the action of threshing means.
  • the slab has, on its upper face, a metal plate having an orifice located at the right of the orifice of the slab, which is of a diameter greater than that of the slab to allow adjustments on two axes x / y.
  • the means for tensioning the anchoring line consist of a frame bearing on said metal plate of the slab and comprising a conical housing whose generatrices of the wall converge towards the anchoring means at a point located on the axis of the tie rods constituting the anchor line whose last tie rod, which crosses the slab, extends into said conical housing and is threaded at its end to cooperate with a locking nut acting on corners placed in the conical housing and around the two tie rods by means of a ring inserted between the corners and the locking nut.
  • the periphery of the tie rod coming into contact with the locking corners is ridged or has micro-threads to increase the anchoring of the corners on the tie rod,
  • Said conical housing is reserved in a movable part, guided in the vertical direction on said frame, which movable part is supported on elastic means which surround the tie rod and which are inserted between said movable part and the bottom of the frame.
  • the means for tensioning the anchoring line consist of a beam to which is fixed the last tie which crosses the slab and the metal plate, which beam is located above the slab and the plate and is subjected to the action of at least two jacks located on either side of the tie rod and resting on the metal plate which covers the slab,
  • Said beam comprises, in its middle, a ring comprising a conical orifice whose generatrices of the wall converge on the side of the anchoring point on a point situated on the axis of the tie rod and the fixing of the tie rod to the beam is carried out by locking corners distributed around the tie rod and arranged in the annular space existing between the tie rod and the conical orifice.
  • the metal plate which covers the slab has a boss comprising a conical orifice coaxial with the orifice of the slab and whose generatrices of its wall converge on the side of the anchoring point on a point located on the axis of the tie rod and the support in tension of the anchoring line is obtained by locking wedges distributed around the tie rod and arranged in the annular space existing between the tie rod and the conical orifice of said boss so as to cancel the pressure of the fluid of the hydraulic circuit leading to said cylinders.
  • the periphery of the tie rod areas brought into contact with the locking corners is ridged or has micro-threads to increase anchoring the corners on the tie rod.
  • a predetermined holding point is placed at a certain depth in the ground.
  • This holding point constitutes an anchor on which, from the surface, it is taken up again by means of a steel plate covering a concrete slab, or else by a steel plate or simply a concrete slab.
  • the soil mass located below the slab, after stressing, has different mechanical characteristics from those existing before stressing. It is from these new mechanical characteristics that the strength of the massif as a foundation is determined.
  • a vertical tension is exerted downwards on a plate (or slab) placed on the ground.
  • This tension is obtained by the stiffening of an anchor line fixed by one of its ends to a deep anchor point to benefit from the underground effect of the ground stop and at its other end for example by tightening a bolt on the last element of the tie rod which constitutes said anchor line and which crosses the plate (or slab) placed on the surface.
  • the underground effect of the floor stop can be obtained either by, for example, a plate-shaped anchor or by the articulated element anchoring device having a bent shape, which has been the subject of a patent application. French registered under No 84 07281.
  • the junction between the underground floor stop device and the surface plate is made by means of tie rods constituted by a cable, a rod or a tube (or sets of rods or tubes) sized for the required force.
  • the recovery of the force on the tie is done by means of a system of claw corners or other equivalent means to avoid slippage.
  • the surface plate is dimensioned in such a way that an evaluation and a direct control of the soil stress can be obtained during the tensioning of the tie rod.
  • the plate or the plate and the concrete slab
  • the plate is made so that its surface is a multiple or an integer sub-multiple of the square meter.
  • the underground anchor is installed by threshing.
  • the stress recovery rod or tube is integral with the underground anchor.
  • the anchoring line consisting of a cable, a rod or a tube (or sets of rods and tubes) is put in place by means of false pile drivers constituted by tubes or profiles, in U for example, during threshing, at the same time as anchoring.
  • false pile drivers constituted by tubes or profiles, in U for example, during threshing.
  • the rod or tube (or string of tubes or tubes) that connects the underground anchor to the plate (and / or the surface slab) is gripped by the means described above by tightening the bolt or by other means comprising cylinders with pneumatic or hydraulic operation until the service force imposed by the structure produced is obtained. area.
  • Elastic means such as springs or Belleville washers for example can be incorporated on the surface at the upper end of the head tie to compensate or take up the forces.
  • the method according to the invention offers the advantage of being able to predetermine the holding capacity of the mass of land under stress and of improving it by stiffening more or less the surface plate (and / or slab) at its point. underground anchor. Indeed, throughout the threshing, knowing the master-couple at the sinking of the underground anchoring system, that is to say the contours of the cross sections to the axis of movement of the anchor line , we can, by knowing the threshing energy at each strike, determine the bearing capacity of the ground at each level of the anchoring. Furthermore, the surface plate (and / or slab) pulled towards the ground by the stiffening of the anchor line makes it possible, thanks to its compaction, to assess the stress of the ground on the surface. These two possibilities combined make it possible to correctly identify the possibilities of holding pre-stressed soil masses.
  • the anchor 1 ( Figures 2 and 3) which is used in the device according to the invention is for example of the type of that described in patent application FR-A-2 464 120. It is specified there that other similar anchoring means can find their application for the implementation of the method according to the invention.
  • Such an anchor 1 comprises a rigid body comprising a conical or pyramidal part 1a1, the lower part of which ends with a leading end of the ground 1a2.
  • Its upper part 1a3 is of a circular or square cross section and comprises an anvil 1a4 intended to be struck by driving forces obtained by threshing and by means of tubular elements or by U-shaped profiles 2, which surround an anchor line 3 fixed to a pivoting part 4 around an axis transverse to the anchor 1.
  • the pivot axis 4a of the part 4 is located between the end 1a2 and the center of gravity of the anchor and in the plane of symmetry of the body 1a.
  • the anchor 1 Opposite the leading end of the ground 1a2, the anchor 1 comprises an articulated element 5 forming a kind of fin, which is pivotally mounted on the body la around an axis 5a transverse to the anchor and offset with respect to the plane of symmetry of the body la in which the pivot axis 4a of the part 4 is also located.
  • the articulated element 5 is designed to have a limited angular movement of the order of 45 °.
  • the anchor 1 comprises a plate 6 projecting symmetrically with respect to the body la (FIG. 2) and comprising a rectangular part 6a, extending approximately from the axis pivot 5a of the articulated element 5 to the pivot axis 4a of the part 4, the cross section of the anchor at this location constituting the master torque of the anchor.
  • the plate 6 is extended towards the leading end of the ground 1a2 by a symmetrical profiled part 6b to promote the penetration of the anchor into the ground, which part 6b is delimited by a series of edges 6b1 / 6b2 / 6b3 / 6b4 which converge at different angles on the axis of symmetry XX1 of the anchor.
  • the plate 6 is stiffened by gussets 7/8 fixed on either side of the plate 6 forming deflectors and which converge on the axis of symmetry of the anchor XX1 to promote the penetration of the anchor into the ground .
  • the anchor line 3 In the insertion position of the anchor 1, the anchor line 3 is located in the axis XX1 of the anchor 1.
  • the anchor line and the intermediate threshing elements 2, or false threshing piles are substantially coaxial when these are formed by tubes.
  • FIG. 1 of the drawing represents the anchoring of a pylon foot 9, which rests on the ground by means of a reinforced concrete slab 10, covered with a plate for example of steel 11, which slab and plate 10/11 are crossed by the anchor line 3.
  • tie rods for example in the form of tubes 3a / 3b connected by a connection sleeve 12.
  • FIG. 4 represents, on a larger scale, a pylon foot 9 and the means for tensioning the anchoring line to put the soil in prestress.
  • the slab 10 has an orifice 10a, located to the right of an orifice 11a, of larger diameter, and reserved in the plate 11 which covers the upper face of the slab and to which plate is fixed the pylon foot 9.
  • the difference the diameter of the orifices 10a / 11a allows adjustments to be made in X / Y of the plate 11 relative to the slab 10.
  • Said pylon is in an inclined position and is constituted by a tubular element and has a manhole 9a to access the interior.
  • the upper end of the tube 3b is passed through the holes 10a / 11a and extends inside the pylon foot 9 through a device for tensioning the anchor line.
  • This device consists of a frame 13 bearing on the metal plate 11 and comprising a movable part 14 itself comprising a conical housing 15 in which the tube 3 has passed.
  • the generatrices of the wall of said housing converge towards the anchor 1 at a point located on the axis of the anchor line 3.
  • the movable part 14 is supported on elastic means 15, for example Belleville washers, inserted between said movable part 14 and the bottom of the frame 13.
  • the upper end 3b1 of the tube 3b is threaded and cooperates with a nut 17.
  • a nut 17 In the conical housing 15 are arranged locking corners 18 distributed around the tube 3b, for example three in number and arranged at 120 °.
  • a ring 19 disposed between the nut 17 and the corners 18 is connected to the latter by means of studs or other similar members 20.
  • the tensioning of the anchor line 3 and correlatively, the prestressing of the ground is obtained by screwing the nut 17.
  • the anchor pivots around the axis 4a, the fin 5 around the axis 5a until it comes to rest at the ground stop in a position substantially parallel to the ground as shown in the drawing in FIG. 1.
  • the periphery of the area of the tie formed by the tube 3b brought into contact with the locking corners is striated or has micro-threads to increase the anchoring of the corners in said tie,
  • the prestressing of the ground is obtained by tightening more or less the nut 17 as has been previously exposed.
  • These means consist of a beam 21 comprising in its middle a ring 22 comprising a conical orifice 22a whose generatrices of the wall converge towards the anchoring point on a point located on the axis of the tie rod 3b.
  • the tie rod 3b is fixed to the beam 21 by locking corners 23, for example three in number and arranged at 120 °, distributed around the tie rod and arranged in the annular space existing between the tie rod 3b and the conical orifice 22a.
  • the metal plate 11, which covers the slab 10 has a boss 24 comprising a conical orifice 24a coaxial with the orifice 10a of the slab and whose generatrices of its wall converge towards the anchoring point on a point located on the axis of the tube 3b.
  • the tensioning of the anchor line is for example obtained by means of two cylinders 25/26, for example single acting and hydraulically operated.
  • the tensioning of the anchoring line 3 is obtained for example by three locking corners 27 distributed at 120 ° around the tube 3b and arranged in the annular space existing between the tube and the conical orifice 24a.
  • the periphery of the zones of the tubes 3b brought into contact with the locking corners 23/27 is striated or includes micro-threads for increase the anchoring of the corners in the tube. Also, the parts of the corners 18/23/27, brought into contact with the tubes can be serrated to further increase the embedding of the corners at the periphery of the tube.
  • the method and the device according to the invention and, among other applications, can be used to stiffen clays or marls saturated or supersaturated with water, or even to produce stable foundations in sand deserts.
  • the rigid elements may be replaced by suitable cables.

Claims (12)

  1. Verfahren zur Schaffung einer Fundamentierung durch Bildung eines aus dem Boden selbst bestehenden Fundaments, bei welchem Verfahren:
    - mindestens eine tiefe Verankerungsstelle errichtet wird, die in einer Verankerungsleitung eingebunden ist, welche sich zur Erdoberfläche hin erstreckt und über diese Oberfläche hinausgeht,
    - an der Oberfläche eine Massivplatte mit mindestens einer Öffnung für den Durchtritt der Verankerungsleitung angeordnet wird,
    - und durch Unterspannungsetzen der Verankerungsleitung mittels auf der Massivplatte abgestützter Einrichtungen auf die Massivplatte ein Zug in Richtung der Verankerungsstelle ausgeübt wird, dadurch gekennzeichnet, daß
    - ein von einer im wesentlichen vertikalen Versenkposition in eine im wesentlichen parallel zum Boden befindliche Position schwenkbares Verankerungsmittel entlang der Verankerungsleitung in den Boden gerammt wird,
    - das Verankerungsmittel verschwenkt wird durch Ausüben einer derartigen Zugwirkung auf die Massivplatte, daß ein durch das Verankerungsmittel erzeugter unterirdischer Widerlagereffekt des Bodens erzielt wird,
    - und diese Zugwirkung zum Vorspannen des Bodens bis zur Erzielung der für die Stabilisierung des an der Oberfläche zu errichtenden Bauwerks notwendigen Betriebskraft fortgesetzt wird.
  2. Vorrichtung zur Durchführung des Verfahrens nach Anspruch 1, umfassend Verankerungsmittel (1) mit mindestens einer sich zur Erdoberfläche hin erstreckenden und über diese Oberfläche hinausgehenden Verankerungsleitung (3), welche Verankerungsleitung in eine in einer am Boden abgestützen Massivplatte (10) vorgesehene Öffnung (10a) reicht und an Einrichtungen zum Unterspannungsetzen derselben unter der Wirkung einer auf die Massivplatte (10) in Richtung der Verankerungsstelle ausgeübten Zugkraft angeschlossen ist, dadurch gekennzeichnet, daß die Verankerungsmittel durch einen Anker (1) gebildet sind, der einen starren Körper (1a) mit mindestens einem Bodeneintreibende (1a₂) und einem anderen Ende umfaßt, welches einen Amboß (1a₄) aufweist, auf den eine Rammkraft aufgebracht wird, welcher Anker (1) weiters eine um eine zum Körper (1a) querlaufende Achse (5a) angelenkte Querklappe (5) mit einem auf einen Bereich bis 45° eingeschränkten Bewegungswinkel und mindestens eine in mindestens einem zwischen dem Eintreibende (1a₂) und dem Schwerpunkt des Ankerkörpers liegenden Punkt (4) an den Körper (1a) angeschlossene Verankerungsleitung (3) umfaßt, wobei sich die Gelenkklappe (5) gegenüber dem Eintreibende (1a₂) befindet und die Schwenkachse (5a) in bezug auf die Mittelebene des Ankerkörpers (1), in der sich die Rammachse befindet, versetzt ist, und daß die Verankerungsleitung (3) durch zumindest einen Zuganker (3a/3b) gebildet ist, der mit einem um eine in der Mittelebene des Ankerkörpers befindliche Querachse (4a) schwenkbaren Befestigungselement (4) verbunden ist, welcher Zuganker (3a/3b) starr und durch eine Stange oder ein Rohr mit Anschlußmitteln zum Inreiheanordnen mehrer Zuganker in Abhängigkeit von der Eintreibtiefe des Ankers (1) im Boden gebildet ist, sodaß der letzte Zuganker (3b) zur Ermöglichung des Unterspannungsetzens der Verankerungsleitung (3) über das Bodenniveau hinausreicht.
  3. Vorrichtung nach Anspruch 2, dadurch gekennzeichnet, daß die die Verankerungsleitung bildenden ausgerichteten Zuganker (3a/3b) in der Versenkposition des Ankers (1) im Boden ihre Achse im wesentlichen in der Mittelebene des Ankerkörpers (1) liegen haben und im wesentlichen im Zentrum des Ambosses (1a₄) liegen.
  4. Vorrichtung nach Anspruch 2, dadurch gekennzeichnet, daß auf den Amboß (1a₄) über Profile (2) mit offenem oder geschlossenem Querschnitt geschlagen wird, welche Profile die Verankerungsleitung (3) umgeben und über die Erdoberfläche hinaus verlängert sind, um der Wirkung der Rammeinrichtungen ausgesetzt zu werden.
  5. Vorrichtung nach einem der Ansprüche 2 bis 4, dadurch gekennzeichnet, daß die Massivplatte (10) auf ihrer oberen Oberfläche eine Metallplatte (11) umfaßt, die zur Ermöglichung von Regulierungen entlang zweier Achsen (x/y) eine an der stelle der Öffnung der Massivplatte befindliche Öffnung (11a) von einem größeren Durchmesser als jener (10a) der Massivplatte aufweist.
  6. Vorrichtung nach einem der Ansprüche 2 bis 5, dadurch gekennzeichnet, daß die Mittel zum Unterspannungsetzen der Verankerungsleitung (3) aus einem Rahmen (13) bestehen, welcher auf der Metallplatte (11) der Massivplatte (10) abgestützt ist und eine konische Aufnahme (15) aufweist, deren Wanderzeugende zu den Verankerungsmitteln (1) hin an einem Punkt zusammenlaufen, der sich an der Achse der die Verankerungsleitung (3) bildenden Zuganker befindet, wobei der letzte Zuganker (3b), der die Massivplatte (10) durchsetzt, in die konische Aufnahme (15) hinein verlängert ist und an seinem Ende (3b₁) zwecks Zusammenwirkens mit einer Blockiermutter (17) mit einem Gewinde versehen ist, welche Blockiermutter auf in der konischen Aufnahme (15) um den Zuganker (3b) herum angeordnete Keile (18) wirkt, u.zw. über einen zwischen den Keilen und der Blockiermutter eingesetzten Ring (19).
  7. Vorrichtung nach Anspruch 6, dadurch gekennzeichnet, daß der Umfang des mit den Blockierkeilen (18) in Kontakt befindlichen Zugankers (3b) zwecks Verstärkung der Verankerung der Keile (18) am Zuganker (3b) gerieft ist oder Mikrogewinde umfaßt.
  8. Vorrichtung nach einem der Ansprüche 6 bis 7, dadurch gekennzeichnet, daß die konische Aufnahme (15) in einem beweglichen Stück (14) vorgesehen ist, welches in vertikaler Richtung am Rahmen (13) geführt und auf elastischen Mitteln (16) abgestützt ist, die den Zuganker (3b) umgeben und zwischen dem beweglichen Stück (14) und dem Boden des Rahmens (13) eingesetzt sind.
  9. Vorrichtung nach einem der Ansprüche 2 bis 5, dadurch gekennzeichnet, daß die Mittel zum Unterspannungsetzen der Verankerungsleitung (3) aus einem Balken (21) bestehen, an dem der letzte Zuganker (3b), der die Massivplatte (10) und die Metallplatte (11) durchsetzt, befestigt ist und welcher Balken (21) sich über der Massivplatte (10) und der Platte (11) befindet und der Wirkung mindestens zweier Stelltriebe (25/26) unterworfen ist, die beiderseits des Zugankers (3b) angeordnet und auf der Metallplatte (11), die die Massivplatte (10) überdeckt, abgestützt sind.
  10. Vorrichtung nach Anspruch 9, dadurch gekennzeichnet, daß der Balken (21) in seiner Mitte einen Ring (22) mit einer konischen Öffnung (22a) umfaßt, deren Wanderzeugende auf der Seite der Verankerungsstelle an einem an der Achse des Zugankers (3b) befindlichen Punkt zusammenlaufen, und daß die Befestigung des Zugankers am Balken (21) mittels Blockierkeilen (23) realisiert ist, die um den Zuganker (3b) verteilt und in dem zwischen Zuganker (3b) und konischer Öffnung (22a) vorhandenen Ringraum angeordnet sind.
  11. Vorrichtung nach einem der Ansprüche 6 oder 10, dadurch gekennzeichnet, daß die Metallplatte (11), die die Massivplatte (10) überdeckt, einen Höcker (24) aufweist, der eine zur Öffnung (10a) der Massivplatte (10) koaxiale konische Öffnung (24a) aufweist, deren Wanderzeugende auf der Seite der Verankerungsstelle an einem an der Achse des Zugankers (3b) befindlichen Punkt zusammenlaufen, und daß das Unterspannunghalten der Verankerungsleitung (3) mittels um den Zuganker (3b) und die konische Öffnung (24a) des Höckers (24) herum verteilt angeordneter Blockierkeile derart bewirkt wird, daß der Druck des Fluids des die Stelltriebe beaufschlagenden Hydraulikkreises annuliert wird.
  12. Vorrichtung nach einem der Ansprüche 9 bis 11, dadurch gekennzeichnet, daß der Umfang der mit den Blockierkeilen (18/23/27) in Kontakt befindlichen Zonen des Zugankers (3b) zwecks Verstärkung der Verankerung der Keile am Zuganker (3b) gerieft ist oder Mikrogewinde aufweist.
EP88430029A 1987-11-09 1988-11-08 Verfahren und Einrichtung zur Einstellung eines Fundamentes durch Bildung einer aus dem Boden selbst bestehenden Vermassung Expired - Lifetime EP0317458B1 (de)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FR8715654 1987-11-09
FR8715654A FR2622909B1 (fr) 1987-11-09 1987-11-09 Procede et dispositif pour mettre en oeuvre une fondation en creant un massif constitue par le sol lui-mem

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EP0317458A1 EP0317458A1 (de) 1989-05-24
EP0317458B1 true EP0317458B1 (de) 1994-05-18

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US (1) US5026213A (de)
EP (1) EP0317458B1 (de)
AT (1) ATE105891T1 (de)
AU (1) AU612744B2 (de)
DE (1) DE3889631T2 (de)
ES (1) ES2054854T3 (de)
FR (1) FR2622909B1 (de)
WO (1) WO1989004402A1 (de)

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Publication number Priority date Publication date Assignee Title
FR2649735B1 (fr) * 1989-07-13 1993-02-26 Tech Speciales Ingenieri Piste de roulement d'urgence et son procede de mise en oeuvre
GB8926092D0 (en) * 1989-11-17 1990-01-10 Seamark Systems Subsea apparatus
FR2660353A1 (fr) * 1990-03-30 1991-10-04 Technologies Speciales Ingenie Procedes et boucliers parasismiques.
FR2708949B1 (fr) * 1993-08-12 1999-01-29 Texmar Procédé et dispositif pour la réalisation de fondations dynamiques cantonnées dans le domaine élastique du sol.
US6237289B1 (en) * 1996-01-16 2001-05-29 Foresight Products, Inc. Ground Anchor
FR2746131B1 (fr) * 1996-03-15 1998-06-12 Embases articulees et procede et systeme d'implantation d'ouvrages sur lesdites embases
FR2764618B1 (fr) 1997-06-13 1999-09-03 Tecnivalor Procede et dispositif d'embase dans le sol s'opposant aux efforts lateraux et au glissement
GB0113711D0 (en) * 2001-06-06 2001-07-25 Corus Uk Ltd Foundation blocks
FR2845705B1 (fr) * 2002-10-15 2005-05-27 Ineo Reseaux Haute Tension Procede pour renforcer les fondations d'un pylone
US20080008539A1 (en) * 2006-07-05 2008-01-10 Con-Tech Systems Ltd. Void form for constructing post-tensioned foundation piles
GB201106118D0 (en) 2011-04-12 2011-05-25 Gripple Ltd Ground stabilising device
CN110241839B (zh) * 2019-06-20 2021-08-06 浙江兴岛机械股份有限公司 一种吸力式筒形基础
WO2022056485A1 (en) * 2020-09-14 2022-03-17 Array Technologies, Inc. Anchor for support structure

Family Cites Families (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR1063854A (fr) * 1952-05-24 1954-05-07 Procédé et dispositifs de réalisation de fondations d'ouvrages maritimes
US3087308A (en) * 1957-08-26 1963-04-30 Raymond Int Inc Method of installing piles for resisting upward soil movements
FR1209949A (fr) * 1958-05-02 1960-03-04 Stup Procedes Freyssinet Perfectionnements aux procédés et dispositifs d'ancrage pour barres de mise en précontrainte
US4044513A (en) * 1974-12-23 1977-08-30 Foresight Industries Earth anchor
IT1078510B (it) * 1975-11-11 1985-05-08 F Soc An Fondedile Spa Ora Fon Palo di fondazione per sforzi alternati di compressione e trazione
US4043133A (en) * 1976-07-21 1977-08-23 Yegge Lawrence R Structure and method of constructing and test-loading pile anchored foundations
GB2106947A (en) * 1981-09-17 1983-04-20 Abraham Behar Pre-stressed structural member
FR2524030A1 (fr) * 1982-03-25 1983-09-30 Precontrainte Ste Fse Tete d'ancrage pour tirant composite precomprime a raccourcissement progressif
FR2524031A1 (fr) * 1982-03-29 1983-09-30 Bertrand Jean Perfectionnements aux dispositifs d'ancrage destines a etre enfonces dans le sol
FR2564120B1 (fr) * 1984-05-11 1986-11-14 Inst Francais Du Petrole Dispositif d'ancrage a element articule ayant une forme coudee

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DE3889631D1 (de) 1994-06-23
EP0317458A1 (de) 1989-05-24
WO1989004402A1 (fr) 1989-05-18
ES2054854T3 (es) 1994-08-16
DE3889631T2 (de) 1994-11-17
AU612744B2 (en) 1991-07-18
US5026213A (en) 1991-06-25
AU2712588A (en) 1989-06-01
FR2622909B1 (fr) 1991-04-19
ATE105891T1 (de) 1994-06-15
FR2622909A1 (fr) 1989-05-12

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