EP3094787B1 - Accroche au sol - Google Patents

Accroche au sol Download PDF

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Publication number
EP3094787B1
EP3094787B1 EP14824024.5A EP14824024A EP3094787B1 EP 3094787 B1 EP3094787 B1 EP 3094787B1 EP 14824024 A EP14824024 A EP 14824024A EP 3094787 B1 EP3094787 B1 EP 3094787B1
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EP
European Patent Office
Prior art keywords
strand
pressure
tension
anchor
base element
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.)
Active
Application number
EP14824024.5A
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German (de)
English (en)
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EP3094787A1 (fr
Inventor
Florian Marano
Patrick WÖRLE
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.)
Dywidag Systems International GmbH
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Dywidag Systems International GmbH
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Publication of EP3094787A1 publication Critical patent/EP3094787A1/fr
Application granted granted Critical
Publication of EP3094787B1 publication Critical patent/EP3094787B1/fr
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Classifications

    • 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
    • E02D5/805—Ground anchors with deformable anchoring members
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/02—Foundation pits
    • E02D17/04—Bordering surfacing or stiffening the sides of foundation pits

Definitions

  • the invention relates to a stranded pressure tube anchor according to the preamble of claim 1.
  • Geotechnical anchors which include the generic Litzdruckanker are used, inter alia, in construction projects to secure the side walls of the pit, for example, by back-anchored security walls against collapse.
  • An anchor of this type is in particular from the document WO 2007/066860 A1 known.
  • two types of anchors are to be distinguished, depending on the construction of the tension elements, namely on the one hand, the rod anchor, in which the tension member is formed by a rigid steel rod, and on the other the strand anchor, in which the tension member is formed by a steel strand.
  • Strand anchors have the advantage over bar anchors that they are cheaper to produce at the same carrying capacity.
  • they can be supplied wound up, which means that without anchors mounted on site larger anchor lengths are possible than with bar anchors whose maximum delivery length is usually limited to 18 m.
  • the tension element connecting the securing wall to the anchor base element is embedded in the compression body, which is usually formed of hardened cement, at least over part of its length, the so-called injection length.
  • the bond between the tension element and the surrounding cement is interrupted, for example by a jacket by means of a plastic tube. Therefore, the clamping force of the tension element is constant here and then decreases continuously within the Verpress stressess from the beginning of the injection length to the anchor base element.
  • the armature clamping forces in this case transferred mainly via tensile stress of the grout to the surrounding ground.
  • Composite anchors are customarily only partially expandable. And although only the free anchor length corresponding length section can be removed again, while you the Verpressin corresponding length section remains in the underground.
  • the predetermined breaking point between the two length sections can be provided, for example, in the context of producing the anchor strand by inductive heating of the transition region between the two longitudinal sections. As a result, but also decreases the overall load capacity of the anchor strand.
  • the anchor strand is weakened by heating only in the course of rebuilding.
  • the necessary elements, such as cables and heating elements must be installed in this case but already in the production, which makes the construction complex and expensive. For mechanical weaknesses provided during production, this applies analogously to the statements made by inductive heating.
  • a not to be underestimated problem is that the anchor strands must be placed under tension during removal to the predetermined breaking point to break. If the predetermined breaking point breaks, this tensile stress is instantaneously broken down, which frequently leads to the anchor stranding out of the anchoring hole. It is easy to see that this is associated with a considerable risk of injury to the personnel developing the anchor strands. An attempt is made to minimize this risk by costly and expensive measures, such as safety nets. However, it can not be completely ruled out.
  • the grout area must be destroyed before rebuilding the anchor line. This can be done, for example, by the detonation of an explosive charge, by the application of a transverse tensile stress by means of a strand provided separately for this purpose, or by means of liquid jets ejected from high-pressure nozzles.
  • all of these measures require separate provisions that complicate the construction of the composite anchor.
  • the tension element In the pressure tube anchor, however, the tension element is surrounded along the entire anchor length by a cladding tube, which protects the tension element from direct contact with the pressing body formed from hardened cement mortar.
  • the tensioning force of the tension element which runs constantly up to the anchor base element, is completely transmitted to the anchor base element over a short connection length. From there it is then, if necessary, supported by a cooperating with the anchor base element pressure tube, transmitted via compressive stress of the grout to the surrounding ground.
  • WO 2002/077373 A1 is a generic, fully expandable strand pressure anchor known. Armature tension forces are transferred from the strand to the armature base element with the aid of several wedge elements. The wedge elements are in holding engagement with the surface of the strand via a toothing, which is maintained as a result of the tensile stress of the strand by the interaction of the wedge surfaces of the wedge elements with counter wedge surfaces of the anchor base element. Furthermore, from the WO 2002/077373 A1 known stranded pressure tube anchor on a substantially T-shaped element which is on the one hand over the crossbar of the T-shape with the ends of the wedge elements in driving engagement. On the other hand, the base web of the T-shape on an external thread, which is intended to cooperate with a counter-thread formed in a recess of the anchor base member.
  • the procedure is as follows: First, the engagement between the wedge elements and the wedge surfaces of the anchor base element is released by compressive stress of the strand. Then the strand is completely inserted into the anchor base element. It takes over the wedge elements with the T-shaped element, until it rests against the opening of the threaded recess of the anchor base member. Subsequently, the T-shaped element is screwed by turning the strand and entrainment of the wedge elements in the threaded recess. The entrainment of the wedge elements triggers the contact between the strand and wedge segments, whereby the strand can be pulled out of the anchor base element and thus out of the entire borehole.
  • Object of the present invention is to provide a generic stranded pressure tube anchor, which has a simpler structure and also can be particularly easily and quickly removed.
  • a completely removable stranded pressure tube anchor of the generic type in which the Glaslitze or at least one of the tension strands is provided at its the pressure anchor base element associated end with a compression sleeve, which is provided with an external thread, which in a connected Condition of drawstring and pressure anchor base member, in which the drawstring is connected to the pressure anchor base member for forwarding the anchoring forces to the surrounding ground, is in threaded engagement with an internal thread of the pressure anchor base member.
  • all pull strands are screwed to the pressure anchor base member via a male threaded compression sleeve.
  • the pull cord can be unscrewed after use in a simple manner again from the pressure anchor base member. It is advantageous if the direction of impact of the pull cord is equal to the direction of rotation of the thread of the arranged at its free end of the compression sleeve.
  • the compression sleeve is provided with a right-handed thread, ie a thread which is designed to rotate in a clockwise direction when viewed in the screwing-in direction in order to screw it into the pressure anchor base element, then the wires from which the strand is formed also run is towards the compression sleeve with a legal blow. Due to the similarity of compression sleeve thread and Litzenschlagraum the pull cord pulls together when unscrewing, so that the wires of the strand do not open, but are stronger against each other and support each other.
  • the strand is characterized torsionally rigid over its entire length and can then in a simple manner from the Pressure anchor Basiselenient be unscrewed when attacked only at its remote from the pressure anchor base element end.
  • the cladding tube can not only be used to prevent complete embedding of the pull cord into the grout material. Rather, the cladding tube can also be used to protect the screw from a, in particular festifden, influence of the grouting material. For this purpose, it is advantageous if the cladding tube or at least one of the cladding tubes is sealingly connected to the pressure anchor base element. In this way, the penetration of the material used for the pressing, in particular cement, can be prevented in order not to hinder the unscrewing of the tension strands.
  • the pressure anchor base element can have, on its surface facing the tension strand or of the plurality of tension strands, a recess for the cladding tube or at least one of the cladding tubes, into which the free end of an associated cladding tube can be inserted.
  • a kind of labyrinth sealing effect can already be produced, which protects the screw connection from the penetration of the material used for the pressing.
  • This sealing effect can be enhanced by the fact that the cladding tube is arranged in the recess in the press fit.
  • the cladding tube is screwed to the pressure anchor base element.
  • the cladding tube can be screwed into the recess of the pressure anchor base element.
  • the stranded pressure-tube anchor according to the invention may also comprise at least one pressure body which cooperates with the pressure-anchor base element in passing on the anchoring forces to the surrounding ground.
  • This pressure body can surround the tension strand or the plurality of tension strands and, for the effective transmission of the pressure forces, bear against the pressure anchor base element or a further pressure body, preferably flat, with an end face facing the pressure anchor base element.
  • the pressure body On its outer circumferential surface, the pressure body may have at least one recess running essentially parallel to the longitudinal extension direction of the tension cord or of the plurality of tension strands.
  • a supply line for supplying injection material can be inserted.
  • a plurality of circumferentially extending ribs can be provided on the outside of the pressure body, which can improve the grip in the surrounding ground.
  • the pressure body in the circumferential direction, where a passage opening intended for passage of the pull cord or one of the pull strands extends radially outwards, can be designed to be free from ribs extending in the circumferential direction.
  • the or the pressure body remains or remain after the removal of the tension strands together with pressure anchor base element in the underground.
  • the pressure hull for example, from an excavator bucket or a tunnel boring machine, should be easily broken. This is facilitated by the inventively provided predetermined breaking points, which are formed by those circumferential positions, which are free from the circumferentially extending ribs.
  • a brittle material such as cast iron, concrete, mortar, glass, ceramics or the like, since this relatively easily breaks.
  • the cladding tube is dimensioned and / or configured at least at its end portion adjacent to the pressure anchor base element such that the external thread of the compression sleeve of the associated pull cord alone when inserted into the cladding tube connected to the pressure anchor base member alone the insertion movement of the pull cord is inserted into the internal thread of the pressure anchor base element.
  • you want to solve the pull cord for some reason again from the pressure anchor base element not also the associated cladding of the pressure anchor base element to solve, and can be sure that the screw engagement between the external thread of the compression sleeve of the associated Weglitze and the internal thread of the pressure anchor base element can be easily restored.
  • the cladding tube may be formed at its end portion adjacent to the pressure anchor base element with insertion bevels.
  • the clearance between cladding tube and compression sleeve is dimensioned such that it is less than twice the difference between the nominal diameter and the core diameter of the external thread of the compression sleeve, preferably less than this difference.
  • a stranded pressure tube anchor according to the invention is generally designated 10. It comprises a protagonist 12, which forms the pressure anchor base element according to the invention, three strands 14 which are fixed by means of compression sleeves 16 in theticianbox 12, three sheaths 18, each of which surrounds one of the strands 14, and pressure hull 20 to which theticianbox 12 forwards the tensile forces transmitted to them by the strands 14 as compressive forces.
  • the foot box 12 has a stepped receiving bore 22 with a smaller diameter portion 24 disposed deeper in the foot box and provided with an internal thread 24a and a larger diameter portion 26 of the surface 12a the foot box 12 is arranged adjacent and also provided with an internal thread 26a.
  • the smaller diameter portion 24 serves to secure the ferrule 14 pressed onto the associated strand 14 and provided with an external thread 16a, while the larger diameter portion 26 serves to secure the cladding tube 18 surrounding the associated strand.
  • each compression sleeve 16 comprises a body 28 made of a deformable material, such as blank, free-cutting or tempering steel (see FIG. 7 ) and an insert sleeve 30, which ensures the secure fit of the main body 28 on the strand 14.
  • the insert sleeve 30 is formed for this purpose both on its inside and on its outside in each case with a toothing.
  • the insert sleeve 30 may be formed as a longitudinally slotted sleeve, so that they can invest when pressing the compression sleeve 16 on the strand 14 fully against the outer surface of the strand 14 without even experiencing a significant plastic deformation.
  • the insert sleeve 30 may be made for example of blank, automatic or tempered steel.
  • the insert sleeves 30 are first in FIG. 7 introduced from the left into the main body 28. This is facilitated by an insertion bevel 28a. Subsequently, the thus formed compression sleeve 16 in FIG. 9 attached from the left to the associated strand 14 until the strand 14 protrudes slightly on the other side, for example between about 5 mm and about 10 mm, from the compression sleeve 16. Hereupon, the actual pressing on can take place by plastic deformation of the main body 28.
  • the base body 28 as you can compare the FIGS. 9 and 10 decreases, both reduced in its outer diameter and somewhat elongated. Finally, in the outer peripheral surface of the main body 28 of the compression sleeve 16, the external thread 16a is cut.
  • the thus prepared strands 14 are inserted into the associated sheaths 18.
  • the cladding tubes 18, which are preferably made of plastic, for example polyethylene (PE), are also provided with an external thread 18a at that end from which the pressing sleeves 16 protrude.
  • a third step the desired number of strands 14, in the present embodiment, three strands 14, summarized, and the required number of pressure bodies 20 is pushed onto the strands 14.
  • the strands 14 are successively brought to theticianbox 12 for mounting the strands 14.
  • the pressed on the strand 14 compression sleeve 16 is screwed with its external thread 16a in the internal thread 24a of the portion 24 of smaller diameter.
  • the cladding tube 18 is screwed with its external thread 18a in the internal thread 26a of the portion 26 of larger diameter, resulting in a sealing engagement between prescribedbox 12 and cladding tube 18, in particular a sealing against the ingress of cement mortar engagement.
  • a securing unit 32 for example an adhesive tape, a heat-shrinkable tube, an electrofusion socket or the like.
  • This securing unit 32 may also have the task of preventing or at least hindering the penetration of cement mortar between the ducts 18 and the pressure body 20.
  • the stranded pressure tube anchor 10 is ready for insertion and anchoring in the borehole provided on site.
  • the removable stranded pressure tube anchors 10 are factory pre-assembled, wound up and delivered to the site. After drilling, the pre-fabricated anchors can be inserted immediately into the borehole. In principle, it is also conceivable to assemble the stranded pressure tube anchors on the construction site.
  • the factory pre-assembly has the advantage to avoid additional on-site work that could hinder site traffic.
  • the pressure bodies 20 are best placed in the Figures 3 and 5 recognizes formed with longitudinal recesses 20a, in the (not shown) supply lines for cement mortar can be inserted. If desired, these longitudinal recesses can also continue in the outer circumferential surface of the foot box 12, as can be seen in FIG FIG. 1 recognizes. Further, the pressure bodies 20 are formed with circumferential ribs 20b, which serve to better anchor the pressure body 20 in the cement mortar.
  • the stranded pressure-tube anchor 10 can be braced to secure the excavation with a safety wall provided for this purpose.
  • the cladding tubes 18 and their sealing engagement with the foot box 12 ensure that the strands 14 do not come in contact with the cement mortar.
  • the applied to the strands 14 serving as tension elements tensile forces are therefore completely transferred to theticianbox 12, which forwards them via their end face 12a as compressive forces to the pressure body 20. From the foot box 12 and the pressure bodies 20, the forces are then transmitted via the so-called injection body, i. the hardened cement mortar, delivered to the surrounding soil.
  • the strands 14 pull together when unscrewing from the neutrophil 12 namely, so that the wires of the respective strand 14 do not open, but create more against each other and support each other.
  • the strand 14 is characterized torsionally rigid over its entire length and can be unscrewed from theticianbox 12 in a simple manner, what needs to be attacked only at their remote from the protagonistbox 12 end.
  • both directions R1 and R2 are right-handed, i. the outer wires run in the sense of a rotation in a clockwise direction along the strands 14, a left-hand stroke of the strands connected to a left-hand thread in the kitchen is conceivable.
  • the strands 14 are each formed of seven wires 14a in the illustrated embodiment, the present invention is not limited to such strands. also, strands with a smaller number of wires, for example three wires, or a larger number of wires, for example nineteen wires, may be used.
  • the pressure bodies 20 are formed with predetermined breaking points 20c and 20d.
  • their wall thickness radially inward at the bottom of the longitudinal recesses 20a (in FIG. 3 at 20c) and radially outward midway between two adjacent longitudinal recesses 20a (in FIG. 3 at 20d) each have a smaller value than the respective adjacent wall sections.
  • foot box 12 may preferably be made of steel or cast material.
  • FIGS. 11 to 13 a second embodiment of a stranded pressure tube anchor according to the invention is shown, which is substantially the embodiment of the FIGS. 1 to 10 equivalent. Therefore, in the FIGS. 11 to 13 analog parts provided with the same reference numerals as in the FIGS. 1 to 10 , but increased by the number 100. Further, the stranded pressure tube anchor 110 is the FIGS. 11 to 13 in the following only described insofar as he from the stranded pressure tube anchor 10 of FIGS. 1 to 10 differs, whose description otherwise expressly referred to.
  • the stranded pressure tube anchor 110 differs from the stranded pressure tube anchor 10, first, in that it has not only three tension strands, such as the stranded pressure anchor 10, but four tension strands 114. However, each of these tension strands 114 can be constructed identically to the tension strands 14, in particular as regards the design of the compression sleeve 116 and its pressing on the strand 114.
  • the stranded pressure tube anchor 110 differs from the stranded pressure tube anchor 10 in that not each of the strands 114 is associated with a separate cladding tube, but rather that all four strands 114 are accommodated in a common cladding tube 118. Accordingly, the foot box 112 also has only a single larger diameter portion 126. As in the embodiment of FIGS. 1 to 10 for example, the cladding tube 118 may be bolted to the foot box 112 or sealingly connected by press fitting.
  • the pressure bodies 120 do not have longitudinal recesses corresponding to the longitudinal recesses 20a, into which supply lines for cement mortar are inserted could.
  • the cement mortar is filled over the Bohrverrohrung and pressed.
  • FIGS. 14 to 16 a third embodiment of a stranded pressure tube anchor according to the invention is shown, which is substantially the embodiment of the FIGS. 1 to 10 equivalent. Therefore, in the FIGS. 14 to 16 analog parts provided with the same reference numerals as in the FIGS. 1 to 10 , but increased by the number 200, ie compared to the FIGS. 11 to 13 increased by the number 100. Further, the strand pressure anchor 210 of the FIGS. 14 to 16 in the following only described insofar as he from the stranded pressure tube anchor 10 of FIGS. 1 to 10 differs, whose description otherwise expressly referred to.
  • the stranded pressure tube anchor 210 differs from the stranded pressure tube anchor 10, first, in that it has not only three tension strands, such as the stranded pressure anchor 10, but seven tension strands 214. However, each of these tension strands 214 can be constructed identically to the tension strands 14, in particular as regards the design of the compression sleeve 216 and its pressing on the strand.
  • the stranded pressure tube anchor 210 differs from the stranded pressure tube anchor 10 in that the pressure bodies 220 could be inserted into the cement grout supply lines due to the requirement of minimizing the diameter of the required drill pipe, rather than the longitudinal grooves 20a. For pressing the cement mortar must therefore proceed as in the embodiment of the FIGS. 11 to 13 ,

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)

Claims (12)

  1. Système d'ancrage de tubes de pression à torons (10), comprenant
    - un élément de base de système d'ancrage de pression (12),
    - un toron de traction (14) ou une multitude de torons de traction (14),
    - au moyen un tube-enveloppe (18), dans lequel le toron de traction (14) ou au moins un des torons de traction (14) est logé,
    caractérisé en ce que le toron de traction (14) ou au moins un des torons de traction (14) est pourvu, au niveau de son extrémité associée à l'élément de base de système d'ancrage de pression (12), d'un manchon de pression (16), qui est pourvu d'un filetage extérieur (16a), qui est en prise par vissage avec un filetage intérieur (24a) de l'élément de base de système d'ancrage de pression (12) dans un état relié du toron de traction (14) et de l'élément de base de système d'ancrage de pression (12), dans lequel le toron de traction (14) est relié à l'élément de base de système d'ancrage de pression (12) aux fins du transfert des forces d'ancrage au sol environnant.
  2. Système d'ancrage à torons selon la revendication 1,
    caractérisé en ce que le sens de câblage (R1) du toron de traction (14) ou d'au moins un des torons de traction (14) est identique au sens de rotation (R2) du filetage (16a) du manchon de pression (16) disposé au niveau de son extrémité libre.
  3. Système d'ancrage à torons selon la revendication 1 ou 2,
    caractérisé en ce que le tube-enveloppe (118) ou au moins un des tubes-enveloppes (18 ; 218) est relié tout en assurant l'étanchéité à l'élément de base de système d'ancrage de pression (12 ; 112 ; 212).
  4. Système d'ancrage à torons selon la revendication 3,
    caractérisé en ce que l'élément de base de système d'ancrage de pression (12) présente, au niveau de sa surface, tournée vers le toron de traction (14) ou la multitude de torons de traction (14), pour le tube-enveloppe (118) ou au moins un des tubes-enveloppes (18 ; 218), un renfoncement (26), dans lequel l'extrémité libre d'un tube-enveloppe (18 ; 118 ; 218) associé peut être introduite.
  5. Système d'ancrage à torons selon la revendication 3 ou 4,
    caractérisé en ce que le tube-enveloppe (118) ou l'au moins un des tubes-enveloppes (18 ; 218) est vissé à l'élément de base de système d'ancrage de pression (12).
  6. Système d'ancrage à torons selon l'une quelconque des revendications 1 à 5,
    caractérisé en ce que quand une multitude de torons de traction (14) est prévue, un tube-enveloppe (18 ; 218) séparé est associé à au moins un toron de traction (14), de préférence à tous les torons de traction (14).
  7. Système d'ancrage à torons selon l'une quelconque des revendications 1 à 6,
    caractérisé en ce qu'il comprend en outre un corps de pression (20), qui coopère avec l'élément de base de système d'ancrage de pression (12) lors du transfert des forces d'ancrage au sol environnant.
  8. Système d'ancrage à torons selon la revendication 7,
    caractérisé en ce que le corps de pression (20) entoure le toron de traction (14) ou la multitude de torons de traction (14) et repose, par une face frontale pointant en direction de l'élément de base de système d'ancrage de pression (12), au niveau de l'élément de base de système d'ancrage de pression (12) ou au niveau d'un autre corps de pression (20), de préférence à plat.
  9. Système d'ancrage à torons selon la revendication 7 ou 8,
    caractérisé en ce que le corps de pression (20) présente, au niveau de sa face périphérique extérieure, au moins un renfoncement (20a) s'étendant sensiblement de manière parallèle par rapport au sens d'extension longitudinale du toron de traction (14) ou de la multitude de torons de traction (14).
  10. Système d'ancrage à torons selon l'une quelconque des revendications 7 à 9,
    caractérisé en ce qu'est prévue, au niveau du côté extérieur du corps de pression (20), une multitude de nervures (20b) s'étendant dans la direction périphérique.
  11. Système d'ancrage à torons selon l'une quelconque des revendications 7 à 10,
    caractérisé en ce que le corps de pression (20) est réalisé sans nervure (20b) s'étendant dans la direction périphérique dans la direction périphérique là (pour 20d) où une ouverture de passage se destinant au passage du toron de traction (14) ou d'un des torons de traction (14) s'étend de manière radiale le plus loin vers l'extérieur.
  12. Système d'ancrage à torons selon l'une quelconque des revendications 1 à 11,
    caractérisé en ce que le tube-enveloppe (18) présente des dimensions telles et/ou est réalisé de telle manière au moins au niveau de sa section d'extrémité adjacente à l'élément de base de système d'ancrage de pression (12) que le filetage extérieur (16a) du manchon de pression du toron de traction (14) associé est introduit lors de l'introduction dans le tube-enveloppe (18) relié à l'élément de base de système d'ancrage de pression (12) seulement par le déplacement d'introduction du toron de traction (14) dans le filetage intérieur (24a) de l'élément de base de système d'ancrage de pression (12).
EP14824024.5A 2014-01-16 2014-12-30 Accroche au sol Active EP3094787B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE102014200685.6A DE102014200685A1 (de) 2014-01-16 2014-01-16 Litzen-Druckrohranker
PCT/EP2014/079455 WO2015106950A1 (fr) 2014-01-16 2014-12-30 Dispositif d'ancrage au sol

Publications (2)

Publication Number Publication Date
EP3094787A1 EP3094787A1 (fr) 2016-11-23
EP3094787B1 true EP3094787B1 (fr) 2017-08-09

Family

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Family Applications (1)

Application Number Title Priority Date Filing Date
EP14824024.5A Active EP3094787B1 (fr) 2014-01-16 2014-12-30 Accroche au sol

Country Status (7)

Country Link
US (1) US9879397B2 (fr)
EP (1) EP3094787B1 (fr)
AU (1) AU2014377381A1 (fr)
CA (1) CA2937027C (fr)
DE (1) DE102014200685A1 (fr)
NO (1) NO3142909T3 (fr)
WO (1) WO2015106950A1 (fr)

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109057340B (zh) * 2018-09-10 2023-11-24 中国建筑第二工程局有限公司 一种建筑施工现场预湿砖头用辅助工具

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Publication number Priority date Publication date Assignee Title
DE10113818A1 (de) 2001-03-21 2002-09-26 Richter Wolfgang Bauplatte für den Grabenverbau
EP1373644B1 (fr) 2001-03-23 2013-01-09 Samwoo Geotech.Co Ensamble clavette et ancrage interne utilisant cette clavette
KR100780088B1 (ko) * 2005-12-05 2007-11-29 신종덕 인장재제거용 앵커의 내부정착제

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Title
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Also Published As

Publication number Publication date
AU2014377381A1 (en) 2016-07-21
CA2937027C (fr) 2021-11-02
EP3094787A1 (fr) 2016-11-23
NO3142909T3 (fr) 2018-07-28
CA2937027A1 (fr) 2015-07-23
DE102014200685A1 (de) 2015-07-16
US9879397B2 (en) 2018-01-30
US20160326709A1 (en) 2016-11-10
WO2015106950A1 (fr) 2015-07-23

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