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EP1706555B1 - Ancrage pour elements de traction precontraints et/ou sollicites - Google Patents

Ancrage pour elements de traction precontraints et/ou sollicites Download PDF

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Publication number
EP1706555B1
EP1706555B1 EP04802011A EP04802011A EP1706555B1 EP 1706555 B1 EP1706555 B1 EP 1706555B1 EP 04802011 A EP04802011 A EP 04802011A EP 04802011 A EP04802011 A EP 04802011A EP 1706555 B1 EP1706555 B1 EP 1706555B1
Authority
EP
European Patent Office
Prior art keywords
wedge
elasticity
layer
modulus
anchorage
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.)
Expired - Lifetime
Application number
EP04802011A
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German (de)
English (en)
Other versions
EP1706555A1 (fr
Inventor
Stefan L. Burtscher
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.)
Innovationsagentur GmbH
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Innovationsagentur GmbH
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Filing date
Publication date
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Publication of EP1706555A1 publication Critical patent/EP1706555A1/fr
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Publication of EP1706555B1 publication Critical patent/EP1706555B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E04C5/085—Tensile members made of fiber reinforced plastics
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/07—Reinforcing elements of material other than metal, e.g. of glass, of plastics, or not exclusively made of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E04C5/12—Anchoring devices
    • E04C5/122—Anchoring devices the tensile members are anchored by wedge-action
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E04C5/12—Anchoring devices
    • E04C5/127—The tensile members being made of fiber reinforced plastics
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10—TECHNICAL SUBJECTS COVERED BY FORMER USPC
    • Y10T—TECHNICAL SUBJECTS COVERED BY FORMER US CLASSIFICATION
    • Y10T24/00—Buckles, buttons, clasps, etc.
    • Y10T24/39—Cord and rope holders
    • Y10T24/3996—Sliding wedge
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10—TECHNICAL SUBJECTS COVERED BY FORMER USPC
    • Y10T—TECHNICAL SUBJECTS COVERED BY FORMER US CLASSIFICATION
    • Y10T403/00—Joints and connections
    • Y10T403/70—Interfitted members
    • Y10T403/7047—Radially interposed shim or bushing
    • Y10T403/7051—Wedging or camming
    • Y10T403/7052—Engaged by axial movement
    • Y10T403/7054—Plural, circumferentially related shims between members

Definitions

  • the invention relates to an anchoring for at least one prestressed or loaded tension element, which has one or more wedges, an anchor body and a wedge-shaped layer, wherein the tensile force by the wedge or wedges on the anchor body is transferable and the wedge-shaped layer with respect to the other parts the anchoring has lower modulus of elasticity, and wherein the largest thickness of the wedge-shaped layer is measured normal to the longitudinal axis of the tension element in the region close to the load of the anchorage.
  • Wedge anchors have been used for many years for tempering steels of high strength steel. They are based on a simple principle and can be produced with little expenditure of time and materials. In prestressed concrete construction, wedge anchoring is the most common method of anchoring.
  • the force in the tension element is introduced via shear stresses into the wedges and from there into the anchor body. Wedges and anchor bodies are in contact via an inclined plane on which the wedges can slide. Due to the wedge shape, when the tension element is loaded, a pressure force normal to the tension element, which presses the wedges against the tension element, is produced.
  • fiber composites are increasingly being used for prestressed or loaded tension elements such as lamellas, wires, rods or strands.
  • the fiber composites In comparison to the metallic tension elements, the fiber composites have a very high corrosion resistance and a low weight.
  • the main disadvantage of fiber composites is the high transverse pressure sensitivity.
  • the height of the maximum transferable shear stress between wedge and tension element depends on the contact pressure. The higher the contact pressure, the higher the transmittable maximum shear stress.
  • the contact pressure causes a transverse pressure in the tension element. For materials which are sensitive to transverse pressure, e.g. Fiber composite materials, the maximum transverse pressure must not exceed a certain size.
  • a minimum amount of slippage is necessary.
  • a conventional wedge anchoring creates a high contact pressure between the wedge and tension element in the region close to the load, there also has a high shear stress can arise, which subsides quickly and remains almost constant to the remote area.
  • the sum of the shear stresses along the entire contact surface between wedge and tension element corresponds to the tensile force in the tension element.
  • the largest shear stress occurs at the point of maximum contact pressure, at which also the largest part of the tensile force per surface unit is transmitted.
  • a disadvantage is that the shear stress can hardly be activated from the point of the maximum shear stress to the area away from the load.
  • Another disadvantage of a conventional anchoring is that the largest maximum contact pressure and the maximum maximum shear stress must be relatively low, since materials such as fiber composites fail at low contact pressures or transverse pressures.
  • An anchoring for a tension element made of fiber composite material is known, which is not designed as a wedge anchorage, but it is transmitted between the tension element and an anchor box shear forces through an adhesive bond via a potting compound.
  • the anchor box has a profiling, in which the forces are transmitted via a toothing.
  • a conical potting anchoring for fiber composites In the WO 95/29305 is described a conical potting anchoring for fiber composites.
  • the anchor box has a conical cavity.
  • the cavity is filled along the direction of the tension element in sections with potting compound with different modulus of elasticity.
  • potting compound with the lowest modulus of elasticity In the section close to the load area potting compound with the lowest modulus of elasticity is installed.
  • grouting material with ever-increasing elastic moduli is used. This achieves a more even force transmission from the tension element to the potting body.
  • the production of these layers is a complicated process.
  • the EP 0 197 912 A2 discloses an anchor for tendons of the type described above made of high strength steel, in which the anchor body consists of two layers of different materials, such as plastic or soft metal.
  • the layer of softer material is designed with a constant thickness over the entire wedge length or with a variable over the wedge length layer, but which has the smallest thickness in the region close to the load.
  • Transverse pressure-sensitive materials such as fiber composites, can not withstand these high transverse pressures and thereby fail prematurely.
  • the object of the invention is to provide an anchoring in which the contact pressures and the shear stresses acting on the tension element to be anchored are distributed uniformly over the clamping length of the tension element or slightly increase from the load near to the load distant area and have lower maximum values for contact pressures and shear stresses as the known embodiments.
  • the production and installation on the construction site should be possible in a substantially simplified manner compared with a potting anchorage.
  • the wedge and / or the anchor body is (are) formed by at least two wedge-shaped adjacent layers, wherein at least one of the layers is formed of a material having a lower modulus of elasticity than the material from which the further ( n) layer (s) of the wedge and / or the anchor body is (are), and the largest thickness of this layer is provided in the region close to the load.
  • the ratio of the moduli of elasticity of the layers is sufficiently great, then the total stiffness of both layers normal to the longitudinal axis of the tensile element is determined mainly by the layer of low modulus material. The thicker the low modulus layer, the lower the stiffness normal to the longitudinal axis of the tension element. Therefore, in the close-to-load area, where the thickness of the low modulus layer is greatest, the stiffness normal to the longitudinal axis of the tension member is less than in the off-load area.
  • the Fig. 1 shows the anchoring 7 in longitudinal section with a wedge 3, which is formed of two layers 32, 33 with a low elastic modulus and a layer 31 with a higher modulus of elasticity.
  • the layers 31, 32, 33 extend along the longitudinal axis 4 of the tension element 1.
  • the layer 33 with a lower modulus of elasticity and a constant thickness is used to compensate for possible stress peaks which may arise due to uneven surfaces or other imperfections.
  • the other lower elastic modulus layer 32 is disposed near the anchor body 2 and has the largest thickness in the near-load region 5, which decreases toward the off-load region 6. As the thickness of the lower elastic modulus layer 32 increases, the overall stiffness of the wedge 3 decreases normal to the longitudinal axis 4 of the tension member 1.
  • the contact pressure rises from the load-near 5 to the remote area 6 back towards easy and it can be utilized for the transmission of shear stresses the entire contact surface between the wedge 3 and tension element 1.
  • large contact pressures occur in the region close to the load 6 and thus also in a shear stress, which increases sharply in a short range, see line c in FIG Fig. 2 .
  • the maximum contact pressure is lower, which is particularly important in the application of fiber composites.
  • the contact pressure is distributed in accordance with the stiffnesses of the layers 31 and 32 and can be varied as a function of the ratio of the moduli of elasticity and the layer thicknesses in the near-load 5 and in the load-distant region 6.
  • the section III-III in Fig. 1 is in Fig. 3 shown and shows the cross section of Fig. 1 for anchoring a tension element 1 with a rectangular cross section, designed as a lamella. In this anchorage two wedges 3 with flat surfaces are used.
  • the anchoring 7 according to Fig. 4 is based on the same principle as anchoring 7 in Fig. 1 , but with the difference that the wedge 3 has a higher modulus of elasticity, the anchor body 2, however, is made up of a layer 22 with a lower modulus of elasticity, which is arranged near the sliding surface, and a layer 21 with a higher modulus of elasticity.
  • the cut VV in Fig. 4 is in Fig. 5 shown and shows the cross section of Fig. 4 for the anchoring of a wire, a stranded wire or a rod 1.
  • this anchorage 7 two complementary wedges 3 with rounded surfaces are used.
  • Fig. 6 shows an anchoring 7 of seven tension elements 1 in longitudinal section.
  • the section along the line VII-VII is in Fig. 7
  • each wedge 3 is divided into a lower elastic modulus layer 32 and a higher modulus elastic layer 31.
  • the lower elastic modulus layer 32 is disposed in the wedge 3 in the tension member 1, and the higher elastic modulus layer 31 is disposed near the sliding surface with the anchor body 2.
  • the tension element 1 is held with three wedges 3 with rounded surfaces.
  • slats When using slats as a tension element 1, not always several wedges 3 must be used for anchoring, see Fig. 8 , It is also only a wedge 3 of layers 31, 32, 33 with low and higher moduli of elasticity, which presses the blade 1 against a flat, lying parallel to the lamella 1 layer 23, which is part of the anchor body 2, used.
  • the wedge 3 here is additionally provided with a layer 33 with a lower modulus of elasticity and a constant thickness, in order to compensate for possible stress peaks which could arise due to imperfections.
  • the anchor body 2 a layer 23 with a lower modulus of elasticity and constant thickness near the lamella 1 on.
  • This anchor 7 offers particular advantages in a subsequent reinforcement of a structure, since the anchoring 7 can be installed at a small distance from the component surface and the resulting torque can be kept low on the anchorage 7.
  • the wedge 3 may also consist of multiple layers 31, 32, 34 with lower and higher moduli of elasticity 32, 34, as in FIG Fig. 9 shown here, in which case the layers 32, 34 with a lower modulus of elasticity have a greater thickness in the area close to the load 5 and these are not all guided into the area 6 remote from the load.
  • Fig. 10 For example, an anchoring 7 in which the wedges 3 consist of a layer 32 of lower modulus of elasticity and a layer 31 of higher modulus of elasticity is shown.
  • the peculiarity here is that the layer 32 having a lower modulus of elasticity has the greatest thickness at the region close to the load of the layer 31 with a higher modulus of elasticity, but is guided further in order to better initiate the introduction of force and occurring vibration stresses.
  • Fig. 11 For example, an anchoring 7 having a wedge 3 made of a lower modulus of elasticity layer 32 and a higher modulus of elasticity layer 31 is used, the thickness of the lower modulus of elasticity layer 32 changing its thickness to better match the contact pressure, not linearly but to a higher order curve ,
  • the lower modulus material layers 32, 33, 34, 22, 23 may also be created by geometric adjustments such as pores, holes, cavities or other recesses.
  • the embodiment with a wedge 3 of at least one layer 32 with a lower and a layer 31 with a higher modulus of elasticity or with an anchor body 2 of at least a lower modulus layer 22 and a higher modulus layer 21 may be used in combination.
  • the lower modulus layers may be supplemented or replaced by geometric adjustments such as pores, holes, cavities or other recesses.
  • an anchoring 7 of a tension element 1 formed by a CFRP lamella 1 which usually has a modulus of elasticity between 165,000 and 300,000 N / mm 2 , a strength between 1,500 and 3,500 N / mm 2 and a thickness of 0, 5 to 2.0 mm, as in Fig. 1 shown, described.
  • the lower elastic modulus layers 32, 33 are made of plastic having a modulus of elasticity of 5800 N / mm 2
  • the higher elastic modulus layer 31 and the anchor body 2 are made of steel having a modulus of elasticity of 210000 N / mm 2 .
  • the slip plane includes with the longitudinal axis 4 of the tension element 1 an angle of 15 ° and the wedge length, measured parallel to the tension element 1, is 80 mm.
  • the layer 32 with a lower modulus of elasticity has a thickness of 4 mm in the area close to the load 5 and a thickness of 2 mm in the area away from the load 6.
  • the thickness of the layer 32 is always measured normally on the longitudinal axis 4 of the tension element 1.
  • a contact pressure which increases from the load near 5 to the load distant region 6 of about 80 N / mm 2 to 100 N / mm 2 without local voltage spikes.
  • the shear stresses are evenly distributed, have no local peaks and give a coefficient of friction of 0.3 a maximum value of about 45 N / mm 2 .
  • CFRP lamellae 1 can certainly withstand higher contact pressures and shear stresses, which is why a failure of the tension element can only occur in the free length.
  • Steel may be used for the layer 31 of the higher modulus wedge 3 and epoxy for the lower modulus layer 32, 33.
  • the modulus of elasticity of steel is 210000 N / mm 2 and that of epoxy resin about 5800 N / mm 2 .
  • the production of a wedge 3, as in Fig. 6 shown, can be done in a formwork. So that the formwork can be easily removed after curing of the epoxy resin, it is recommended that these be made of Teflon.
  • the layer 31 of steel must be milled in advance and is attached before casting in the formwork. In order to avoid air pockets during casting, it is advisable to cast the epoxy resin from bottom to top. For this purpose, the epoxy resin can be pressed with an overpressure through an opening which is located at the bottom of the formwork. After curing and stripping, a two-layered wedge 3 according to the invention is obtained.
  • the higher elastic modulus must be at least two times higher than the lower modulus of elasticity, it is favorable if it is between 20 and 30 times higher.
  • the modulus of elasticity can be more than doubled by the addition of fillers, such as spheres of Al 2 O 3 with diameters between 0.5 and 3 mm. It is therefore possible to use the same epoxy resin but with Al 2 O 3 spheres for the lower elastic modulus layer 22, 32 and for the higher modulus elastic layer 21, 31.
  • Wedges 3 designed as lamellae tension elements 1 have no curved surfaces. They can be produced in a formwork by casting or by machine with an extruder. This works so that the cross-section of the wedge 3 is pressed with the layers 21, 22, 31, 32, 33, 34 with lower and higher modulus of elasticity as a strand of a mouthpiece. From this strand are then cut the wedges in the required widths.
  • the non-positive connection of the layers 31, 32, 33, 34, 21, 22 with lower and higher modulus of elasticity of the wedge 3 or anchor body 2 can be produced by toothing and / or gluing.
  • the gearing can, as in Fig. 12 shown executed. But there are others as well Fig. 12 illustrated interlocking elevations or depressions possible.
  • the teeth may be additionally glued.
  • the frictional connection can already take place during production, when the layer 21, 31 with higher and the layer 22, 32, 33, 34 with lower modulus of elasticity are cast together in a formwork. If the connection of the layers 31, 32, 33, 34 or 21, 22 is subsequently carried out with a bond, the contact surfaces should be roughened and free of grease.
  • particularly low-viscosity adhesives are suitable, which can withstand even high loads, such as the five-minute epoxy adhesive Hysol 3430 from Loctite.
  • the shear transmission between tension element 1 and wedge 3 can take place by friction, adhesion and / or toothing. If the transfer occurs by friction, it is expedient to increase this by roughening the contact surfaces or to use a friction material.
  • Friction material is, for example, a carbon fiber plastic in which the carbon fibers make a right angle with the friction surface.
  • epoxy resin adhesives such as Sikadur 30 from SIKA or the five-minute fast-curing epoxy adhesive Hysol 3422 from Loctite are favorable.
  • the bonding can be achieved by a profiling, similar to that between the layers 21, 22 or 31, 32 with lower and higher modulus of elasticity Fig. 12 shown to be improved.
  • a short curing time of the adhesive is advantageous for the execution.
  • the curing of epoxy resin based adhesives can be accelerated by the application of heat. Approximately every 10 ° of heating reduces the hardening time by half. The heating can be done for example by a heating wire in the wedge. Alternatively, the tension element 1 can be used instead of the heating wire.
  • the tension element 1 If a voltage is applied to both sides of the glue joint in the region close to the load and in the area away from the load and a current flows, then the tension element 1 and thus also the adhesive heat up. The lower the resistance, the higher the current flow and thus the heat generated. If electrically conductive adhesive is used, the electrical contacts can also be installed in the load-near and off-load area of the wedge 3 and heat the adhesive by applying a voltage.
  • the connection can also be made by profiling. It is advantageous if the profiling is performed regularly, for example in cross section, as a result of saw teeth or as a sine wave.
  • the profiling must be equal to the profiling of the tension element 1, so that a toothing is possible.
  • the profiling can be pressed on both sides with rollers in the soft matrix material.
  • the profiling of the wedge 3 can be done during casting by appropriate shaping in the formwork.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Reinforcement Elements For Buildings (AREA)
  • Piles And Underground Anchors (AREA)
  • Orthopedics, Nursing, And Contraception (AREA)
  • Dowels (AREA)
  • Pens And Brushes (AREA)
  • Materials For Medical Uses (AREA)
  • Bridges Or Land Bridges (AREA)

Claims (9)

  1. Ancrage (7) pour au moins un élément de traction (1) sous précontrainte ou sous charge, qui comprend au moins un coin (3), un corps d'ancrage (2) et une couche en forme de coin (22, 32, 34), la force de traction étant transmissible par ledit au moins un coin (3) vers le corps d'ancrage (2) et la couche en forme de coin (22, 32, 34) présente un module d'élasticité plus faible par rapport aux autres parties de l'ancrage (7), et la plus forte épaisseur de la couche en forme de coin (22, 32, 34), mesurée perpendiculairement à l'axe longitudinal (4) de l'élément de traction (1), est située dans la zone (5) de l'ancrage (7) proche de la charge, caractérisé en ce que ledit au moins un coin (3) et/ou le corps d'ancrage (2) est/sont formé(s) par au moins deux couches en forme de coin (21, 22, 31, 32, 34) juxtaposées, l'une au moins desdites couches (22, 32, 34) étant formée en un matériau avec un module d'élasticité plus faible que celui du matériau duquel est/sont formée(s) la ou les autres couche(s) dudit au moins un coin (3) et/ou le corps d'ancrage (2), et la plus forte épaisseur de cette couche (22, 32, 34) est prévue dans la zone (5) proche de la charge.
  2. Ancrage (7) selon la revendication 1, caractérisé en ce que dans la couche (22, 32, 34) à faible module d'élasticité sont ménagés des pores, des trous, des échancrures ou des fentes qui réduisent la raideur de cette couche perpendiculairement à l'axe longitudinal (4) de l'élément de traction (1).
  3. Ancrage (7) selon la revendication 1 ou 2, caractérisé en ce que les différents modules d'élasticité des couches individuelles (21, 22, 23, 31, 32, 33, 34) sont obtenus par des traitements spéciaux, comme des opérations de chauffage ou de refroidissement lors de leur fabrication.
  4. Ancrage (7) selon l'une ou plusieurs des revendications 1 à 3, caractérisé en ce que le corps d'ancrage (2) est doté, en guise d'accouplement pour deux éléments de traction (1), de logements orientés en opposition l'un rapport à l'autre, pour des coins (3).
  5. Ancrage (7) selon l'une ou plusieurs des revendications 1 à 4, caractérisé en ce que la couche (22, 32, 34) à plus faible module d'élasticité est reliée à la couche (31, 21) à plus fort module d'élasticité par une liaison à coopération de forces et/ou à coopération de formes, comme un profil avec contre-profil, par exemple une denture, et/ou par collage.
  6. Ancrage (7) selon l'une ou plusieurs des revendications 1 à 5, caractérisé en ce qu'une transmission d'une force de poussée est assurée entre ledit au moins un coin (3) et l'élément de traction (1) par coopération de forces et/ou par coopération de formes, comme par exemple par friction, par collage, ou par conception à profils, par exemple par une denture avec denture antagoniste.
  7. Ancrage (7) selon l'une ou plusieurs des revendications 1 à 6, caractérisé en ce que le rapport du plus faible module d'élasticité sur le plus fort est au moins 1:2, de préférence au moins 1:10, en particulier entre 1:20 et 1:30.
  8. Ancrage (7) selon l'une ou plusieurs des revendications 1 à 7, caractérisé en ce que la couche en forme de coin présentant le plus faible module d'élasticité est formée par deux couches partielles (32, 34) également en forme de coin et présentant des modules d'élasticité différents.
  9. Ancrage (7) selon l'une ou plusieurs des revendications 1 à 8, caractérisé en ce que ledit au moins un coin (3) et/ou le corps d'ancrage (2), lorsqu'il est formé d'un matériau avec module d'élasticité plus élevé, est pourvu d'éléments de remplissage, comme des corps en Al2O3, qui augmentent le module d'élasticité.
EP04802011A 2003-12-22 2004-12-21 Ancrage pour elements de traction precontraints et/ou sollicites Expired - Lifetime EP1706555B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
AT0206203A AT412564B (de) 2003-12-22 2003-12-22 Keilverankerung für vorgespannte und/oder belastete zugelemente
PCT/AT2004/000449 WO2005061813A1 (fr) 2003-12-22 2004-12-21 Ancrage pour elements de traction precontraints et/ou sollicites

Publications (2)

Publication Number Publication Date
EP1706555A1 EP1706555A1 (fr) 2006-10-04
EP1706555B1 true EP1706555B1 (fr) 2008-08-20

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EP04802011A Expired - Lifetime EP1706555B1 (fr) 2003-12-22 2004-12-21 Ancrage pour elements de traction precontraints et/ou sollicites

Country Status (6)

Country Link
US (1) US7857542B2 (fr)
EP (1) EP1706555B1 (fr)
CN (1) CN1898450A (fr)
AT (2) AT412564B (fr)
DE (1) DE502004007928D1 (fr)
WO (1) WO2005061813A1 (fr)

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AT509076B1 (de) * 2010-03-22 2011-06-15 Hermann Dipl Ing Thal Verankerung für spannglieder
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EP2602399A1 (fr) 2011-12-05 2013-06-12 Latvijas Universitates agentura "Latvijas Universitates Polimeru mehanikas Instituts" Dispositif de fixation pour la transmission d'un force de traction sur une bande élastique
EP2631392A1 (fr) * 2012-02-21 2013-08-28 Sika Technology AG Dispositif d'introduction de force dans des éléments de traction à partir de lamelles de bandes plates en matière synthétique renforcées en fibres
EP2689867A1 (fr) * 2012-07-27 2014-01-29 GESIPA Blindniettechnik GmbH Élément de liaison et appareil de fixation pour un élément de liaison
CN102839823A (zh) * 2012-09-21 2012-12-26 铁煤集体企业联合发展有限公司 一种预应力锚具
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AU2016282937A1 (en) * 2015-06-26 2018-01-18 Danmarks Tekniske Universitet Anchorage device
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US20200248781A1 (en) * 2019-02-01 2020-08-06 Craig W. Patterson Cinching device
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EP4524340A1 (fr) 2023-09-14 2025-03-19 Vilniaus Gedimino technikos universitetas Système et procédé d'ancrage de bandes structurelles souples

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DE502004007928D1 (de) 2008-10-02
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US20070221894A1 (en) 2007-09-27
WO2005061813A1 (fr) 2005-07-07
US7857542B2 (en) 2010-12-28
AT412564B (de) 2005-04-25
ATA20622003A (de) 2004-09-15
EP1706555A1 (fr) 2006-10-04

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