EP3336258B1 - Ancrage d'extrémité pour une ancre de sol et/ou de roche - Google Patents

Ancrage d'extrémité pour une ancre de sol et/ou de roche Download PDF

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Publication number
EP3336258B1
EP3336258B1 EP16204805.2A EP16204805A EP3336258B1 EP 3336258 B1 EP3336258 B1 EP 3336258B1 EP 16204805 A EP16204805 A EP 16204805A EP 3336258 B1 EP3336258 B1 EP 3336258B1
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EP
European Patent Office
Prior art keywords
end anchorage
tension member
anchor
plate
compressed
Prior art date
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Application number
EP16204805.2A
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German (de)
English (en)
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EP3336258A1 (fr
Inventor
Markus Halter
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Stahlton AG
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Stahlton AG
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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
    • E02D5/22—Piles
    • E02D5/24—Prefabricated piles
    • E02D5/28—Prefabricated piles made of steel or other metals
    • E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
    • 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
    • E02D5/808—Ground anchors anchored by using exclusively a bonding material
    • 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
    • E04C5/125—Anchoring devices the tensile members are profiled to ensure the anchorage, e.g. when provided with screw-thread, bulges, corrugations

Definitions

  • the invention relates to an end anchorage for a ground and/or rock anchor, which comprises a tension member made of at least one prestressing strand.
  • the patent CH 300 486 A describes a method of creating an upset end of a single wire.
  • the patent application DE 10 2012 017 704 A1 describes an anchoring of a tendon having a tie rod in a component having a channel.
  • a non-positive connection with the wall of the duct is created by means of a hardenable casting compound.
  • the utility model DE 20 2008 001 248 U1 relates to a ground or rock anchor with an anchor tension member made of one or more individual elements and with an anchor head design for anchoring the anchor tension member at the air-side end of the borehole.
  • the tension member is anchored in the end anchorage with as little slippage as possible, so that during displacement measurements during anchor tests and stress tests to determine and check the load-bearing capacity of the subsoil, there is no mixing of reactions in the subsoil and slippage in the end anchorage.
  • An object of the present invention is to propose an end anchorage for a ground and/or rock anchor with a compact structure.
  • the end anchorage can be made compact. It is therefore not necessary to provide a borehole that has an oversized diameter.
  • the tension member 2 of the anchor is formed from prestressing strands 12, for example prestressing steel strands. These run through bores in the transmission plate 3, then extend along a bonded section and finally pass through bores in an anchor plate 5 (also called “end plate” below).
  • the transfer plate 3 has a bearing surface which bears against the support 11 .
  • the tension strands 12 are provided at their ends with upsetting heads 6 which are supported on the end plate 5 and are pressed against it by means of the pressure plate 10 .
  • the pressure plate 10 is screwed to the end plate 5 or connected to it in some other way.
  • the compression heads 6 are surrounded by the cast 8 .
  • This is made, for example, from a material based on cement, plastic and/or metal.
  • the forces of the upsetting heads 6 on the end plate 5 are transmitted to the transmission plate 3 via a steel tube 4 which is arranged between the plates 3 and 5 and surrounds the tension member 2 .
  • the prestressing steel strands 12 of the tension member 2 are cast in a filling 7, for example grouting mortar, in order to absorb forces from the Tension member 2 to be removed from the transmission plate 3 on the support 11 .
  • a filling 7 for example grouting mortar
  • Various materials are conceivable for the production of the backfill 7, for example a cement-water mixture with the possible addition of one or more additives, such as e.g. e.g. propellants, liquefiers and setting accelerators, plastic-based mortars, etc.
  • the one in the 1 shown end anchorage is designed for dismantling the tension member 2.
  • a separating device is provided in order to weaken or cut through the tension strands 12 if necessary.
  • the Separating device an induction coil 16, which surrounds the tension member 2 and this inductively heated during expansion until it breaks.
  • the temperature required for this can be kept below the melting point of the tension member 2 if this is sufficiently prestressed during the heating process, typically with a force that is at least 10%, preferably at least 25% and particularly preferably at least 50% of the breaking strength of the tension member 2 at 0 degrees Celsius.
  • the induction coil 16 is arranged closer to the plate 3 than to the plate 5, preferably subsequently to the plate 3, and is cast in the filling 7.
  • a frequency converter (not shown), for example a static frequency converter, is used to energize the induction coil 16 and can be connected to the induction coil 16 via a power supply cable 17 running along the tension member 12 .
  • This is preferably formed by a winding that is one or more layers and consists of a cable.
  • the power supply cable 17 is passed through an opening in the tube 4 .
  • the induction coil 16 preferably runs at a distance around the tension member 2 in order to prevent the heat generated in the tension member 2 during the heating process from melting the electrical insulation of the induction coil 16 and thus leading to an electrical short circuit.
  • the induction coil 16 can, for. B. be arranged on or in a piece of pipe, through which the tension member 2 runs and which is embedded in the backfill 7.
  • the tension member 2 consisting of the prestressing steel strands 12, which is connected to the steel pipe 4 via the grouting mortar 7.
  • prestressing steel strands 12 are shown here. The number can also be different and can be one, two or more. If the number is greater than one, the prestressing steel strands 12 are preferably arranged symmetrically around the center, so that the angle between two adjacent upset heads 6 is the same when viewed in the circumferential direction. It is also conceivable to provide at least one tension strand 12 in the center and to arrange the rest, if any, symmetrically around the center, as just explained.
  • each strand 12 has a full cross section.
  • the respective strand 12 in Center a wire 13 as a core, around which wires 13 are wound, the respective diameter of which is smaller than the diameter of the core.
  • the pressure plate 10 presses the upsetting head 6 against the end plate 5 in order to eliminate any play.
  • the prestressing steel strand 12 runs in the steel pipe 4, which is filled with the grout 7.
  • the method according to Birkenmaier, Brandestini, Ro ⁇ and Vogt is known for producing an upset end of a single wire (BBRV method), see CH 300 486.
  • This method can be transferred here in order to anchor a strand 12 with an upsetting head 6 as a to generate the end.
  • the end of a stranded wire 12 is upset in the cold state with a upsetting machine.
  • the ends 14 of the individual wires 13 of a strand 12 are compressed so that they form a compression head 6 overall, the diameter of which is larger than the diameter of the strand 12 .
  • the upset head 6 is therefore an integral part of the strand 12 and surprisingly has a high load-bearing capacity. This is typically at least 40% of the breaking strength of the strand 12, preferably at least 50%.
  • the provision of the pressure plate 10 and the encapsulation 8, 9 can prevent the compression heads 6 from yielding under load as a result of the geometry of the compressed individual wires changing from their original shape.
  • the carrying capacity of the upsetting heads 6 can be increased, as a result of which the upstream composite section can be shortened and the overall slip can be further reduced.
  • this carrying capacity is at least 70%, preferably at least 90% and particularly preferably 100% of the breaking strength of the strand 12.
  • FIG. 4 shows the section through the prestressing steel strand 12 with here the seven individual wires 13 in the area of the end plate 5.
  • the borehole 5a in the end plate 5 can be seen, through which the prestressing steel strand 12 runs.
  • figure 5 shows the section through an upsetting head 6 before the interstices 15 have been filled and encapsulated.
  • the end anchorage described here can be used in a variety of ways as part of a ground and/or rock anchor.
  • the anchor's prefabricated end anchorage is inserted into a borehole in the ground or rock.
  • the anchor is z. B. formed as a pressure pipe anchor.
  • the tension member is free-playing over the entire length of the anchor in a casing, e.g. B. made of PE and anchored in the deepest part of the borehole by means of the end anchorage.
  • the end anchorage is based on the pressure pipe, which is typically 1.5 to 4 meters long and is connected to the subsoil in a non-positive manner by pouring cement mortar for anchoring purposes.
  • the pressure pipe can be made of one or more materials.
  • the end anchorage can be used for anchors with retractable tendons or for permanently installed anchors, ie anchors without removable tendons.
  • the separating device for separating or weakening the tension member (cf. e.g. the in 1 elements 16 and 17 shown) may be omitted.
  • the tension member can be separated by means of the separating device, which z. B. is designed for heating by induction, weakened so that it tears under the upcoming clamping forces.
  • Soil and rock anchors with removable tension members are used in particular to secure construction pits.
  • the forces which are kept in balance by the anchors and are mainly caused by active earth pressure, can usually be taken over by the structures after they have been erected, so that the function of the anchors becomes obsolete.
  • the anchors usually extend under neighboring properties, so that if left in the subsoil they present an obstacle during later construction work.
  • the tension member made of prestressing steel strands is difficult to cut due to the high strength and toughness of the steel. For this reason, in many cases there is a demand for the anchors to be dismantled.
  • the end anchorage described here has the following advantages, among others:
  • the end anchorage has a compact structure.
  • the end anchorage can be designed to be slim when viewed transversely to the direction of the borehole.
  • a strand head has a smaller lateral extension than, for example, a strand that is anchored with wedges or a ferrule.
  • the strand head has a diameter less than 2 times the strand diameter, e.g. B. 1.5 times the wire diameter. It is therefore possible to arrange the strands in a more space-saving manner than usual. Compared to the commonly used ground anchors without a pressure pipe, no larger drill hole diameters are required.
  • the end anchorage can also be kept short when viewed in the direction of the borehole.
  • the distance between the support 11 and the upsetting head 6 or the upsetting heads 6 is typically less than 1 m, preferably less than 0.50 m.
  • the tension member can be anchored in the end anchorage with as little slippage as possible, so that during displacement measurements during anchor tests and stress tests to determine and check the load-bearing capacity of the subsoil, there is no mixing of reactions in the subsoil and slippage in the end anchorage.
  • the slip that occurs in the end anchorage when the tension member is tensioned is less than 0.5 mm, preferably less than 0.2 mm and particularly preferably less than 0.1 mm.
  • a different number of strands 12 is provided than shown in the figures to form the tension member.
  • a single strand 12 can be provided as a tension member, which has a compression head 6 for anchoring.
  • the number of strands can be one, two or more.
  • the number of wires 13 of a single strand 12 can also be different than shown in the figures and can be two, three or more.
  • the length of the bonded section through the backfill 7 depends, among other things, on the load-bearing capacity of the BBRV strand heads, i.e. the higher the load-bearing capacity of the head, the shorter the bonded section can be. It is also conceivable not to provide a composite section and to anchor the upsetting heads directly on the support, for example, so that the anchor plate 5 lies against the support 11 .

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

Claims (9)

  1. Ancrage d'extrémité préfabriqué pour une ancre de sol et/ou de rocher pouvant être inséré dans un trou de forage dans le sol ou rocher, respectivement, comprenant un élément de traction (2) constitué d'au moins un toron de tension (12), les brins (13) du toron de tension (12) étant compressés de manière à former une tête compressée (6) en tant qu'extrémité, laquelle est retenue par une plaque d'ancrage (5), caractérisé en ce que la tête compressée (14) est encastrée dans un scellement (8, 9) et une partie de l'élément de traction (2) qui, vue dans la direction vers la tête compressée (6), se trouve devant la plaque d'ancrage, est encastrée dans un remplissage (7) et entourée par un tube (4).
  2. Ancrage d'extrémité selon la revendication 1, lequel comprend une plaque de pression (10) qui presse la tête compressée (6) contre la plaque d'ancrage (5).
  3. Ancrage d'extrémité selon l'une des revendications précédentes, où les interstices (15) mutuels des brins (14) compressés de la tête compressée sont également remplis.
  4. Ancrage d'extrémité selon la revendication 3, où le scellement (8) et le remplissage (9) dans les interstices (15) sont produits à partir d'au moins un parmi les matériaux suivants:
    - mortier de scellement cimentaire,
    - mortier de scellement synthétique
    - scellement métallique.
  5. Ancrage d'extrémité selon l'une des revendications précédentes, comprenant une plaque de transmission (3) qui est agencée à un écart de la plaque d'ancrage (5) et sert à la transmission de forces agissant sur l'élément de traction (2) vers une butée (11), l'élément de traction (2) passant par la plaque de transmission (3), la plaque de transmission (3) présentant de préférence une surface d'appui venant s'appuyer sur un tube de pression servant de butée (11).
  6. Ancrage d'extrémité selon l'une des revendications précédentes, où le toron de tension (12) présente au moins une des propriétés suivantes:
    - le toron de tension est en acier de précontrainte,
    - le toron de tension comprend un brin (13) en tant qu'âme, autour de laquelle sont enroulés des brins (13) dont le diamètre respectif est inférieur au diamètre de l'âme,
    - le toron de tension comprend sept brins (13).
  7. Ancrage d'extrémité selon l'une des revendications précédentes, comprenant un dispositif de séparation (16, 17) permettant d'affaiblir et/ou séparer l'élément de traction (2) pour un démantèlement.
  8. Ancrage d'extrémité selon la revendication 7, où le dispositif de séparation comprend une bobine d'induction (16) au moyen de laquelle l'élément de traction (2) peut être chauffé par induction.
  9. Ancre pour ancrage dans le sol et/ou dans le rocher, comprenant un ancrage d'extrémité selon l'une des revendications précédentes et de préférence un tube de pression (11) auquel les forces agissant sur la plaque d'ancrage (5) sont transmissibles au moyen de l'ancrage d'extrémité.
EP16204805.2A 2016-12-16 2016-12-16 Ancrage d'extrémité pour une ancre de sol et/ou de roche Active EP3336258B1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
EP16204805.2A EP3336258B1 (fr) 2016-12-16 2016-12-16 Ancrage d'extrémité pour une ancre de sol et/ou de roche

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP16204805.2A EP3336258B1 (fr) 2016-12-16 2016-12-16 Ancrage d'extrémité pour une ancre de sol et/ou de roche

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EP3336258A1 EP3336258A1 (fr) 2018-06-20
EP3336258B1 true EP3336258B1 (fr) 2022-03-09

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113605239A (zh) * 2021-07-16 2021-11-05 柳州欧维姆机械股份有限公司 一种桥墩拼装用预应力锚固结构体系及其桥墩拼装施工方法

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE202008001248U1 (de) * 2008-01-28 2008-03-27 Dywidag-Systems International Gmbh Erd- oder Felsanker mit einem Ankerzugglied aus einem oder mehreren Einzelelementen mit korrosionsgeschützter Ankerkopfausbildung
DE102012017704A1 (de) * 2012-09-07 2014-03-13 Dywidag-Systems International Gmbh Anordnung zur hochfesten Verankerung eines einen Spannstab aufweisenden Spannglieds in einem Bauteil sowie Verfahren zur Herstellung einer solchen Verankerung

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CH300486A (de) * 1952-02-05 1954-08-15 Birkenmaier Max Verfahren zur Herstellung von Stahldrahtankern und nach diesem Verfahren hergestellter Stahldrahtanker.
DE3365261D1 (en) * 1983-05-03 1986-09-18 Shinko Wire Co Ltd An anchorage for a wire strand
DE3425941A1 (de) * 1984-07-13 1986-01-23 Stump Bohr Gmbh, 8045 Ismaning Erdanker und erdpfahl

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE202008001248U1 (de) * 2008-01-28 2008-03-27 Dywidag-Systems International Gmbh Erd- oder Felsanker mit einem Ankerzugglied aus einem oder mehreren Einzelelementen mit korrosionsgeschützter Ankerkopfausbildung
DE102012017704A1 (de) * 2012-09-07 2014-03-13 Dywidag-Systems International Gmbh Anordnung zur hochfesten Verankerung eines einen Spannstab aufweisenden Spannglieds in einem Bauteil sowie Verfahren zur Herstellung einer solchen Verankerung

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