EP3317471A1 - Anchorage assembly for a structure, concrete structure with such an assembly, and manufacturing method of such a concrete structure - Google Patents

Anchorage assembly for a structure, concrete structure with such an assembly, and manufacturing method of such a concrete structure

Info

Publication number
EP3317471A1
EP3317471A1 EP16738224.1A EP16738224A EP3317471A1 EP 3317471 A1 EP3317471 A1 EP 3317471A1 EP 16738224 A EP16738224 A EP 16738224A EP 3317471 A1 EP3317471 A1 EP 3317471A1
Authority
EP
European Patent Office
Prior art keywords
tubular member
strands
tendon
anchor head
concrete
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.)
Granted
Application number
EP16738224.1A
Other languages
German (de)
French (fr)
Other versions
EP3317471B1 (en
Inventor
Ka Wai Alice LIN
Yau Chun YIP
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.)
VSL International Ltd
Original Assignee
VSL International Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by VSL International Ltd filed Critical VSL International Ltd
Publication of EP3317471A1 publication Critical patent/EP3317471A1/en
Application granted granted Critical
Publication of EP3317471B1 publication Critical patent/EP3317471B1/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

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
    • E04C5/12—Anchoring devices
    • 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
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/12—Mounting of reinforcing inserts; Prestressing

Definitions

  • Anchorage assembly for a structure concrete structure with such an assembly, and manufacturing method of such a concrete structure
  • the present invention concerns an anchorage assembly for a concrete structure, a concrete structure with such an assembly, and a manufacturing method of such a concrete structure.
  • the tendons are made of individual steel elements that are placed in the structure at a first stage and stressed to a certain force at a later stage.
  • bonded systems In bonded systems, one or more strands are inserted into a metal or plastic channel that is embedded in the concrete. The strand(s) is(are) stressed with a mono or multi-strand jack and anchored in a common anchorage device. The channel is then filled with a cementitious grout that provides corrosion protection to the strand(s) and bonds the tendon to the concrete surrounding the channel. Bonded systems are more commonly used in bridges for the roadway, the piles, the foundation and in building. In buildings, they are typically used in heavily loaded beams such as transfer girders and landscaped plaza decks. [0004] An unbonded tendon is one in which the prestressing steel is not actually bonded to the concrete that surrounds it except at the anchorages.
  • the two most common unbonded systems are first monostrand tendons and secondly bare strands surrounded by grease.
  • the monostrands are used in slabs and beams for buildings, parking structures and-on-ground, in bridge for external post-tensioning and in several type of a suspended structure with cable stay.
  • a monostrand consists of several steel wires that are coated with a corrosion-inhibiting soft product and encased in an extruded plastic protective sheathing made of plastic material. Then the tendon can be made of one monostrand (for slab) up to several
  • monostrands external post-tensioning ,cable stays
  • the monostrand(s) is (are) directly embedded in the concrete; in another case they may be installed in a channel.
  • the second type of unbonded tendon consists in one to several bare strands that are installed in a channel made of steel or plastic, the channel being embedded in a concrete structure or following a specific layout within a structure.
  • the void is filled with a corrosion-inhibiting soft product allowing the strand to move with respect to the channel and to the structure.
  • the bare strands consist of several steel wires assembled
  • the anchorage consists of an iron casting and a conical, two-piece or three- piece wedge which grips individually from 1 to 6 or 7 strands.
  • an anchor block with two-piece or three-piece wedges, which grips as many strands as necessary.
  • Such anchor block bears on a cast iron piece or steel manufactured part that is embedded in a structure.
  • the channel is generally made of plastic or steel tubes when located outside a structure between several deviation point, and the channel is generally made of corrugated ducts in steel or plastic when embedded in a structure.
  • EP0566463 presents such an unbonded system with monostrands, in a modified embodiment where the strands of the tendon are embedded directly in the concrete block forming the concrete structure or in a channel filled with a hardening filler such as cement grout before the strands are stressed.
  • the advantage of such unbonded system is that the steel wires inside the monostrand are protected from any corrosion by the soft filler contained in the plastic sheath. Also the sheath allows to carry out the installation of the strands much in advance during the construction period, reducing therefore the total time of construction with a high level of protection.
  • the present invention also aims to provide an alternative solution to the known solution which facilitates inspection and re-stressing of the tendons.
  • an anchorage assembly for a structure comprising a tendon made of strands, the anchorage assembly defining at least two parts:
  • said second part is placed within a structure, with the strands having said end portion passed through on one hand an opening formed in a bearing plate disposed within the structure in an adjacent position to the first tubular member outlet, with said first tubular member outlet and said opening connected to each other, and on the other hand said individual perforations of said anchor head which is placed outside of the front face of the structure,
  • the anchor head has an outside diameter smaller than the diameter of said opening of the bearing plate.
  • the anchorage assembly further comprises a removable locking system interposed between said anchor head and said bearing plate, the presence of the locking system preventing thereby the anchor head to enter said opening and said second tubular member outlet.
  • the second part can be placed within a formwork intended to receive the concrete forming the concrete structure.
  • the de- tensioning of the tendon can be implemented while the anchor head has entered within the first tubular member, after removal of the locking system.
  • Fig. 1 shows a schematic longitudinal view of an embodiment of the anchorage assembly in a first step, the upper part being a section and the lower part being outside view, when the strands have been installed in the channel and in the different tubular parts without any anchorage accessories,
  • Fig.2 shows the same view of the anchorage assembly of Fig.1 , in a further step including injection of a filler compound in the third part,
  • Fig. 3 illustrates the same anchorage assembly after mounting of the locking device, with a schematic representation of jack that is applying a force to the tendon,
  • Fig.4 illustrates the same anchorage assembly as it would remain during the normal life of the structure with a cap protecting the protruding area of the tendon and a filler protecting the bare strands in the first tubular part and rigid filler in the second tubular part around the
  • FIG. 5 schematically shows a first type of surveillance operation of the tendon
  • Fig.6 schematically shows another second type of surveillance operation of the tendon.
  • Fig.1 In Fig.1 is shown a situation where the tendon 10 is mounted through an anchorage assembly 20 placed partially within a structure 42, and comprising in a linear arrangement a channel 43, a second tubular member 22, a first tubular member 24 and a bearing plate 26.
  • the second tubular member 22 is placed within the structure 42 at a distance from the front face 40 of the structure, in a direction orthogonal to the front face 40.
  • the inner diameter of the second tubular member 22 allows the introduction of the tendon 10.
  • the inner diameter of the second tubular member 22 is D1.
  • the first tubular member 24 extends the second tubular member 22 in a coaxial manner to the first tubular member 22, in the direction of the orthogonal to the front face 40.
  • Such a first tubular member 24 is usually formed by a trumpet shape elongated member, named as a
  • the inlet of the first tubular member 24 is connected in a water-sealed manner to the outlet of the second tubular member 22.
  • the inner diameter of the first tubular member 24 also allows the introduction of the tendon 10.
  • the inner diameter of the first tubular member 24 is larger than the inner diameter of the second tubular member 22.
  • at least the inner diameter D2 of the first tubular member 24 at the inlet side is larger than the inner diameter of the second tubular member 22 D1 at the outlet side, namely D2 > D1.
  • the bearing plate 26 is placed at the front face 40 of the structure 42, with a large opening 27 adjacent to the outlet of the first tubular member 24 (see Fig.1), having an inner diameter D4 close to D3.
  • an injection pipe 23 is mounted so as to have fluid communication between the inner space of the second tubular member 22 and the outside of the formwork forming the front face 40 of the structure 42.
  • a temporary sealing block 28 having an outer diameter close to D2 but slightly less, is threaded from outside the anchorage assembly 20, into the bearing plate 26 and the first tubular member 24 up to the inlet of the first tubular member 22 onto an abutment plate 41 with an opening.
  • Such a temporary sealing block 28 forms a thick plate having as much holes as strands 12 and is first placed with the tendon passing through, each strand 12 in a corresponding hole of said temporary sealing block 28, before engagement of the temporary sealing block 28 through the opening 27 of the bearing plate 26.
  • the sealing block 28 is made of a sealing pad locked between a pressing pad and a pressing plate.
  • WO201 1 1 16828 presents a possible embodiment for such a sealing block 28.
  • the tendon 10 is composed of one or a plurality of sheathed and greased strands 12 with sheath 14 within the structure 42 up to the outlet face defined by the abutment plate 41.
  • the strand(s) is (are) individually wrapped in a outer (Plastic) sheath 14 with interposition of corrosion preventive compound such as grease or wax, which means the metallic strand can slide with respect to the sheath forming the envelope 14 of each strand 12, the corrosion preventive compound forming also a lubricant.
  • corrosion preventive compound such as grease or wax
  • the preferred thickness of the sheaths 14 is between 1 and 2 mm, a value over 1.5 mm is recommended when the tendon length is over 100 m long of the installation condition are difficult with the tendon deviation having high deviation ( over 100 °).
  • the invention is not limited to such preferred type of strands 12 and can apply also to other types of strands, such as bare metallic strands (not illustrated) : in such a case, the second tubular member 22 is not to be filed in with cement matrix but with a non-hardening corrosion preventive compound such as wax or grease.
  • the second tubular member 22 is filled with a hardening filler by injection of a hardening matrix through the injection pipe 23 into the second tubular member 22 so as to fill in all the interstices between the outer sheath 14 and the second tubular member 22, and between all pairs of adjacent sheathed strands 12.
  • a hardening matrix By the setting or hardening of the cement matrix 23a, each strand 12 is locked in a direction perpendicular to the front face of the anchorage 40 by its sheath 14 to the second tubular member 22.
  • the temporary sealing block 28 is un-tight and removed.
  • an anchor head 30 and a removable locking system 32 are provided.
  • the anchor head 30 is formed by a thick metallic block having as much holes as strands 12. According to an important feature, the anchor head 30 has an outside diameter D5 smaller than said opening (diameter D4) of the bearing plate 26 (see Fig. 3). Also, the outer end of the second tubular member 22 has a diameter D1 smaller than the outer diameter D5 of the anchor head 30. Also, the anchor head 30 has an outside diameter D5 smaller than said inner diameter D3 and D2 of the first tubular member 24 at the outlet side.
  • the removable locking system 32 comprises at least one split shim; in Fig.1 two superposed split shims are used, having both an outer diameter larger than the diameter D4 of the opening of the bearing plate 26.
  • the removable locking system 32 allows for the reversible locking of the anchor head 30 outside the first tubular member 24 (for tensioning or re-tensioning the tendon 10) and, by unlocking, letting the anchor head 30 circulating in the first tubular member 24 (for de- tensioning the tendon 10) without removing the conical wedges 34.
  • strands 12 are sheathed along their running part up to and within said second tubular member 22, said sheath 14 being thereby able to be embedded within said filler compound (notably locked within cement matrix 23a) in said second tubular member 22, and the sheaths 14 of the said strands 12 are removed in their intermediate and end portions
  • unsheathing operation is generally carried out just before the third step of stressing described below so that the strands are protected from the corrosion until they are unsheathed and finally stressed.
  • a cap 36 is mounted in a water-tight manner onto the bearing plate 26, for accommodating said removable locking element 32, said anchor head 30 and said end portion of the tendon 10 (the extremity of the strands 12 of the end portion being unsheathed). Said cap 36 is able to receive a removable protective product, namely a non-hardening corrosion preventive compound 38, such as wax or grease.
  • the anchorage assembly 20 of the preferred embodiment of the present invention defines, as shown on Fig.4, a first part C, a second part B and a third part A.
  • the strands 12 are locked by their sheath 14 with respect to the second tubular member 22, by means of the cement matrix 23a, with the possibility for the individual metallic strands to slide with respect to the corresponding sheath 14.
  • the intermediate unsheathed portion 12a of the strands 12 is protected against corrosion by the corrosion preventive compound 38 contained in the second tubular element 24 .
  • the third part A and the second part B are located within the structure 42.
  • the end portion of the unsheathed strands 12a is placed in the removable locking system 32, the anchor head 30 and in the cap 36.
  • the third part A of the anchorage assembly is omitted, namely the second tubular member 22 and the channel 43 are not present in the anchorage assembly 20.
  • said sealing block 28 and said abutment plate 41 are placed during concreting and said strands 12 are able to be directly embedded in the structure concrete 42 by their sheath 14 while allowing the metallic part of the strand to move longitudinally in the structure.
  • the strands remain locked laterally by the concrete matrix.
  • Said strands could be monostrands.
  • the strands 12 are in the normal service situation, namely after stressing and filling of the second tubular element 24 and of the cap 36 with grease or any other non-hardening corrosion preventive compound 38 which is in contact with the bare segment 12a of the strands 12.
  • this corrosion preventive compound 38 is also present in the opening 27 of the bearing plate 26 around the tendon 10, namely between all pairs of adjacent bare strands 12a, between the periphery of the opening 27 and the periphery of the tendon 10, in the opening of the removable locking system 32 and in the perforations of the anchor head 30 so as to wrap all the unsheathed portions 12a of the strands 12.
  • said first part C further comprises immobilisation pieces placed individually around a length of said unsheathed strands 12a at least partially disposed within the outlet of said perforations of the anchor head 30.
  • said immobilisation pieces are split wedges 34.
  • tendon 10 and the compound 23a can therefore be implanted as from the situation shown in fig.2 at any time, namely several weeks, months or years later: with its strands 12 and their sheath 14 the tendon 10 is protected against corrosion all along its length before removing the sheaths 14 and further stressing.
  • the present invention concerns a method of lifting-off of the tendon 10 equipped with the previously described anchorage assembly 20, in a structure 42, and also a method for the surveillance of the tendon in such a structure 42.
  • the structure 42 can be a structure made of concrete or steel or with both materials.
  • such a method of lifting-off a tendon 10 in a structure 42 comprises a lift-off step of at least one tendon 10 with the following sub-steps:
  • the outer radial face of the anchor head is threaded so as to cooperate with a complementary thread of the tension measuring device.
  • the cap 36 cover the outer part of the block or anchor head 30 ( as shown in Fig. 4) then it is beforehand removed to give an access to the anchor head 30.
  • a method of surveillance of a tendon 10 in a structure comprising a strand sampling step with the following sub-steps:
  • said strand sampling step comprises further the following sub-steps (not shown):

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Reinforcement Elements For Buildings (AREA)

Abstract

The invention relates to anchorage assembly (20), comprising a tendon (10) made of strands (12), a first part (C) with the strands (12) passed through individual perforations of an anchor head (30), a second part (B) with an intermediate portion of the tendon (10) placed within a first tubular member (24) able to receive a removable protective product (38). The strands (12) have said end portion passed through on one hand an opening (27) formed in a bearing plate (26) disposed within the structure (42), and on the other hand said individual perforations of said anchor head (30) which is placed outside of the front face (40) of the structure (42), wherein the anchor head (30) has an outside diameter (D5) smaller than the diameter (D4) of said opening (27) of the bearing plate (26), wherein it further comprises a removable locking system (32) interposed between said anchor head (30) and said bearing plate (26), the presence of the locking system (32) preventing thereby the anchor head (30) to enter said opening (27) and said second tubular member (24) outlet.

Description

Anchorage assembly for a structure, concrete structure with such an assembly, and manufacturing method of such a concrete structure
Field of the invention
[0001] The present invention concerns an anchorage assembly for a concrete structure, a concrete structure with such an assembly, and a manufacturing method of such a concrete structure. Description of related art
[0002] In concrete structure with pre-stressed strands, there exists several types of tendons, divided into bonded or unbonded tendons.
Generally the tendons are made of individual steel elements that are placed in the structure at a first stage and stressed to a certain force at a later stage.
[0003] In bonded systems, one or more strands are inserted into a metal or plastic channel that is embedded in the concrete. The strand(s) is(are) stressed with a mono or multi-strand jack and anchored in a common anchorage device. The channel is then filled with a cementitious grout that provides corrosion protection to the strand(s) and bonds the tendon to the concrete surrounding the channel. Bonded systems are more commonly used in bridges for the roadway, the piles, the foundation and in building. In buildings, they are typically used in heavily loaded beams such as transfer girders and landscaped plaza decks. [0004] An unbonded tendon is one in which the prestressing steel is not actually bonded to the concrete that surrounds it except at the anchorages. The two most common unbonded systems are first monostrand tendons and secondly bare strands surrounded by grease. The monostrands are used in slabs and beams for buildings, parking structures and-on-ground, in bridge for external post-tensioning and in several type of a suspended structure with cable stay. A monostrand consists of several steel wires that are coated with a corrosion-inhibiting soft product and encased in an extruded plastic protective sheathing made of plastic material. Then the tendon can be made of one monostrand (for slab) up to several
monostrands ( external post-tensioning ,cable stays), In some case the monostrand(s) is (are) directly embedded in the concrete; in another case they may be installed in a channel.
The second type of unbonded tendon consists in one to several bare strands that are installed in a channel made of steel or plastic, the channel being embedded in a concrete structure or following a specific layout within a structure. The void is filled with a corrosion-inhibiting soft product allowing the strand to move with respect to the channel and to the structure. The bare strands consist of several steel wires assembled
together. The soft products are made of grease or wax. For small units, the anchorage consists of an iron casting and a conical, two-piece or three- piece wedge which grips individually from 1 to 6 or 7 strands. For bigger unit there is an anchor block with two-piece or three-piece wedges, which grips as many strands as necessary. Such anchor block bears on a cast iron piece or steel manufactured part that is embedded in a structure. The channel is generally made of plastic or steel tubes when located outside a structure between several deviation point, and the channel is generally made of corrugated ducts in steel or plastic when embedded in a structure.
[0005] EP0566463 presents such an unbonded system with monostrands, in a modified embodiment where the strands of the tendon are embedded directly in the concrete block forming the concrete structure or in a channel filled with a hardening filler such as cement grout before the strands are stressed. The advantage of such unbonded system is that the steel wires inside the monostrand are protected from any corrosion by the soft filler contained in the plastic sheath. Also the sheath allows to carry out the installation of the strands much in advance during the construction period, reducing therefore the total time of construction with a high level of protection.
[0006] With such prior art solutions, to accommodate the tendon length required for tensioning, there is an extra free length of the tendon placed outside the concrete block, namely outside the structure. When there are some maintenance operations such as the full de-tensioning of a tendon it is needed to keep the extra free length during all the life of the structure. Such an arrangement requires specific bulky protection of the unsheathed strands. Brief summary of the invention
[0007] It is an aim of the present invention to provide an anchorage assembly which mitigates or obviates at least some of the above-mentioned disadvantages.
[0008] The present invention also aims to provide an alternative solution to the known solution which facilitates inspection and re-stressing of the tendons.
[0009] According to the invention, these aims are achieved by means of an anchorage assembly for a structure, comprising a tendon made of strands, the anchorage assembly defining at least two parts:
- a first part with the strands of the end portion of the tendon passed through individual perforations of an anchor head,
- a second part with an intermediate portion of the tendon placed within a first tubular member able to receive a removable protective product.
According to the invention, said second part is placed within a structure, with the strands having said end portion passed through on one hand an opening formed in a bearing plate disposed within the structure in an adjacent position to the first tubular member outlet, with said first tubular member outlet and said opening connected to each other, and on the other hand said individual perforations of said anchor head which is placed outside of the front face of the structure,
wherein the anchor head has an outside diameter smaller than the diameter of said opening of the bearing plate. Also the anchorage assembly further comprises a removable locking system interposed between said anchor head and said bearing plate, the presence of the locking system preventing thereby the anchor head to enter said opening and said second tubular member outlet.. In some case the second part can be placed within a formwork intended to receive the concrete forming the concrete structure.
[0010] According to the invention, and notably thanks to the fit radial size of the anchor head and the removable locking system, the de- tensioning of the tendon can be implemented while the anchor head has entered within the first tubular member, after removal of the locking system.
Brief Description of the Drawings
[0011] The invention will be better understood with the aid of the description of an embodiment given by way of example and illustrated by the figures, in which:
Fig. 1 shows a schematic longitudinal view of an embodiment of the anchorage assembly in a first step, the upper part being a section and the lower part being outside view, when the strands have been installed in the channel and in the different tubular parts without any anchorage accessories,
Fig.2 shows the same view of the anchorage assembly of Fig.1 , in a further step including injection of a filler compound in the third part,
Fig. 3 illustrates the same anchorage assembly after mounting of the locking device, with a schematic representation of jack that is applying a force to the tendon,
Fig.4 illustrates the same anchorage assembly as it would remain during the normal life of the structure with a cap protecting the protruding area of the tendon and a filler protecting the bare strands in the first tubular part and rigid filler in the second tubular part around the
monostrand, Fig. 5 schematically shows a first type of surveillance operation of the tendon, and
Fig.6 schematically shows another second type of surveillance operation of the tendon. Detailed Description of possible embodiments of the Invention
[0012] In Fig.1 is shown a situation where the tendon 10 is mounted through an anchorage assembly 20 placed partially within a structure 42, and comprising in a linear arrangement a channel 43, a second tubular member 22, a first tubular member 24 and a bearing plate 26. [0013] The second tubular member 22 is placed within the structure 42 at a distance from the front face 40 of the structure, in a direction orthogonal to the front face 40. The inner diameter of the second tubular member 22 allows the introduction of the tendon 10. At the outlet side, the inner diameter of the second tubular member 22 is D1. [0014] In the present text, "outlet" means the extremity of any elongated element turned towards the outside of the front face 40 of the structure 42 or the structure 42 (on the left on the figures 1 to 6). In the same way "inlet" means the extremity of any elongated element turned opposite to the front face 40 or (on the right on the figures 1 to 6). [0015] The first tubular member 24 extends the second tubular member 22 in a coaxial manner to the first tubular member 22, in the direction of the orthogonal to the front face 40. Such a first tubular member 24 is usually formed by a trumpet shape elongated member, named as a
"trumpet". The inlet of the first tubular member 24 is connected in a water-sealed manner to the outlet of the second tubular member 22. The inner diameter of the first tubular member 24 also allows the introduction of the tendon 10. Generally the inner diameter of the first tubular member 24 is larger than the inner diameter of the second tubular member 22. In a specific manner, at least the inner diameter D2 of the first tubular member 24 at the inlet side (on the right on the figures 1 to 6) is larger than the inner diameter of the second tubular member 22 D1 at the outlet side, namely D2 > D1.
[0016] The inner diameter D3 of the first tubular member 24 at the outlet side (on the left on the figures 1 to 6) is usually equal to or larger than the inner diameter of the first tubular member 24 at the outlet side D2, namely D3 > or = D2
[0017] The bearing plate 26 is placed at the front face 40 of the structure 42, with a large opening 27 adjacent to the outlet of the first tubular member 24 (see Fig.1), having an inner diameter D4 close to D3.
[0018] During this first step shown on Fig.1 , in addition an injection pipe 23 is mounted so as to have fluid communication between the inner space of the second tubular member 22 and the outside of the formwork forming the front face 40 of the structure 42. In a preferred manner, and as shown in Fig .1 and 2, to water seal the connection between the second tubular member 22 and the first tubular member 24, a temporary sealing block 28 having an outer diameter close to D2 but slightly less, is threaded from outside the anchorage assembly 20, into the bearing plate 26 and the first tubular member 24 up to the inlet of the first tubular member 22 onto an abutment plate 41 with an opening. Such a temporary sealing block 28 forms a thick plate having as much holes as strands 12 and is first placed with the tendon passing through, each strand 12 in a corresponding hole of said temporary sealing block 28, before engagement of the temporary sealing block 28 through the opening 27 of the bearing plate 26. The sealing block 28 is made of a sealing pad locked between a pressing pad and a pressing plate. WO201 1 1 16828 presents a possible embodiment for such a sealing block 28.
[0019] In this shown embodiment, the tendon 10 is composed of one or a plurality of sheathed and greased strands 12 with sheath 14 within the structure 42 up to the outlet face defined by the abutment plate 41.
Namely, the strand(s) is (are) individually wrapped in a outer (Plastic) sheath 14 with interposition of corrosion preventive compound such as grease or wax, which means the metallic strand can slide with respect to the sheath forming the envelope 14 of each strand 12, the corrosion preventive compound forming also a lubricant. In such a tendon 10, there might be up to 127 strands 12 as currently design meaning that there is no limit in the strand number. The preferred thickness of the sheaths 14 is between 1 and 2 mm, a value over 1.5 mm is recommended when the tendon length is over 100 m long of the installation condition are difficult with the tendon deviation having high deviation ( over 100 °). [0020] The invention is not limited to such preferred type of strands 12 and can apply also to other types of strands, such as bare metallic strands (not illustrated) : in such a case, the second tubular member 22 is not to be filed in with cement matrix but with a non-hardening corrosion preventive compound such as wax or grease.
[0021] According to the preferred embodiment with strands 12 that are sheathed and greased, during the second step shown in Fig.2, the second tubular member 22 is filled with a hardening filler by injection of a hardening matrix through the injection pipe 23 into the second tubular member 22 so as to fill in all the interstices between the outer sheath 14 and the second tubular member 22, and between all pairs of adjacent sheathed strands 12. By the setting or hardening of the cement matrix 23a, each strand 12 is locked in a direction perpendicular to the front face of the anchorage 40 by its sheath 14 to the second tubular member 22. After the hardening of the cement matrix, the temporary sealing block 28 is un-tight and removed.
[0022] In order to complete the anchorage assembly 20 before stressing the tendon 10, as shown in Fig.3, an anchor head 30 and a removable locking system 32 are provided. The anchor head 30 is formed by a thick metallic block having as much holes as strands 12. According to an important feature, the anchor head 30 has an outside diameter D5 smaller than said opening (diameter D4) of the bearing plate 26 (see Fig. 3). Also, the outer end of the second tubular member 22 has a diameter D1 smaller than the outer diameter D5 of the anchor head 30. Also, the anchor head 30 has an outside diameter D5 smaller than said inner diameter D3 and D2 of the first tubular member 24 at the outlet side. These important features permit the entrance and sliding of the anchor head 30 within the bearing plate 26 and within the first tubular member 24 for de-stressing of the tendon 10.
[0023] In a first variant, the removable locking system 32 comprises at least one split shim; in Fig.1 two superposed split shims are used, having both an outer diameter larger than the diameter D4 of the opening of the bearing plate 26.
in a second (not shown) variant, the removable locking system 32
comprises a nut able to cooperate with a threaded portion of the outer face of the anchor head 30, with the outer diameter of the nut larger than the diameter D4 of the opening of the bearing plate 26.
In both cases, the removable locking system 32 allows for the reversible locking of the anchor head 30 outside the first tubular member 24 (for tensioning or re-tensioning the tendon 10) and, by unlocking, letting the anchor head 30 circulating in the first tubular member 24 (for de- tensioning the tendon 10) without removing the conical wedges 34. [0024] Also, according to another important feature of the preferred embodiment, strands 12 are sheathed along their running part up to and within said second tubular member 22, said sheath 14 being thereby able to be embedded within said filler compound (notably locked within cement matrix 23a) in said second tubular member 22, and the sheaths 14 of the said strands 12 are removed in their intermediate and end portions
(unsheathed length 12a) extending within said first tubular member 24 up to their extremity outside the front face 40 (or structure 42).This
unsheathing operation is generally carried out just before the third step of stressing described below so that the strands are protected from the corrosion until they are unsheathed and finally stressed.
[0025] Also, during the third step shown in Fig.3, after removing the sheath 14, the intermediate and end portions of said strands 12, and further mounting of the removable locking system 32 and of the anchor head 30, the tendon 10 is stressed. To that end, a stressing jack 50 is mounted and activated between the outer face of the anchor head 30 and the extremity of each individual strand 12 (Fig.3). After this stressing operation, blocking means such as (split) conical wedges 34 are entered into the holes of the anchor head 30, around each strand 12 to fix the stressed state of each strand 12.
[0026] After, the length in excess of the end portion of the strands 12, namely the length extending outside the anchor head 30, beyond a small length adjacent to the anchor head 30, is cut to a shorther length. Next, in the fourth step shown in Fig.4, a cap 36 is mounted in a water-tight manner onto the bearing plate 26, for accommodating said removable locking element 32, said anchor head 30 and said end portion of the tendon 10 (the extremity of the strands 12 of the end portion being unsheathed). Said cap 36 is able to receive a removable protective product, namely a non-hardening corrosion preventive compound 38, such as wax or grease.
[0027] The anchorage assembly 20 of the preferred embodiment of the present invention defines, as shown on Fig.4, a first part C, a second part B and a third part A. In the third part A of the anchorage assembly 20 the strands 12 are locked by their sheath 14 with respect to the second tubular member 22, by means of the cement matrix 23a, with the possibility for the individual metallic strands to slide with respect to the corresponding sheath 14. In the second part B, the intermediate unsheathed portion 12a of the strands 12 is protected against corrosion by the corrosion preventive compound 38 contained in the second tubular element 24 . The third part A and the second part B are located within the structure 42. In the first part C, which is disposed outside the front face 40 or the structure 42, the end portion of the unsheathed strands 12a is placed in the removable locking system 32, the anchor head 30 and in the cap 36.
[0028] In an alternative embodiment, the third part A of the anchorage assembly is omitted, namely the second tubular member 22 and the channel 43 are not present in the anchorage assembly 20. In that situation, said sealing block 28 and said abutment plate 41 are placed during concreting and said strands 12 are able to be directly embedded in the structure concrete 42 by their sheath 14 while allowing the metallic part of the strand to move longitudinally in the structure. In that situation, the strands remain locked laterally by the concrete matrix. Said strands could be monostrands.
[0029] In the preferred embodiment or in previously described
alternative embodiment, as shown in Fig.4, the strands 12 are in the normal service situation, namely after stressing and filling of the second tubular element 24 and of the cap 36 with grease or any other non-hardening corrosion preventive compound 38 which is in contact with the bare segment 12a of the strands 12. As can see from Fig.4, this corrosion preventive compound 38 is also present in the opening 27 of the bearing plate 26 around the tendon 10, namely between all pairs of adjacent bare strands 12a, between the periphery of the opening 27 and the periphery of the tendon 10, in the opening of the removable locking system 32 and in the perforations of the anchor head 30 so as to wrap all the unsheathed portions 12a of the strands 12. [0030] Preferably, said first part C further comprises immobilisation pieces placed individually around a length of said unsheathed strands 12a at least partially disposed within the outlet of said perforations of the anchor head 30. In the shown embodiment, said immobilisation pieces are split wedges 34. [0031] If the anchorage assembly 20 is implemented in a concrete structure 42, the pouring and setting of the concrete in the formwork (located at the front face 40) is made initially after the installation of the first and second tubular members 22, 24, the abutment plate 41 , the bearing 26 and the injection pipe 23. These elements including the tendon 10 and the compound 23a can therefore be implanted as from the situation shown in fig.2 at any time, namely several weeks, months or years later: with its strands 12 and their sheath 14 the tendon 10 is protected against corrosion all along its length before removing the sheaths 14 and further stressing.
[0032] Also, the present invention concerns a method of lifting-off of the tendon 10 equipped with the previously described anchorage assembly 20, in a structure 42, and also a method for the surveillance of the tendon in such a structure 42. The structure 42 can be a structure made of concrete or steel or with both materials.
[0033] As shown on Fig.5, such a method of lifting-off a tendon 10 in a structure 42 comprises a lift-off step of at least one tendon 10 with the following sub-steps:
- providing with a tension measuring device (lift-off device 60)
- placing said tension measuring device between said anchor head 30 and said bearing plate 26 of the tendon to be lifted-off, and
- measuring the stress level of the tendon 10.
Preferably, the outer radial face of the anchor head is threaded so as to cooperate with a complementary thread of the tension measuring device As an initial step, if the cap 36 cover the outer part of the block or anchor head 30 ( as shown in Fig. 4) then it is beforehand removed to give an access to the anchor head 30.
Therefore, a direct lift-off of the tendon 10 is possible without requiring a specific coupler on the strands 12.
[0034] On Fig.6, is shown a method of surveillance of a tendon 10 in a structure, such as a concrete structure, comprising a strand sampling step with the following sub-steps:
- un-mounting of said locking system 32 so as to let the anchor head 30 entering onto said second tubular member 22, thereby de-tensioning said tendon 10 (preferably by using a jack 62 keeping a grip onto the strand 12a or the anchor head 30 as not detailed here),
- Removing the conical part 34 and inspecting at least one strand 12 from said tendon 10.
During such an inspection, the metallic part of said inspected strand 12 can be removed from its sheath 14 and replaced. [0035] Preferably, said strand sampling step comprises further the following sub-steps (not shown):,
- placing said anchor head 30 outside said second tubular member 22 (notably with the previously mentioned jack 62) ,
- locking said locking system 32 between said anchor head 30 and said bearing plate 26, and
- providing a stressing device between the end portion of the tendon 10 and the bearing plate 26 (notably with the previously mentioned jack 62)
- re-tensioning said tendon (notably with the previously mentioned jack 62).
[0036] Then, as shown in Fig 6, by letting the anchor head 30 entering the first tubular element 24, and moving up to the inlet end (on the right in Figs 1 to 6) of the first tubular element 24, the length of the first tubular element 24 serves as strand length available for de-tensioning the tendon 10.
[0037] Therefore, in normal service, as shown on Fig.4, the length of the first part C of the anchorage assembly located outside the outside face 40/ and the structure 42 is greatly reduced, which is advantageous in terms of damage risks, notably limited exposure to fire.
Reference signs used in figures Tendon
Strand
a Unsheathed length of the strand
Sheath of the Strand in plastic material ( HDPE, PP, RPE) Anchorage assembly
Second tubular member
Injection pipe
a Cement matrix
First tubular member
Bearing plate
Opening
Temporary sealing block
Anchor head
Locking system
Wedge
Cap
Non-hardening corrosion preventive compound
Front face of the structure
Abutment plate
Structure
Channel
Stressing jack
Lift-off device
Jack

Claims

Claims
1. Anchorage assembly (20) for a structure (42), comprising a tendon (10) made of strands (12), the anchorage assembly (20) defining at least two parts:
- a first part (C) with the strands (12) of the end portion of the tendon (10) passed through individual perforations of an anchor head (30),
- a second part (B) with an intermediate portion of the tendon (10) placed within a first tubular member (24) able to receive a removable protective product (38),
wherein said second part (B) is placed within a structure (42), with the strands (12) having said end portion passed through on one hand an opening (27) formed in a bearing plate (26) disposed within the structure (42) in an adjacent position to the first tubular member (24) outlet, with said first tubular member (24) outlet and said opening (27) connected to each other, and on the other hand said individual perforations of said anchor head (30) which is placed outside of the front face (40) of the structure (42),
wherein the anchor head (30) has an outside diameter (D5) smaller than the diameter (D4) of said opening (27) of the bearing plate (26),
wherein it further comprises a removable locking system (32) interposed between said anchor head (30) and said bearing plate (26), the presence of the locking system (32) preventing thereby the anchor head (30) to enter said opening (27) and said second tubular member (24) outlet.
2. Anchorage assembly (20) according to any of claim 1 , wherein said locking system (32) comprises at least one split shim.
3. Anchorage assembly (20) according to any of claim 1 to 2, wherein said locking system (32) comprises a nut able to cooperate with a threaded portion of the outer face of the anchor head (30).
4. Anchorage assembly (20) according to any of claims 1 to 3, wherein said tendon (10) is made of sheathed and greased strands (12).
5. Anchorage assembly (20) according to any of claims 1 to 4, further comprising a third part (A) with the running portion of the tendon (10) placed within a second tubular member (22) able to receive a filler compound (23a) and within a channel (43), the outlet of said second tubular member (22) being connected to the inlet of said first tubular member (24), the inlet of said second tubular member (22) being connected to said channel (43), wherein said second tubular member (22) and said channel are placed within the structure (42).
6. Anchorage assembly (20) according to claim 5, wherein said strands (12) are sheathed along their running part up to and within said second tubular member (22), said sheath (14) being thereby able to be embedded within said filler compound (23a) in said channel (43) and in said second tubular member (22), and wherein said strands (12) are unsheathed in their intermediate and end portions (12a) extending within said first tubular member (24) up to their extremity in said first part.
7. Anchorage assembly (20) according to claim 5 or 6, wherein said filler compound (23a) is cement matrix, said sheathed strand (12) being thereby able to be embedded within said cement matrix
8. Anchorage assembly (20) according to any of claims 1 to 7 wherein it further comprises an abutment plate (41) forming the inlet of the first tubular member (24) and a sealing block (28) able to be placed within said first tubular member (24), adjacent to said abutment plate (41).
9. Anchorage assembly (20) according to any of claims 1 to 4 and 8, wherein said sealing block (28) and said abutment plate (41) are placed during concreting and wherein said strands (12) are able to be directly embedded in the structure concrete.
10. Anchorage assembly (20) according to any of claims 1 to 9, wherein the outlet end of the first tubular member (24) has an inner diameter (D2) and (D3) bigger than the outer diameter (D5) of the anchor head (30).
1 1. Concrete structure prestressed by means of a plurality of tendons (10) made of strands (12), the main portion of said tendons (10)s being embedded individually in the set concrete forming the main body of the structure, said set concrete forming a block (42) resulting from the pouring and setting of said concrete in a formwork which is removed after setting of said concrete, comprising for each tendon (10) an anchorage assembly (20) defining at least two parts:
- a first part (C) with the strands (12) of the end portion of the tendon (10) passed through individual perforations of an anchor head (30),
- a second part with an intermediate portion of the tendon (10) placed within a first tubular member (24) containing a removable protective product (38),
wherein said second part (B) is placed within said structure (42), with the strands (12) having said end portion passed through on one hand an opening formed in a bearing plate (26) disposed at the outer face of said block in an adjacent position to the first tubular member (24) outlet, with said first tubular member (24) outlet and said opening connected to each other, and on the other hand said individual perforations of said anchor head (30) which is placed outside said block (42),
wherein the anchor head (30) has an outside diameter (D5) smaller than the diameter (D4) of said opening (27) of the bearing plate (26),
wherein it further comprises a removable locking system (32) interposed between said anchor head (30) and said bearing plate (26), the presence of the locking system (32) preventing thereby the anchor head (30) to enter said opening and said second tubular member (24) outlet
12. Concrete structure according to claim 1 1 , wherein said tendon (10) is made of sheathed and greased strands (12).
13. Concrete structure according to any of claims 1 1 to 12, said anchorage assembly (20) further comprising a third part (A) with the running portion of the tendon (10) placed within a second tubular member (22) able to receive a filler compound (23a) and within a channel (43), the outlet of said second tubular member (22) being connected to the inlet of said first tubular member (24), the inlet of said second tubular member (22) being connected to said channel (43), wherein said second tubular member (22) and said second tubular member (22) are placed within the structure (42).
14. Concrete structure according to any of claims 1 1 to 13, wherein said strands (12) are sheathed in a first portion extending along their running part up to and within said second tubular member (22), said sheath (14) being thereby able to be embedded within said filler compound (23a) in said channel (43) and in said second tubular member (22), and wherein said strands (12) are unsheathed in a second portion (12a) extending within said first tubular member (24) up to their extremity.
15. Concrete structure according to claim 14, wherein said filler compound (23a) is cement matrix, said sheath being thereby able to be embedded within said cement matrix in said channel (43) and second tubular member (22).
16. Concrete structure according to any of claims 1 1 to 15, wherein said locking system (32) comprises at least one split shim.
17. Concrete structure according to any of claims 1 1 to 16, wherein said locking system (32) comprises a nut able to cooperate with threaded portion of the outer face of the anchor head (30).
18. Concrete structure according to any of claims 1 1 to 17, wherein the outer end of the first tubular member (22) has an inner diameter (D3) and D2 higher than the outer diameter (D5) of the anchor head (30).
19. Concrete structure according to any of claims 1 1 to 18 wherein it further comprises an abutment plate (41) forming the inlet of the first tubular member (24) and a sealing block (28) able to be placed within said first tubular member (24), adjacent to said abutment plate (41).
20. Concrete structure according to claim 19 and any of claims 1 1 , 12, 16 and 17, wherein said sealing block (28) and said abutment plate (41) are placed during concreting and wherein said strands (12) are able to be directly embedded in the structure concrete.
21. Method of manufacture a concrete structure according to any of claims 13 to 15, comprising the following steps:
- building a structure (42) with said bearing plates (26) placed at the front face (40) of the structure (42),
- connecting the outlet of said first tubular element (24) in a water tight manner to the opening (27) of said bearing plate (26),
- connecting the inlet of said first tubular element (24) in a water tight manner to the outlet of said second tubular element (22),
- providing with a grouting pipe (23) coming out outside the front face (40) and linked to the second tubular element (22),
- unsheathing said strands (12) along their intermediate and end portions (12a),
- engaging a tendon (10) end portion through said second tubular element (22), said first tubular element (24) and said opening (27) with the end of said strands (12) placed beyond the outer face (40) of the structure (42), - injecting some cement matrix through the grouting pipe (23) into the second tubular member (22) so as to have all the strands (12) embedded in said cement matrix along a segment of their running portion, -
- engaging said locking system and said anchor head (30) around the extremity of said end portion of the tendon (10) in the direction of the outer face (40) of the structure (42),
- locking said locking system between said anchor head (30) and said bearing plate (26), and
- providing a stressing device (50) onto the end portion of the tendon (10) and stressing said tendon (10).
22. Method of manufacture a concrete structure according to claim 21 , comprising further the following steps:,
- after stressing said tendon (10) putting away said stressing system,
- mounting a cap in a water-tight manner onto the bearing plate (26), said cap accommodating said removable locking element, said anchor head (30) and said end portion of the tendon (10), and
- injecting into said cap and into said second tubular member (24) said removable protective product (38).
EP16738224.1A 2015-07-01 2016-06-30 Anchorage assembly for a structure, concrete structure with such an assembly, and manufacturing method of such a concrete structure Active EP3317471B1 (en)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CH9512015 2015-07-01
PCT/IB2016/053935 WO2017002069A1 (en) 2015-07-01 2016-06-30 Anchorage assembly for a structure, concrete structure with such an assembly, and manufacturing method of such a concrete structure

Publications (2)

Publication Number Publication Date
EP3317471A1 true EP3317471A1 (en) 2018-05-09
EP3317471B1 EP3317471B1 (en) 2019-10-16

Family

ID=54477801

Family Applications (1)

Application Number Title Priority Date Filing Date
EP16738224.1A Active EP3317471B1 (en) 2015-07-01 2016-06-30 Anchorage assembly for a structure, concrete structure with such an assembly, and manufacturing method of such a concrete structure

Country Status (3)

Country Link
EP (1) EP3317471B1 (en)
KR (1) KR20180026394A (en)
WO (1) WO2017002069A1 (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110778139A (en) * 2019-10-21 2020-02-11 上海市政工程设计研究总院（集团）有限公司 Local hole-opening construction method for unbonded prestressed tendon concrete slab

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR3075948B1 (en) * 2017-12-21 2021-06-25 Electricite De France PRE-STRESS CABLE MONITORING WITH LIGHT STRANDS AND INJECTED TO CEMENT GROUT

Family Cites Families (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3225499A (en) * 1962-07-02 1965-12-28 Jack P Kourkene Post tensioning concrete reinforcing wires
AU1752167A (en) * 1967-02-09 1968-08-15 Tensioning device for pres-stressed concrete components
DE3734954A1 (en) * 1987-03-13 1988-04-07 Dyckerhoff & Widmann Ag Corrosion-protected tensioning member, in particular stressing member for prestressed concrete without pretensioning, and process for its installation
FR2690189B1 (en) 1992-04-15 1998-11-13 Freyssinet Int & Co IMPROVEMENTS IN PRE-STRESSED CONCRETE STRUCTURES USING FAT-LINED SHEETS AND THEIR CONSTRUCTION METHODS.
EP1227200B1 (en) * 2001-01-29 2008-06-04 VSL International AG Device and method for Anchoring one end of a stay to a base
DE20205149U1 (en) * 2002-04-03 2002-07-04 DYWIDAG-Systems International GmbH, 85609 Aschheim Corrosion-protected tension member, especially stay cable for a stay cable bridge
KR100966457B1 (en) * 2009-07-24 2010-06-28 이현우 The posttensioning apparatus for reinforcing concrete structure using borescope and unbonded strand having the self-prevention function of corrosion and, methods for maintenance of concrete structure using the same
ES2813062T3 (en) 2010-03-26 2021-03-22 Vsl Int Ag Sealing arrangement

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110778139A (en) * 2019-10-21 2020-02-11 上海市政工程设计研究总院（集团）有限公司 Local hole-opening construction method for unbonded prestressed tendon concrete slab

Also Published As

Publication number Publication date
KR20180026394A (en) 2018-03-12
WO2017002069A1 (en) 2017-01-05
EP3317471B1 (en) 2019-10-16

Similar Documents

Publication Publication Date Title
US9410316B2 (en) Post-tension concrete leave out splicing system and method
US9644369B2 (en) Post-tension concrete leave out splicing system and method
US6761002B1 (en) Connector assembly for intermediate post-tension anchorage system
US4773198A (en) Post-tensioning anchorages for aggressive environments
US6151850A (en) Intermediate anchorage system utilizing splice chuck
US6098356A (en) Method and apparatus for sealing an intermediate anchorage of a post-tension system
FI78760B (en) MELLANFOERANKRINGSANORDNING FOER FOERSPAENNING AV I FLERE BYGGNADSSKEDEN FRAMSTAELLDA BYGGNADSDELAR OCH ETT FOERFARANDE FOER FRAMSTAELLNING AV EN SAODAN MELLANFOERANKRINGSANORDNING.
US4574545A (en) Method for installing or replacing tendons in prestressed concrete slabs
US9404254B2 (en) Post-tension concrete leave out splicing system and method
US20160208490A1 (en) Method and apparatus for repairing post-tensioned concrete
US10428523B2 (en) Sheathing lock end cap
EP3461964B1 (en) Spindle lock anchor for post tensioned concrete member
US20160305140A1 (en) Method and apparatus for repairing post-tensioned concrete
US10113313B2 (en) Sheathing retention capsule
KR20110111907A (en) Saddle assembly
US12000148B2 (en) Multi-anchor concrete post-tensioning system
EP3317471B1 (en) Anchorage assembly for a structure, concrete structure with such an assembly, and manufacturing method of such a concrete structure
US9315998B1 (en) Cable lock-off block for repairing a plurality of post-tensioned tendons
US20150176276A1 (en) Post-tension concrete leave out splicing system and method
US10731345B1 (en) Coupling encapsulator for repairing post-tensioned concrete
EP3128093B1 (en) Post tensioning tendon and method of coupling a tension member
JP7144341B2 (en) Concrete floor slab joint structure and concrete floor slab joint method
EP3128095B1 (en) Post tensioned tendon and method of coupling
KR100402367B1 (en) Steel wire for retension of bridge and its retension method
EP3128094B1 (en) Anchoring system and method of coupling a tensioning member

Legal Events

Date Code Title Description
STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: THE INTERNATIONAL PUBLICATION HAS BEEN MADE

PUAI Public reference made under article 153(3) epc to a published international application that has entered the european phase

Free format text: ORIGINAL CODE: 0009012

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: REQUEST FOR EXAMINATION WAS MADE

17P Request for examination filed

Effective date: 20171201

AK Designated contracting states

Kind code of ref document: A1

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

AX Request for extension of the european patent

Extension state: BA ME

DAV Request for validation of the european patent (deleted)
DAX Request for extension of the european patent (deleted)
GRAP Despatch of communication of intention to grant a patent

Free format text: ORIGINAL CODE: EPIDOSNIGR1

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: GRANT OF PATENT IS INTENDED

INTG Intention to grant announced

Effective date: 20190409

GRAS Grant fee paid

Free format text: ORIGINAL CODE: EPIDOSNIGR3

GRAJ Information related to disapproval of communication of intention to grant by the applicant or resumption of examination proceedings by the epo deleted

Free format text: ORIGINAL CODE: EPIDOSDIGR1

GRAL Information related to payment of fee for publishing/printing deleted

Free format text: ORIGINAL CODE: EPIDOSDIGR3

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: REQUEST FOR EXAMINATION WAS MADE

GRAR Information related to intention to grant a patent recorded

Free format text: ORIGINAL CODE: EPIDOSNIGR71

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: GRANT OF PATENT IS INTENDED

GRAA (expected) grant

Free format text: ORIGINAL CODE: 0009210

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: THE PATENT HAS BEEN GRANTED

INTC Intention to grant announced (deleted)
AK Designated contracting states

Kind code of ref document: B1

Designated state(s): AL AT BE BG CH CY CZ DE DK EE ES FI FR GB GR HR HU IE IS IT LI LT LU LV MC MK MT NL NO PL PT RO RS SE SI SK SM TR

INTG Intention to grant announced

Effective date: 20190910

REG Reference to a national code

Ref country code: GB

Ref legal event code: FG4D

REG Reference to a national code

Ref country code: CH

Ref legal event code: EP

REG Reference to a national code

Ref country code: DE

Ref legal event code: R096

Ref document number: 602016022574

Country of ref document: DE

REG Reference to a national code

Ref country code: IE

Ref legal event code: FG4D

REG Reference to a national code

Ref country code: AT

Ref legal event code: REF

Ref document number: 1191386

Country of ref document: AT

Kind code of ref document: T

Effective date: 20191115

REG Reference to a national code

Ref country code: NL

Ref legal event code: MP

Effective date: 20191016

REG Reference to a national code

Ref country code: LT

Ref legal event code: MG4D

REG Reference to a national code

Ref country code: AT

Ref legal event code: MK05

Ref document number: 1191386

Country of ref document: AT

Kind code of ref document: T

Effective date: 20191016

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: PT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20200217

Ref country code: PL

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: AT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: NL

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: LT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: FI

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: BG

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20200116

Ref country code: NO

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20200116

Ref country code: GR

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20200117

Ref country code: LV

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: SE

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: RS

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: HR

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: IS

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20200224

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: AL

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

REG Reference to a national code

Ref country code: DE

Ref legal event code: R097

Ref document number: 602016022574

Country of ref document: DE

PG2D Information on lapse in contracting state deleted

Ref country code: IS

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: DK

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: ES

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: RO

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: CZ

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: EE

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: IS

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20200216

PLBE No opposition filed within time limit

Free format text: ORIGINAL CODE: 0009261

STAA Information on the status of an ep patent application or granted ep patent

Free format text: STATUS: NO OPPOSITION FILED WITHIN TIME LIMIT

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: SK

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: IT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: SM

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

26N No opposition filed

Effective date: 20200717

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: SI

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

REG Reference to a national code

Ref country code: DE

Ref legal event code: R119

Ref document number: 602016022574

Country of ref document: DE

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: MC

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

REG Reference to a national code

Ref country code: CH

Ref legal event code: PL

GBPC Gb: european patent ceased through non-payment of renewal fee

Effective date: 20200630

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: LU

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20200630

REG Reference to a national code

Ref country code: BE

Ref legal event code: MM

Effective date: 20200630

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: LI

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20200630

Ref country code: CH

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20200630

Ref country code: GB

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20200630

Ref country code: IE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20200630

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: DE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20210101

Ref country code: BE

Free format text: LAPSE BECAUSE OF NON-PAYMENT OF DUE FEES

Effective date: 20200630

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: TR

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: MT

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

Ref country code: CY

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

PG25 Lapsed in a contracting state [announced via postgrant information from national office to epo]

Ref country code: MK

Free format text: LAPSE BECAUSE OF FAILURE TO SUBMIT A TRANSLATION OF THE DESCRIPTION OR TO PAY THE FEE WITHIN THE PRESCRIBED TIME-LIMIT

Effective date: 20191016

PGFP Annual fee paid to national office [announced via postgrant information from national office to epo]

Ref country code: FR

Payment date: 20240628

Year of fee payment: 9