[go: up one dir, main page]

EP2997197A1 - Method for pre-stressing a steel structure, and steel structure pre-stressed using said method - Google Patents

Method for pre-stressing a steel structure, and steel structure pre-stressed using said method

Info

Publication number
EP2997197A1
EP2997197A1 EP14722518.9A EP14722518A EP2997197A1 EP 2997197 A1 EP2997197 A1 EP 2997197A1 EP 14722518 A EP14722518 A EP 14722518A EP 2997197 A1 EP2997197 A1 EP 2997197A1
Authority
EP
European Patent Office
Prior art keywords
steel
carbon fiber
steel structure
steel beam
reinforced polymer
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
EP14722518.9A
Other languages
German (de)
French (fr)
Other versions
EP2997197B1 (en
Inventor
Masoud MOTAVALLI
Elyas GHAFOORI
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.)
S&P Clever Reinforcement Co AG
Original Assignee
S&P Clever Reinforcement Co AG
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 S&P Clever Reinforcement Co AG filed Critical S&P Clever Reinforcement Co AG
Publication of EP2997197A1 publication Critical patent/EP2997197A1/en
Application granted granted Critical
Publication of EP2997197B1 publication Critical patent/EP2997197B1/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D6/00—Truss-type bridges
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C3/10—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal prestressed
    • 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
    • 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
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/30—Metal
    • E01D2101/32—Metal prestressed

Definitions

  • This invention relates to a method for tempering a steel structure, both on a redesign and preferably on an existing steel structure, especially on bridge structures.
  • CFRP Carbon Fiber Reinforced Polymers
  • the object of this invention is to provide a method for tempering a steel structure, as well as a prestressed steel structure. It should be prevented by means of this bias the cracking of a new or existing steel structure, or already existing cracks should be closed or their further growth should be stopped or at least slowed down.
  • the object is achieved by a method for tempering a steel construction, in which at least one reinforced with carbon fiber polymer- Band is connected in each case at its end regions traction with a reinforcing steel beam of the steel structure, and thereafter in a region between these end anchors at least one between the respective carbon fiber reinforced polymer band and the steel beam to be reinforced arranged lifting element substantially perpendicular to the carbon Extended fiber-reinforced polymer tape, for effecting a tensile stress between the end regions of the respective carbon-fiber reinforced polymer tape.
  • a steel structure which is characterized in that at least one reinforced with carbon fiber polymer tape is connected at its end regions zugkraftschlüssig with a reinforcing steel beam of the steel structure, wherein in the area between these end regions at least a lifting element disposed between the respective carbon fiber reinforced polymer tape and the steel beam to be reinforced, by which the respective carbon fiber reinforced polymer tape is lifted by substantially perpendicularly lifting the carbon fiber reinforced polymer tape from the steel beam can be placed under tension.
  • Figure 1 A steel structure in the form of an iron bridge with sub-struts with a slack connected to their loaded on train bottom CFRP band;
  • Figure 2 The steel structure of Figure 1 after insertion of a
  • Figure 3 The steel structure of Figure 1 after the insertion of two lifting elements
  • Figure 4 A steel structure in the form of an iron bridge with top struts with a flaccid connected to their loaded on train bottom CFRP band;
  • Figure 5 The steel structure of Figure 4 after the onset of three
  • Figure 6 A steel structure in the form of an iron bridge with arcuate
  • FIG. 1 a steel structure in the form of an iron bridge 1 is shown with sub-struts 2, wherein the lowermost horizontal steel beam 3 is loaded to train.
  • iron bridges there are always steel beams that are subjected to pressure, and those that are claimed to train. Bending moments also act, especially when the bridge is temporarily loaded when, for example, a railway train rolls over it.
  • Each axle load causes vibrations and these contribute to the fatigue of the material, so that over the years in the steel beams cracks can occur, which weaken the steel beams more and more. It is important to stop this process or at least slow it down.
  • CFRP tapes are exceptionally strong in tensile strength and also free from corrosion, they offer the option of reinforcing tension-loaded steel beams.
  • the most efficient way would be to pretension steel beams loaded with tension by means of such bands.
  • Suggestions have become known to subsequently reinforce concrete structure with prestressed bands to improve their tensile strength.
  • the tapes are strongly pre-tensioned by means of a special device and, in this prestressed state, moved up to the concrete structure and laminated to the concrete by means of epoxy resin adhesives. After curing of the adhesive, the device, which is the voltage created and maintained, after which the prestressed CFRP band permanently introduces its voltage into the structure.
  • the bridge of Figure 1 has a sub-strut 2, that is, the lowest horizontal strut 3 is loaded on train, and it can be reinforced by means of CFPR bands 4, which is done as follows.
  • a CFPR band 4 is connected at its two end regions over a portion or over the entire length of a tensile load claimed building part zugkraftschlüssig with the same.
  • suitable end anchors 5 for example in the form of clamping shoes, by means of which the bands 4 are permanently mechanically and highly zugkraftschlüssig connected to the steel beam 3.
  • a CFPR band 4 is stretched over the entire length of the underside of the horizontal lower steel girder 3, the end anchors 5 being fastened on both sides in the vicinity of the ends of the steel girder 3.
  • the band 4 is stretched slack.
  • a lifting element 7 is installed between the steel carrier 3 and the CFPR belt 4.
  • This lifting element 7 may be a hydraulically, pneumatically, electrically or mechanically operable lifting element 7, which provides such a translation that high lifting forces can be generated, for example, some 10k Newton. So short reaction paths are created with comparatively long action paths.
  • CFPR band 4 not only a single CFPR band 4 must be attached, but a whole host of CFPR bands 4 can be installed across the width of the bridge, or even in sections over the length of the bridge several CFPR bands 4 consecutively or overlapping CFPR tapes 4 can be attached to one another in length, which are positioned next to one another and run parallel to one another, or even overlap in height, ie lie one above the other or can intersect.
  • the bands 4 are not exactly laid in the running direction of the steel beams on the same, but slightly skewed to it, so that crossings of the bands 4 arise.
  • FIG 2 one sees the steel structure of Figure 1 after insertion of a lifting element 7. It was mounted under the slack stretched CFRP band 4, for example by means of a mechanical connection to the steel beam 3, by welding or screwing.
  • This lifting element 7 may be designed in the manner of a jack, so that it can be hydraulically lifted by means of an external hydraulic pump by a hydraulic line is temporarily connected to the lifting element 7. With a corresponding translation, sufficiently large forces can be generated.
  • the lifting is then secured by means of a mechanical pawl or by means of mechanical documents.
  • Such mechanical documents are installed next to the same between the band 4 and the steel beam 3 to be reinforced after the completed stroke of the lifting element 7, which is lifted in this case slightly beyond the final tensile stress to be reached.
  • the lifting element 7 is again relieved somewhat, so that the target voltage is reached and the support force is then collected from the documents.
  • the lifting element 7 can also be actuated pneumatically.
  • a compressor hose can be coupled, and the extension of the lifting element 7 is due to pneumatic pressure with a sufficient translation.
  • an electrical variant of a lifting element 7 conceivable by an in-lying EL motor via a short translation, for example by means of spindles and levers, generates a sufficiently large lifting force. In this case, only an electric line needs to lead to the lifting element 7, and it can easily be adjusted if necessary.
  • Figure 3 shows the steel structure of Figure 1 after the insertion of two lifting elements 7.
  • these are advantageously extended simultaneously, so that the voltage builds evenly distributed over the tape length.
  • the one lifting element 7 can be extended a short distance, then the second one just a little bit far, then again the first, then again the second, etc. so that the tensile force gradually alternately alternately generated by the two lifting elements 7 aufschaukelnd becomes.
  • Figure 4 shows a steel structure in the form of an iron bridge with top struts 6 with a slack connected to him CFRP band 4.
  • the attached CFRP band 4 along the lowest horizontal steel beam, where in practice, of course those are steel beams running along the bridge and each being equipped with at least one CFRP belt 4, each having two end anchors 5 which at the ends of the belt 4 connect it to the structure or said steel beam in a tractional manner.
  • Figure 5 shows this steel structure according to Figure 4 after the insertion of three lifting elements 7, which are arranged distributed over the length of each CFRP tape 4 and in turn are extended simultaneously or it is first the two outer a piece extended and then the middle a little further, so that a uniform voltage over the entire length of the CFRP band 4 is generated.
  • the figure 6 shows a steel structure in the form of an iron bridge with arcuate sub-strut 2.
  • CFRP strips 4 can be laid and grown along these curved beam carriers 8.
  • a single CFRP tape 4 extends along the entire length of the bridge along the lower carrier sheet 8 and is connected at both end regions of anchoring elements 5 attached there to the steel carrier 8 of the bridge 1.
  • cracks or gaps in steel structures that is to say in the elements which are loaded on train, can be closed in some cases. In other cases, further growth of these cracks and crevices may be prevented, or at least the weakening process may be substantially slowed down and, overall, the structures may be significantly strengthened and stabilized to prolong their life or, if necessary, increase load capacity.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Chemical Kinetics & Catalysis (AREA)
  • Electrochemistry (AREA)
  • Mechanical Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Bridges Or Land Bridges (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Reinforcement Elements For Buildings (AREA)

Description

Verfahren zum Vorspannen eines Stahl-Bauwerkes, sowie damit vorgespanntes Stahl-Bauwerk  Method for tempering a steel structure, as well as prestressed steel structure

[0001] Diese Erfindung betrifft ein Verfahren zum Vorspannen eines Stahl- Bauwerkes, und das sowohl an einer Neukonstruktion sowie vorzugsweise an einem bestehenden Stahl-Bauwerk, vorallem an Brückenkonstruktionen. Gemäss einer Studie von Bien J. Elfgren L. und Olofsson J. mit dem Titel Sustainable Bridges, Assessment for Future Traffic Demands and Longer Lives, Wroclaw, Dolnoslaskie Wydawnictwo Edukacyjne, 2007, bestätigen die Europäischen Eisenbahnverwaltungen, dass es in Europa alleine ca. 220Ό00 Eisenbahnbrücken gibt, und sich diese in verschiedensten klimatischen Gebieten befinden. Etwa 22% davon sind Metall- bzw. Stahikonstruktionen, die oft auch als Eisenbrücken bezeichnet werden. 3% sind Gusseiserne Brücken, 25% sind geschweisste Stahlkonstruktionen, und 53% sind in Stahl gefertigt, und ca. 20% aus einem nicht eindeutig identifizierbaren Material. 28% dieser Metallkonstruktionen sind mehr als 100 Jahre alt und fast 70% der Brücken sind mehr als 50 Jahre alt. Weil heute Eisenbahnzüge immer länger, schwerer und schneller werden, steigt die Belastung dieser Brücken stark an. Jede Achslast erzeugt Vibrationen, und so entstehen mit der Zeit kleine Risse und Spalten in den Bauwerken, und die Ermüdung der Träger schreitet immer rascher voran. This invention relates to a method for tempering a steel structure, both on a redesign and preferably on an existing steel structure, especially on bridge structures. According to a study by Bien J. Elfgren L. and Olofsson J. entitled Sustainable Bridges, Assessment for Future Traffic Demands and Longer Lives, Wrocław, Dolnoslaskie Wydawnictwo Edukacyjne, 2007, the European Railway Administrations confirm that in Europe alone about 220Ό00 Railway bridges exist, and these are located in various climatic areas. About 22% of these are metal or steel structures, which are often referred to as iron bridges. 3% are cast iron bridges, 25% are welded steel structures, and 53% are made of steel, and about 20% of a material that is not uniquely identifiable. 28% of these metal structures are more than 100 years old and almost 70% of the bridges are more than 50 years old. Because trains are getting longer, heavier and faster today, the load on these bridges is increasing. Every axle load generates vibrations, and as a result, small cracks and cracks develop in the structures over time, and the wearer's fatigue progresses more and more rapidly.

[0002] Versuche an der EM PA in CH-Dübendorf zeigten, dass sich mit der Applikation von Kohlefaser-verstärkten Polymeren (CFRP = Carbon Fiber Reinforced Polymers) die Stahlträger im Grundsatz verstärken lassen. Diese CFRP werden mittels Klebestoffen an den Stahlträgern befestigt und vermögen eine Zugbelastung aufzunehmen, was die Rissbildung verlangsamt oder sogar stoppt. Klebstoffe eignen sich allerdings vielerorts nur bedingt, denn Stahl wird durch die Sonneneinstrahlung stark erhitzt und das kann den Klebstoff an seine Glastransformationsgrenze bringen. Zu beachten sind in diesem Zusammenhang die Publikationen Engineering Structures 45 (2012) 270-283 sowie international Journal of Fatigue 44 (2012) 303-315 im Elsevier Journal (www.elsevier.com). Experiments at the EM PA in CH-Dübendorf showed that with the application of carbon fiber reinforced polymers (CFRP = Carbon Fiber Reinforced Polymers) reinforce the steel beams in principle. These CFRPs are attached to the steel girders using adhesives absorb a tensile load which slows or even stops cracking. However, adhesives are only partially suitable in many places, because steel is strongly heated by the sun's rays and this can bring the adhesive to its glass transition limit. Attention should be paid to the publications Engineering Structures 45 (2012) 270-283 and International Journal of Fatigue 44 (2012) 303-315 in the Elsevier Journal (www.elsevier.com).

[0003] Ein weiterer Problemkreis bildet die galvanische Korrosion. Obwohl CFRP nicht korrosiv sind, bilden sie in Verbindung mit Stahl galvanische Zellen. Dann gibt es viele genietete Eisenbrücken. Bei diesen besteht das Problem darin, wie man die flachen CFRP Bänder am bestens an den Eisenträgern befestigt. Und schliesslich muss oft auch den Denkmalschutz Rücksicht genommen werden, indem etwa gefordert wird, dass historisch bedeutsame Bauwerke bei Bedarf wieder in ihren ursprünglichen Zustand zurückversetzt werden können müssen, was mit aufgeklebten CFRP Bändern kaum realisierbar ist. Und schliesslich wäre es erwünscht, die Bauwerke nicht nur zu verstärken, sondern unter eine Vorspannung zu setzen, um damit bereits bestehende Risse und Spalten völlig zu verschliessen und ein Weiterwachsen dieser Risse und Spalten dauerhaft zu unterbinden. Eines der wichtigsten Aufgaben eines Verstärkungssystems ist daher die sachdienliche Wahl des mechanischen Verankerungssystems, sodass dieses genügend Klemmkraft entwickelt, einer minimalen Korrosion unterworfen ist, möglichst keine direkte Berührung der CFRP Bänder mit dem Stahl bedingt, und die Stress-Einleitung in das Verankerungssystem graduell erfolgt. Another problem is the galvanic corrosion. Although CFRP are not corrosive, they form galvanic cells in conjunction with steel. Then there are many riveted iron bridges. The problem with these is how to attach the flat CFRP tapes to the iron girders. And finally, the preservation of monuments often has to be taken into consideration, for example, by requiring that historically important buildings have to be able to be returned to their original condition when needed, which is hardly feasible with glued-on CFRP tapes. And finally, it would be desirable not only to reinforce the structures, but to put under a bias to completely close already existing cracks and fissures and to permanently prevent further growth of these cracks and fissures. One of the most important tasks of a reinforcement system, therefore, is the proper choice of the mechanical anchoring system so that it develops sufficient clamping force, is subjected to minimal corrosion, if possible causes no direct contact of the CFRP tapes with the steel, and the stress introduction into the anchoring system is gradual.

[0004] Die Aufgabe dieser Erfindung ist es, ein Verfahren zum Vorspannen eines Stahl-Bauwerkes anzugeben, sowie auch ein damit vorgespanntes Stahl-Bauwerk. Dabei soll mittels dieser Vorspannung die Rissbildung an einem neuen oder bestehenden Stahl-Bauwerk verhindert werden, oder schon vorhandene Risse sollen geschlossen werden oder deren weiteres Wachsen soll gestoppt oder mindestens verlangsamt werden. The object of this invention is to provide a method for tempering a steel structure, as well as a prestressed steel structure. It should be prevented by means of this bias the cracking of a new or existing steel structure, or already existing cracks should be closed or their further growth should be stopped or at least slowed down.

[0005] Die Aufgabe wird gelöst von einem Verfahren zum Vorspannen eines Stahl- Bauwerkes, bei dem mindestens ein mit Kohlenstoff-Faser verstärktes Polymer- Band je an seinen Endbereichen zugkraftschlüssig mit einem zu verstärkenden Stahlträger des Stahlbauwerks verbunden wird, und hernach in einem Bereich zwischen diesen Endverankerungen mindestens ein zwischen dem jeweiligen mit Kohlenstoff-Faser verstärkten Polymer-Band und dem zu verstärkenden Stahlträger angeordnetes Hubelement im Wesentlichen senkrecht zum mit Kohlenstoff-Faser verstärkten Polymer-Band ausgefahren wird, zur Bewirkung einer Zugkraft-Spannung zwischen den Endbereichen des jeweiligen mit Kohlenstoff-Faser verstärkten Polymer-Bandes. The object is achieved by a method for tempering a steel construction, in which at least one reinforced with carbon fiber polymer- Band is connected in each case at its end regions traction with a reinforcing steel beam of the steel structure, and thereafter in a region between these end anchors at least one between the respective carbon fiber reinforced polymer band and the steel beam to be reinforced arranged lifting element substantially perpendicular to the carbon Extended fiber-reinforced polymer tape, for effecting a tensile stress between the end regions of the respective carbon-fiber reinforced polymer tape.

[0006] Die Aufgabe wird weiter gelöst von einem Stahlbauwerk, das sich dadurch auszeichnet, dass mindestens ein mit Kohlenstoff-Faser verstärktes Polymer-Band je an seinen Endbereichen zugkraftschlüssig mit einem zu verstärkenden Stahlträger des Stahlbauwerks verbunden ist, wobei im Bereich zwischen diesen Endbereichen mindestens ein zwischen dem jeweiligen mit Kohlenstoff-Faser verstärkten Polymer-Band und dem zu verstärkenden Stahlträger angeordnetes Hubelement angeordnet ist, mittels dessen das jeweilige mit Kohlenstoff-Faser verstärkte Polymer-Band durch im Wesentlichen senkrechtes Abheben des mit Kohlenstoff-Faser verstärkten Polymer-Bandes vom Stahlträger unter Zugspannung setzbar ist. The object is further achieved by a steel structure, which is characterized in that at least one reinforced with carbon fiber polymer tape is connected at its end regions zugkraftschlüssig with a reinforcing steel beam of the steel structure, wherein in the area between these end regions at least a lifting element disposed between the respective carbon fiber reinforced polymer tape and the steel beam to be reinforced, by which the respective carbon fiber reinforced polymer tape is lifted by substantially perpendicularly lifting the carbon fiber reinforced polymer tape from the steel beam can be placed under tension.

[0007] In den Figuren wird die Erfindung schematisch dargestellt und anhand dieser beispielsweisen Figuren nachfolgend beschrieben und die Funktion des Verfahrens wie auch des damit verstärkten Bauwerks wird beschrieben. In the figures, the invention is shown schematically and described with reference to these exemplary figures below and the function of the method as well as the thus reinforced structure will be described.

Es zeigt It shows

Figur 1 : Ein Stahlbauwerk in Form einer Eisenbrücke mit Unterverstrebungen mit einem schlaff mit ihrer auf Zug belasteten Unterseite verbundenen CFRP-Band; Figure 1: A steel structure in the form of an iron bridge with sub-struts with a slack connected to their loaded on train bottom CFRP band;

Figur 2: Das Stahlbauwerk nach Figur 1 nach dem Einsetzen eines Figure 2: The steel structure of Figure 1 after insertion of a

Hubelementes; Figur 3: Das Stahlbauwerk nach Figur 1 nach dem Einsetzen von zwei Hubelementen; lifting element; Figure 3: The steel structure of Figure 1 after the insertion of two lifting elements;

Figur 4: Ein Stahlbauwerk in Form einer Eisenbrücke mit Oberverstrebungen mit einem schlaff mit ihrer auf Zug belasteten Unterseite verbundenen CFRP-Band; Figure 4: A steel structure in the form of an iron bridge with top struts with a flaccid connected to their loaded on train bottom CFRP band;

Figur 5: Das Stahlbauwerk nach Figur 4 nach dem Einsetzen von drei Figure 5: The steel structure of Figure 4 after the onset of three

Hubelementen;  lifting elements;

Figur 6: Ein Stahlbauwerk in Form einer Eisenbrücke mit bogenförmiger Figure 6: A steel structure in the form of an iron bridge with arcuate

Unterverstrebung mit einem applizierten CFRP-Band und mehreren Hubelementen für dessen Vorspannung.  Under-strut with an applied CFRP band and several lifting elements for its bias.

[0008] In Figur 1 ist ein Stahlbauwerk in Form einer Eisenbrücke 1 mit Unterverstrebungen 2 dargestellt, wobei der unterste horizontale Stahlträger 3 auf Zug belastet ist. Bei solchen Eisenbrücken gibt es stets Stahlträger, die auf Druck beansprucht sind, und solche die auf Zug beansprucht sind. Es wirken ausserdem Biegemomente, besonders wenn die Brücke temporär belastet wird, wenn etwa ein Eisenbahnzug darüber rollt. Jede Achslast verursacht Schwingungen und diese tragen zur Ermüdung des Materials bei, sodass über die Jahre in den Stahlträgern Risse auftreten können, welche die Stahlträger mehr und mehr schwächen. Es gilt, diesen Prozess zu stoppen oder mindestens zu verlangsamen. Weil Kohlenstoff-Faser verstärkte Polymerbänder (CFRP-Bänder) aussergewöhnlich stark auf Zug belastbar sind und ausserdem keiner Korrosion unterliegen, bieten sie sich an, auf Zug belastete Stahlträger zu verstärken. Am effizientesten wäre es, mittels solcher Bänder auf Zug belastete Stahlträger vorzuspannen. Es sind Vorschläge bekanntgeworden, um Betonbauwerk nachträglich mit vorgespannten Bändern zu bewehren, um ihre Zugfestigkeit zu verbessern. Die Bänder werden in diesem Fall mittels einer speziellen Vorrichtung stark vorgespannt und in diesem vorgespannten Zustand an das Betonbauwerk herangefahren und mittels Epoxyharz-Klebern auf den Beton aufkaschiert. Nach dem Aushärten des Klebstoffes wird die Vorrichtung, welche die Spannung erzeugte und aufrechterhielt, entfernt, wonach das vorgespannte CFRP-Band seine Spannung dauerhaft in das Bauwerk einleitet. Eine solche Methode lässt sich jedoch an Stahlkonstruktionen nicht einsetzen. Erstens weisen diese in alier Regel keine glatten Oberflächen auf, und zweitens erweist sich der Einsatz von Klebstoffen bei Stahlträgern als wenig geeignet, weil sich Stahlkonstruktionen unter intensiver Sonneneinstrahlung stark erwärmen und somit den Klebstoff an seine Grenzen heranführen. Ausserdem ist das Heranführen einer schweren Vorrichtung zum Vorspannen der Bänder in vielen Fällen aufgrund der örtlichen Bedingungen oder aus Platzgründen nicht durchführbar. Gerade wenn sich eine Brücke in grosser Höhe über eine grosse Weite erstreckt, ist diese Methode nicht einsetzbar. In Figure 1, a steel structure in the form of an iron bridge 1 is shown with sub-struts 2, wherein the lowermost horizontal steel beam 3 is loaded to train. In such iron bridges, there are always steel beams that are subjected to pressure, and those that are claimed to train. Bending moments also act, especially when the bridge is temporarily loaded when, for example, a railway train rolls over it. Each axle load causes vibrations and these contribute to the fatigue of the material, so that over the years in the steel beams cracks can occur, which weaken the steel beams more and more. It is important to stop this process or at least slow it down. Because carbon-fiber-reinforced polymer tapes (CFRP tapes) are exceptionally strong in tensile strength and also free from corrosion, they offer the option of reinforcing tension-loaded steel beams. The most efficient way would be to pretension steel beams loaded with tension by means of such bands. Suggestions have become known to subsequently reinforce concrete structure with prestressed bands to improve their tensile strength. In this case, the tapes are strongly pre-tensioned by means of a special device and, in this prestressed state, moved up to the concrete structure and laminated to the concrete by means of epoxy resin adhesives. After curing of the adhesive, the device, which is the voltage created and maintained, after which the prestressed CFRP band permanently introduces its voltage into the structure. However, such a method can not be used on steel structures. Firstly, these generally do not have smooth surfaces, and secondly, the use of adhesives in steel beams proves to be less suitable because steel structures heat up strongly under intense sunlight and thus bring the adhesive to its limits. In addition, the introduction of a heavy device for biasing the tapes in many cases due to the local conditions or for reasons of space is not feasible. Especially when a bridge at a great height extends over a large width, this method is not applicable.

[0009] Die Brücke nach Figur 1 weist eine Unterverstrebung 2 auf, das heisst die unterste horizontale Strebe 3 ist auf Zug belastet, und sie kann mittels CFPR- Bändern 4 verstärkt werden, wozu wie folgt vorgegangen wird. Ein CFPR-Band 4 wird an seinen beiden Endbereichen über einen Abschnitt oder über die ganze Länge eines auf Zug beanspruchten Bauwerkteils zugkraftschlüssig mit demselben verbunden. Hierzu gibt es aus dem Stand der Technik geeignete Endverankerungen 5, zum Beispiel in Form von Klemmschuhen, mittels derer die Bänder 4 mechanisch dauerhaft und hoch zugkraftschlüssig mit dem Stahlträger 3 verbindbar sind. Im gezeigten Beispiel ist ein CFPR-Band 4 über die ganze Länge der Unterseite des horizontalen unteren Stahlträgers 3 gespannt, wobei die Endverankerungen 5 beidseits in der Nähe der Enden des Stahlträgers 3 befestigt sind. Das Band 4 ist dabei schlaff gespannt. Weiter ist im gezeigten Beispiel in der Mitte des CFPR-Bandes 4, das heisst auf halber Länge, ein Hubelement 7 zwischen dem Stahlträger 3 und dem CFPR-Band 4 eingebaut. Dieses Hubelement 7 kann eine hydraulisch, pneumatisch, elektrisch oder mechanisch betätigbares Hubelement 7 sein, welches eine derartige Übersetzung bietet, dass hohe Hubkräfte generierbar sind, zum Beispiel einige 10k Newton. Es werden also mit vergleichsweisen langen Aktionswegen kurze Reaktionswege erzeugt. Wenn eine derartige Hubkraft im Wesentlichen senkrecht auf das an seinen Endbereichen eingespannte CFPR-Band 4 wirkt und es vom Stahlträger 3 abhebt, so entstehen übersetzt weit stärkere Zugkräfte auf das CFPR-Band 4 selbst, und diese werden dann über die Endverankerungen 5 in das Bauwerk 1 eingeleitet. Ein solcherart vorgespannter Stahlträger 3 erfährt dadurch eine sehr wesentliche Verstärkung. Wenn er bereits Mikrorisse oder gar ernsthafte Risse aufweist, so lassen sich diese in vielen Fällen mittels einer solchen Vorspannung schliessen oder mindestens lässt sich erreichen, dass diese Risse nicht weiter wachsen. Es versteht sich, dass nicht bloss ein einzelnes CFPR-Band 4 angebracht werden muss, sondern eine ganze Schar von CFPR-Bändern 4 über die Breite der Brücke verbaut werden können, oder auch abschnittsweise über die Länge der Brücke mehrere CFPR-Bänder 4 nacheinander oder einander in der Länge überlappende CFPR Bänder 4 angebracht werden können, die nebeneinander positioniert sind und parallel zueinander verlaufen, oder sich gar in der Höhe überlappen, also übereinander liegen oder sich kreuzen können. In diesem Fall sind die Bänder 4 nicht genau in der Verlaufrichtung der Stahlträger auf denselben verlegt, sondern leicht schiefwinklig dazu, sodass Kreuzungen der Bänder 4 entstehen. The bridge of Figure 1 has a sub-strut 2, that is, the lowest horizontal strut 3 is loaded on train, and it can be reinforced by means of CFPR bands 4, which is done as follows. A CFPR band 4 is connected at its two end regions over a portion or over the entire length of a tensile load claimed building part zugkraftschlüssig with the same. For this purpose, there are from the prior art suitable end anchors 5, for example in the form of clamping shoes, by means of which the bands 4 are permanently mechanically and highly zugkraftschlüssig connected to the steel beam 3. In the example shown, a CFPR band 4 is stretched over the entire length of the underside of the horizontal lower steel girder 3, the end anchors 5 being fastened on both sides in the vicinity of the ends of the steel girder 3. The band 4 is stretched slack. Further, in the example shown, in the middle of the CFPR belt 4, that is to say halfway, a lifting element 7 is installed between the steel carrier 3 and the CFPR belt 4. This lifting element 7 may be a hydraulically, pneumatically, electrically or mechanically operable lifting element 7, which provides such a translation that high lifting forces can be generated, for example, some 10k Newton. So short reaction paths are created with comparatively long action paths. If such a lifting force acts essentially perpendicular to the clamped at its end portions CFPR band 4 and lifts it from the steel beam 3, so translate far stronger tensile forces on the CFPR band 4 itself, and These are then introduced via the end anchors 5 in the building 1. Such a prestressed steel beam 3 undergoes a very significant reinforcement. If he already has micro-cracks or even serious cracks, then these can be closed in many cases by means of such a bias or at least it can be achieved that these cracks do not grow further. It is understood that not only a single CFPR band 4 must be attached, but a whole host of CFPR bands 4 can be installed across the width of the bridge, or even in sections over the length of the bridge several CFPR bands 4 consecutively or overlapping CFPR tapes 4 can be attached to one another in length, which are positioned next to one another and run parallel to one another, or even overlap in height, ie lie one above the other or can intersect. In this case, the bands 4 are not exactly laid in the running direction of the steel beams on the same, but slightly skewed to it, so that crossings of the bands 4 arise.

[0010] In Figur 2 sieht man das Stahlbauwerk nach Figur 1 nach dem Einsetzen eines Hubelementes 7. Es wurde unter das schlaff gespannt angebrachte CFRP- Band 4 montiert, zum Beispiel mittels einer mechanischen Verbindung mit dem Stahlträger 3, durch Anschweissen oder anschrauben. Dieses Hubelement 7 kann nach Art eines Wagenhebers konstruiert sein, sodass es mittels einer externen Hydraulikpumpe hydraulisch anhebbar ist, indem eine Hydraulikleitung temporär an das Hubelement 7 angeschlossen wird. Mit einer entsprechenden Übersetzung lassen sich hinreichend grosse Kräfte generieren. Die Anhebung wird dann mittels einer mechanischen Klinke oder mittels mechanischer Unterlagen gesichert. Solche mechanische Unterlagen werden nach erfolgtem Arbeitshub des Hubelementes 7, welches in diesem Fall etwas über die endgültig zu erreichende Zugspannung hinaus gehoben wird, neben demselben zwischen das Band 4 und dem zu verstärkenden Stahlträger 3 eingebaut. Dann wird das Hubelement 7 wieder etwas entlastet, sodass die Zielspannung erreicht wird und die Stützkraft dann von den Unterlagen aufgefangen wird. Als Alternative kann das Hubelement 7 auch pneumatisch betätigbar sein. Dann kann ein Kompressorschlauch angekuppelt werden, und das Ausfahren des Hubelementes 7 erfolgt aufgrund von pneumatischem Druck mit einer hinreichenden Übersetzung. Schliesslich ist auch eine elektrische Variante eines Hubelementes 7 denkbar, indem ein inliegender EL-Motor über eine kurze Übersetzung, zum Beispiel mittels Spindeln und Hebeln, eine hinreichend grosse Hubkraft generiert. In diesem Fall braucht bloss eine elektrische Leitung zum Hubelement 7 zu führen, und es kann bei Bedarf leicht nachgestellt werden. Schliesslich ist auch eine rein mechanische Ausführung denkbar, ebenfalls mit Spindel und/oder Hebeln ausgerüstet, wobei dann mit einer anzuschliessenden Kurbel von Hand oder motorisch die nötige Hubkraft erzeugt wird. Auf jeden Fall wird das schlaff gespannte CFRP-Band 4 mittels des Hubelementes 7 gespannt und erzeugt dann wegen der Hebelwirkung eine grosse Zugkraft auf das Band 4, welche um ein Vielfaches grösser als die Hubkraft ist. Während die Verankerungen 5 praktisch stationär bleiben oder nur ganz geringfügig zusammen mit dem Bauwerk nachgeben, kann der Hub des Hubelementes 7 mehrere Zentimeter betragen. Aufgrund der Geometrie ergibt sich, dass in dieser Weise sehr grosse Zugspannungen von x mal 10k N auf das Bauwerk übertragbar sind. In Figure 2, one sees the steel structure of Figure 1 after insertion of a lifting element 7. It was mounted under the slack stretched CFRP band 4, for example by means of a mechanical connection to the steel beam 3, by welding or screwing. This lifting element 7 may be designed in the manner of a jack, so that it can be hydraulically lifted by means of an external hydraulic pump by a hydraulic line is temporarily connected to the lifting element 7. With a corresponding translation, sufficiently large forces can be generated. The lifting is then secured by means of a mechanical pawl or by means of mechanical documents. Such mechanical documents are installed next to the same between the band 4 and the steel beam 3 to be reinforced after the completed stroke of the lifting element 7, which is lifted in this case slightly beyond the final tensile stress to be reached. Then the lifting element 7 is again relieved somewhat, so that the target voltage is reached and the support force is then collected from the documents. As an alternative, the lifting element 7 can also be actuated pneumatically. Then, a compressor hose can be coupled, and the extension of the lifting element 7 is due to pneumatic pressure with a sufficient translation. Finally, too an electrical variant of a lifting element 7 conceivable by an in-lying EL motor via a short translation, for example by means of spindles and levers, generates a sufficiently large lifting force. In this case, only an electric line needs to lead to the lifting element 7, and it can easily be adjusted if necessary. Finally, a purely mechanical design is conceivable, also equipped with a spindle and / or levers, in which case the necessary lifting force is generated with a crank to be connected by hand or by motor. In any case, the slack stretched CFRP band 4 is stretched by means of the lifting element 7 and then generates because of the leverage a large tensile force on the band 4, which is greater than the lifting force by a multiple. While the anchors 5 remain practically stationary or yield only very slightly together with the building, the stroke of the lifting element 7 can be several centimeters. Due to the geometry it follows that in this way very large tensile stresses of x times 10k N can be transferred to the structure.

[0011] Die Figur 3 zeigt das Stahlbauwerk nach Figur 1 nach dem Einsetzen von zwei Hubelementen 7. Im Falle des Einsatzes von zwei Hubelementen 7 werden diese vorteilhaft gleichzeitig ausgefahren, damit sich die Spannung gleichmässig über die Bandlänge verteilt aufbaut. Als Alternative kann das eine Hubelement 7 ein kleines Stück weit ausgefahren werden, dann das zweite ein ebensolches kleines Stück weit, dann wieder das erste, dann wieder das zweite, usw. sodass die Zugkraft nach und nach abwechslungsweise durch die beiden Hubelemente 7 gewissermassen aufschaukelnd erzeugt wird. Figure 3 shows the steel structure of Figure 1 after the insertion of two lifting elements 7. In the case of the use of two lifting elements 7, these are advantageously extended simultaneously, so that the voltage builds evenly distributed over the tape length. As an alternative, the one lifting element 7 can be extended a short distance, then the second one just a little bit far, then again the first, then again the second, etc. so that the tensile force gradually alternately alternately generated by the two lifting elements 7 aufschaukelnd becomes.

[0012] Die Figur 4 zeigt ein Stahlbauwerk in Form einer Eisenbrücke mit Oberverstrebungen 6 mit einem schlaff mit ihm verbundenen CFRP-Band 4. In diesem Fall verläuft das angebaute CFRP-Band 4 längs des untersten horizontalen Stahlträgers, wobei es in der Praxis natürlich mehrere solche Stahlträger sind, die längs der Brücke verlaufen, und jeder mit mindestens einem CFRP-Band 4 ausgerüstet wird, mit je zwei Endverankerungen 5, die an den Enden des Bandes 4 dieses zugkraftschlüssig mit dem Bauwerk bzw. dem besagten Stahlträger verbinden. [0013] Die Figur 5 zeigt dieses Stahlbauwerk nach Figur 4 nach dem Einsetzen von drei Hubelementen 7, die über die Länge jedes CFRP-Bandes 4 verteilt angeordnet sind und wiederum gleichzeitig ausgefahren werden oder aber es werden zunächst die beiden äusseren ein Stück weit ausgefahren und hernach das mittlere etwas weiter, sodass eine gleichmässige Spannung über die ganze Länge des CFRP-Band 4 erzeugt wird. Figure 4 shows a steel structure in the form of an iron bridge with top struts 6 with a slack connected to him CFRP band 4. In this case, the attached CFRP band 4 along the lowest horizontal steel beam, where in practice, of course those are steel beams running along the bridge and each being equipped with at least one CFRP belt 4, each having two end anchors 5 which at the ends of the belt 4 connect it to the structure or said steel beam in a tractional manner. Figure 5 shows this steel structure according to Figure 4 after the insertion of three lifting elements 7, which are arranged distributed over the length of each CFRP tape 4 and in turn are extended simultaneously or it is first the two outer a piece extended and then the middle a little further, so that a uniform voltage over the entire length of the CFRP band 4 is generated.

[0014] Die Figur 6 zeigt schliesslich noch ein Stahlbauwerk in Form einer Eisenbrücke mit bogenförmiger Unterverstrebung 2. Hier wirkt durch das Eigengewicht der Brücke 1 sowie durch deren Belastung eine Zugkraft auf die bogenförmigen Längsträger 8 am untern Ende der Brücke. In diesem Fall können CFRP-Bänder 4 längs dieser gebogenen Strahlträger 8 verlegt und angebaut werden. Im gezeigten Beispiel verläuft ein einzelnes CFRP-Band 4 über die ganze Brückenlänge längs des unteren Trägerbogens 8 und ist an beiden Endbereichen von dort angebrachten Verankerungselementen 5 fest mit dem Stahlträger 8 der Brücke 1 verbunden. Es sind hier über die Bandlänge verteilt fünf Hubelemente 7 eingesetzt. Diese werden alle gleichmässig angehoben, um einen möglichst gleichmässigen bzw. homogenen Spannungsaufbau im CFRP-Band 4 zu erzeugen. Diese Spannkraft wird dann über die Verankerungselemente 5 in das Bauwerk 1 eingeleitet. Finally, the figure 6 shows a steel structure in the form of an iron bridge with arcuate sub-strut 2. Here acts by the weight of the bridge 1 and by their load a tensile force on the arcuate side members 8 at the lower end of the bridge. In this case, CFRP strips 4 can be laid and grown along these curved beam carriers 8. In the example shown, a single CFRP tape 4 extends along the entire length of the bridge along the lower carrier sheet 8 and is connected at both end regions of anchoring elements 5 attached there to the steel carrier 8 of the bridge 1. There are here over the tape length distributed five lifting elements 7 used. These are all raised evenly in order to produce a uniform or homogeneous stress build-up in the CFRP band 4. This clamping force is then introduced via the anchoring elements 5 in the building 1.

[0015] Mittels solcher Verstärkungen können Risse oder Spalte in Stahlbauwerken, das heisst in den Elementen, die auf Zug belastet sind, in manchen Fällen geschlossen werden. In anderen Fällen kann ein weiteres Wachsen dieser Risse und Spalten verhindert werden, oder mindestens kann der Schwächungsprozess wesentlich verlangsamt werden, und insgesamt können die Bauwerke entschieden verstärkt und stabilisiert werden, sodass ihre Lebensdauer verlängert wird, oder bedarfsweise die Belastungsfähigkeit gesteigert wird. By means of such reinforcements cracks or gaps in steel structures, that is to say in the elements which are loaded on train, can be closed in some cases. In other cases, further growth of these cracks and crevices may be prevented, or at least the weakening process may be substantially slowed down and, overall, the structures may be significantly strengthened and stabilized to prolong their life or, if necessary, increase load capacity.

Claims

Patentansprüche  claims 1. Verfahren zum Vorspannen eines Stahl-Bauwerkes, bei dem mindestens ein Kohlenstoff-Faser verstärktes Polymer-Band (4) je an seinen Endbereichen zugkraftschlüssig mit einem zu verstärkenden Stahlträger des Stahlbauwerks (1) verbunden wird, und hernach in einem Bereich zwischen diesen Endverankerungen (5) mindestens ein zwischen dem jeweiligen mit Kohlenstoff-Faser verstärkten Polymer-Band (4) und dem zu verstärkenden Stahlträger (3,8) angeordnetes Hubelement (7) im Wesentlichen senkrecht zum mit Kohlenstoff-Faser verstärkten Polymer-Band (4) ausgefahren wird, zur Bewirkung einer Zugkraft-Spannung zwischen den Endbereichen des jeweiligen mit Kohlenstoff-Faser verstärkten Polymer-Bandes (4). 1. A method for tempering a steel structure, wherein at least one carbon fiber reinforced polymer tape (4) is connected at its end regions traction with a reinforcing steel beam of the steel structure (1), and thereafter in a region between these end anchors (5) at least one lifting element (7) disposed between the respective carbon fiber reinforced polymer strip (4) and the steel beam (3, 8) to be reinforced is extended substantially perpendicular to the carbon fiber reinforced polymer strip (4) for effecting a tensile force tension between the end portions of the respective carbon fiber reinforced polymer tape (4). 2. Verfahren zum Vorspannen eines Stahl-Bauwerkes nach Anspruch 1 , dadurch gekennzeichnet, dass über die Länge des zu verstärkenden Stahlträgers (3,8) mehrere mit Kohlenstoff-Faser verstärkte Polymer-Bänder (4) an denselben angelegt werden. 2. A method for tempering a steel structure according to claim 1, characterized in that over the length of the steel beam to be reinforced (3,8) a plurality of carbon fiber reinforced polymer tapes (4) are applied to the same. 3. Verfahren zum Vorspannen eines Stahl-Bauwerkes nach Anspruch 1 , dadurch gekennzeichnet, dass über die Länge des zu verstärkenden Stahlträgers (3,8) mehrere mit Kohlenstoff-Faser verstärkte Polymer-Bänder (4) parallel zueinander ausgerichtet und je über die ganze Länge des Stahlträgers (3,8) an denselben angelegt werden. 3. A method for tempering a steel structure according to claim 1, characterized in that over the length of the steel beam to be reinforced (3,8) a plurality of carbon fiber reinforced polymer tapes (4) aligned parallel to each other and each over the entire length of the steel beam (3,8) are applied to the same. 4. Verfahren zum Vorspannen eines Stahl-Bauwerkes nach Anspruch 1 , dadurch gekennzeichnet, dass über die Länge des zu verstärkenden Stahlträgers (3,8) mehrere mit Kohlenstoff-Faser verstärkte Polymer-Bänder (4) über Teilabschnitte der Länge des Stahlträgers (3,8) parallel zueinander ausgerichtet angelegt werden. Verfahren zum Vorspannen eines Stahl-Bauwerkes nach Anspruch 1 , dadurch gekennzeichnet, dass über die Länge des zu verstärkenden Stahlträgers (3,8) mehrere mit Kohlenstoff-Faser verstärkte Polymer-Bänder (4) über Teilabschnitte der Länge des Stahlträgers (3,8) parallel zueinander ausgerichtet angelegt werden, sodass sie nebeneinander liegen und sich in Bezug auf ihre Länge in Teilabschnitten überlappen. 4. A method for tempering a steel structure according to claim 1, characterized in that over the length of the steel beam to be reinforced (3,8) a plurality of carbon fiber reinforced polymer tapes (4) over portions of the length of the steel beam (3, 8) are arranged aligned parallel to each other. A method of tempering a steel structure according to claim 1, characterized in that over the length of the steel beam to be reinforced (3,8) a plurality of carbon fiber reinforced polymer tapes (4) over portions of the length of the steel beam (3,8) be aligned parallel to each other so that they lie next to each other and overlap in terms of their length in sections. Verfahren zum Vorspannen eines Stahl-Bauwerkes nach Anspruch 1 , dadurch gekennzeichnet, dass über die Länge des zu verstärkenden Stahlträgers (3,8) mehrere mit Kohlenstoff-Faser verstärkte Polymer-Bänder (4) verlegt werden, die in einer von der Längsrichtung des Stahlträgers (3,8) abweichenden Richtung verlaufend angeordnet werden und sich kreuzen. A method of tempering a steel structure according to claim 1, characterized in that over the length of the steel beam (3,8) to be reinforced a plurality of carbon fiber reinforced polymer tapes (4) are laid in one of the longitudinal direction of the steel beam (3,8) deviating direction are arranged and intersect. Verfahren zum Vorspannen eines Stahl-Bauwerkes nach einem der vorangehenden Ansprüche, dadurch gekennzeichnet, dass jedes mit Kohlenstoff-Faser verstärkte Polymer-Band (4) mittels hydraulisch, pneumatisch, elektrisch oder mechanische betätigbarer Hubelemente (7) vorgespannt wird, und die Hubelemente (7) mittels mechanischer Unterlagen zwischen dem jeweiligen Band (4) und dem zu verstärkenden Stahlträger (3,8) nach erfolgter Hubarbeit entlastet werden. Method for tempering a steel structure according to one of the preceding claims, characterized in that each carbon fiber reinforced polymer strip (4) is prestressed by means of hydraulically, pneumatically, electrically or mechanically operable lifting elements (7), and the lifting elements (7 ) are relieved by mechanical documents between the respective band (4) and the reinforcing steel beams (3,8) after lifting work. Stahlbauwerk, dadurch gekennzeichnet, dass mindestens ein mit Kohlenstoff-Faser verstärktes Polymer-Band (4) je an seinen Endbereichen zugkraftschlüssig mit einem zu verstärkenden Stahlträger des Stahlbauwerks (1 ) verbunden ist, wobei im Bereich zwischen diesen Endbereichen mindestens ein zwischen dem jeweiligen mit Kohlenstoff-Faser verstärkten Polymer-Band (4) und dem zu verstärkenden Stahlträger (3,8) angeordnetes Hubelement (7) angeordnet ist, mittels dessen das jeweilige mit Kohlenstoff- Faser verstärkte Polymer-Band (4) durch im Wesentlichen senkrechtes Abheben des mit Kohlenstoff-Faser verstärkten Polymer-Bandes (4) vom Stahlträger (3,8) unter Zugspannung gesetzt ist. Steel construction, characterized in that at least one reinforced with carbon fiber polymer tape (4) is connected at its end regions traction with a reinforcing steel beam of the steel structure (1), wherein in the region between these end regions at least one between the respective carbon Fiber-reinforced polymer tape (4) and the reinforcing steel support (3,8) arranged lifting element (7) is arranged, by means of which the respective carbon fiber reinforced polymer tape (4) by substantially vertical lifting of the carbon Fiber-reinforced polymer tape (4) from the steel beam (3,8) is under tension. 9. Stahlbauwerk nach Anspruch 8, dadurch gekennzeichnet, dass die Hubelemente (7) hydraulisch, pneumatisch, elektrisch oder mechanisch betätigbare Hubelemente (7) mit einer solchen Übersetzung sind, dass mit ihren Aktionswegen nur Bruchteile davon als Reaktionswege des Hubelementes erzeugbar sind. 9. Steel structure according to claim 8, characterized in that the lifting elements (7) are hydraulically, pneumatically, electrically or mechanically operable lifting elements (7) with such a translation that with their action paths only fractions thereof can be generated as reaction paths of the lifting element. 10, Stahlbauwerk nach einem der Ansprüche 8 bis 9, dadurch gekennzeichnet, dass neben den Hubelementen (7) mechanische Unterlagen zwischen dem Band (4) und dem zu verstärkenden Stahlträger (3,8) eingebaut sind, zur Entlastung der Hubelemente (7) nach erfolgtem Arbeitshub derselben. 10, steel structure according to one of claims 8 to 9, characterized in that in addition to the lifting elements (7) mechanical documents between the belt (4) and the steel beam to be reinforced (3.8) are installed, to relieve the lifting elements (7) done work of the same.
EP14722518.9A 2013-05-14 2014-04-16 Method for pre-stressing a steel structure, and steel structure pre-stressed using said method Active EP2997197B1 (en)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CH00950/13A CH706630B1 (en) 2013-05-14 2013-05-14 Method for pretensioning steel structure e.g. iron bridge, involves vertically driving lifting element to polymer tapes in region between end anchorages for causing traction force tensioning between end regions of polymer tapes
PCT/CH2014/000049 WO2014183224A1 (en) 2013-05-14 2014-04-16 Method for pre-stressing a steel structure, and steel structure pre-stressed using said method

Publications (2)

Publication Number Publication Date
EP2997197A1 true EP2997197A1 (en) 2016-03-23
EP2997197B1 EP2997197B1 (en) 2020-04-22

Family

ID=49773102

Family Applications (1)

Application Number Title Priority Date Filing Date
EP14722518.9A Active EP2997197B1 (en) 2013-05-14 2014-04-16 Method for pre-stressing a steel structure, and steel structure pre-stressed using said method

Country Status (14)

Country Link
US (2) US20160145815A1 (en)
EP (1) EP2997197B1 (en)
KR (1) KR102267298B1 (en)
CN (1) CN105518218A (en)
AU (1) AU2014268098B2 (en)
BR (1) BR112015028588B1 (en)
CA (1) CA2918395C (en)
CH (1) CH706630B1 (en)
EA (1) EA031304B1 (en)
ES (1) ES2802887T3 (en)
NZ (1) NZ713701A (en)
PT (1) PT2997197T (en)
WO (1) WO2014183224A1 (en)
ZA (1) ZA201509090B (en)

Families Citing this family (17)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CH706630B1 (en) 2013-05-14 2013-12-31 S & P Clever Reinforcement Company Ag Method for pretensioning steel structure e.g. iron bridge, involves vertically driving lifting element to polymer tapes in region between end anchorages for causing traction force tensioning between end regions of polymer tapes
GB2533818B (en) 2015-01-05 2021-03-03 Bae Systems Plc Mobile bridge apparatus
GB2533817A (en) * 2015-01-05 2016-07-06 Bae Systems Plc Mobile bridge module
PT108710A (en) * 2015-07-21 2017-01-23 António Saraiva Pires Da Fonseca João SYSTEM FOR ARC BRIDGE STRUCTURE, WITH MOBILIZATION OF EXTERIOR REACTIONS THROUGH DEFINITIVE STRETCHERS.
JP2017214699A (en) * 2016-05-30 2017-12-07 東日本旅客鉄道株式会社 Girder reinforcement structure
CN107060349A (en) * 2017-06-20 2017-08-18 中国华西企业有限公司 A kind of large-span steel girder upper air installing system in place and its construction
CN107152078B (en) * 2017-06-29 2023-04-07 中国建筑第二工程局有限公司 Hinge device and construction method for releasing welding internal stress of steel gallery by using hinge device
CN108103965B (en) * 2018-01-12 2019-04-09 长沙理工大学 Prestressed Bailey beam for reinforcement and construction method thereof
WO2019175065A1 (en) * 2018-03-15 2019-09-19 Re-Fer Ag Method for creating a prestress on a component made of steel, metal or an alloy by means of an sma plate, and component prestressed in such a manner
CN108867393A (en) * 2018-08-02 2018-11-23 中铁二院工程集团有限责任公司 A kind of long-span continuous rigid-framed bridge external prestressing load system
CN109537475B (en) * 2018-11-26 2023-07-14 山东交通学院 The Method and Structure of Cap Beam Reinforcement Using Carbon Fiber
JP7115324B2 (en) * 2019-01-09 2022-08-09 日本製鉄株式会社 Steel member reinforcement structure and reinforcement method
CN111395210B (en) * 2020-04-07 2021-10-22 浙江大学 A method of improving the bearing capacity of a truss girder bridge with external prestressing tendons
CN112412097B (en) * 2020-11-29 2022-03-25 恒上建设有限公司 Jacking reinforcing apparatus with adjustable gaseous film building top bearing is prevented caving in
CN112942144B (en) * 2021-01-27 2022-05-10 招商局重庆交通科研设计院有限公司 Reinforced concrete arch bridge reinforcing method based on thermal expansion principle
CN112942890A (en) * 2021-04-07 2021-06-11 上海悍马建筑科技有限公司 Method for simultaneously reinforcing positive and negative bending moments of concrete flexural member
CN114457706A (en) * 2022-02-28 2022-05-10 广西交科集团有限公司 Method for reinforcing assembled abdominal arch ring of double-arch bridge

Family Cites Families (33)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US238130A (en) * 1881-02-22 Bridge
US762632A (en) * 1904-02-18 1904-06-14 Joseph W Headley Truss-bridge.
US3427811A (en) * 1967-03-22 1969-02-18 Claude C White Mine roof support system
US3909863A (en) * 1972-09-11 1975-10-07 Krupp Gmbh Bridge crane girder
BE810043A (en) * 1974-01-22 1974-05-16 PROCEDURE FOR PRE-STRESSING AND COUNTER-REFLECTION OF MIXED STEEL AND CONCRETE BEAMS.
US4021875A (en) * 1975-04-10 1977-05-10 The United States Of America As Represented By The Secretary Of The Army Pivotable and extensible tension post for a cable bridge structure
GB1576322A (en) * 1976-05-19 1980-10-08 Gleeson M J Frameworks for buildings and like structures
US4129915A (en) * 1978-04-14 1978-12-19 The United States Of America As Represented By The Secretary Of The Army Cable tensioning means for king post structuring
FR2520777A1 (en) * 1982-01-29 1983-08-05 Bouygues Sa METHOD AND DEVICES FOR REALIZING A BRIDGE APRON AND SIMILAR STRUCTURES, AND ARTICLES OBTAINED
US4631772A (en) * 1983-12-28 1986-12-30 Bonasso S G Tension arch structure
FR2629111B1 (en) * 1988-03-25 1990-11-30 Muller Jean APRON FOR LARGE LENGTH BRIDGE
US5313749A (en) * 1992-04-28 1994-05-24 Conner Mitchel A Reinforced steel beam and girder
US6170209B1 (en) * 1996-11-05 2001-01-09 University Of Maine Prestressing system for wood structures and elements
GB2340144B (en) * 1998-08-06 2000-06-28 Keller Ltd Ground anchorage
DE19849605A1 (en) * 1998-10-28 2000-05-04 Goehler Andrae Und Partner Ber Tensioning device for a band-shaped tension member
KR100301431B1 (en) * 1998-11-07 2001-10-29 박상일 Prestressed concrete girder with regulable tensile force
US6065257A (en) * 1999-05-24 2000-05-23 Hubbell, Roth & Clark, Inc. Tendon alignment assembly and method for externally reinforcing a load bearing beam
KR20010036486A (en) * 1999-10-08 2001-05-07 박상일 Method for designing and fabricating multi-step tension prestressed girder
KR20000063499A (en) * 2000-07-18 2000-11-06 박창열 Tension method of PS steel to improve bridge performance.
US20020194808A1 (en) * 2001-06-22 2002-12-26 Ratliff Frank W. Lightweight high load capacity reinforced beam and method of making same
KR100438113B1 (en) * 2002-03-30 2004-07-02 조병완 non-metallic anchorage apparatus for prestressed concrete structure and pre-stressing method using the same
DE10237968B3 (en) * 2002-08-20 2004-02-05 Leonhardt, Andrä und Partner Beratende Ingenieure VBI GmbH Process for mounting a pre-stressed tension element on a concrete supporting framework comprises pre-stressing the tension element via a temporary anchor and then pressing the tension element onto the surface using a permanent anchor clamp
JP3732468B2 (en) * 2002-09-04 2006-01-05 朝日エンヂニヤリング株式会社 Reinforcement structure of truss bridge or arch bridge
DE10249266B3 (en) * 2002-10-23 2004-04-08 Leonhardt, Andrä und Partner Beratende Ingenieure VBI GmbH Tension device for belt-like traction members on concrete support structures has guide member locally fixed between tension bar and tension anchor and supporting traction member for sliding movement upwards
US7748180B1 (en) * 2005-06-23 2010-07-06 Plavidal Richard W Joist stiffening system
US7895799B2 (en) * 2006-01-13 2011-03-01 HC Bridge Company, LLC Hybrid composite beam and beam system
CA2727295A1 (en) * 2008-06-12 2009-12-17 University Of Utah Research Foundation Anchoring, splicing and tensioning elongated reinforcement members
US8904721B2 (en) * 2008-06-12 2014-12-09 University Of Utah Research Foundation Anchoring, splicing and tensioning elongated reinforcement members
KR101115160B1 (en) * 2009-02-27 2012-02-24 서울시립대학교 산학협력단 Prestessed steel beam using 3D cross type bilateral anchorage
US20120180407A1 (en) * 2011-01-13 2012-07-19 Rees Kyle J Roof truss kit to enable support of solar panels on roof structures
CN102140780A (en) * 2011-04-08 2011-08-03 浙江省电力设计院 Method and device for reinforcing bridge by external pre-stressed strands under bridge
CN102322025B (en) * 2011-08-22 2014-07-30 陈东军 Pre-stressing reinforced and widened bridge structure
CH706630B1 (en) 2013-05-14 2013-12-31 S & P Clever Reinforcement Company Ag Method for pretensioning steel structure e.g. iron bridge, involves vertically driving lifting element to polymer tapes in region between end anchorages for causing traction force tensioning between end regions of polymer tapes

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
See references of WO2014183224A1 *

Also Published As

Publication number Publication date
KR102267298B1 (en) 2021-06-21
US20160145815A1 (en) 2016-05-26
ES2802887T3 (en) 2021-01-21
WO2014183224A1 (en) 2014-11-20
KR20160015255A (en) 2016-02-12
ZA201509090B (en) 2017-01-25
PT2997197T (en) 2020-07-03
CH706630B1 (en) 2013-12-31
AU2014268098B2 (en) 2018-04-26
US20200299911A1 (en) 2020-09-24
CN105518218A (en) 2016-04-20
EA201501078A1 (en) 2016-06-30
EP2997197B1 (en) 2020-04-22
CA2918395A1 (en) 2014-11-20
US11326313B2 (en) 2022-05-10
NZ713701A (en) 2019-01-25
BR112015028588B1 (en) 2021-11-23
BR112015028588A2 (en) 2018-07-24
EA031304B1 (en) 2018-12-28
CA2918395C (en) 2021-10-26
AU2014268098A1 (en) 2015-11-26

Similar Documents

Publication Publication Date Title
EP2997197B1 (en) Method for pre-stressing a steel structure, and steel structure pre-stressed using said method
EP1007809B1 (en) Reinforcement device for supporting structures
DE102011107804A1 (en) Construction principle for tower construction for wind turbines
DE102008032209B4 (en) Steel-concrete composite trough as a bridge superstructure and method for its production
EP0803020A1 (en) Securing of reinforcing strips
WO2013124304A1 (en) Device for introducing a force into tension members made of fiber-reinforced flat-strip plastic lamellas
DE102011122589A1 (en) Component for thermal insulation
DE102009013241A1 (en) From a rolled one-piece steel construction profile existing carrier
EP2459812B1 (en) Reinforced concrete component reinforced with z-shaped sheet metal pieces
DE19831984C2 (en) Component with external tendons
DE202012010423U1 (en) composite beams
DE2633668B1 (en) LONGITUDINAL CONNECTION OF TWO LAYING BEAM-SHAPED STRUCTURAL PARTS, IN PARTICULAR BRIDGE GIRDS
DE202011004948U1 (en) Lattice girder for a lattice girder extension frame
EP0947640A2 (en) Reinforcement with high adherence
DE102016121713A1 (en) segment bridge
DE3833202C2 (en) Beam-like supporting element made of prestressed concrete
DE869976C (en) Trusses, especially for bridge constructions, and procedures for their assembly
DE1434057A1 (en) Composite construction
DE1124075B (en) Method for prestressing statically indeterminate composite beams, in particular bridge beams
DE102010008569B4 (en) anchorage ground
DE2451574C3 (en) Prestressed concrete deck slab for bridge structures as well as laying equipment and process for their manufacture
DE917450C (en) Longitudinal reinforcement for rafter or collar beam roofs
DE102008002899A1 (en) Component for connecting external building part e.g. wall, and building, has stainless steel support for force-fit connection of external building part, where support is designed as double-T-stainless steel support
EP4606968A1 (en) Laminated wood beam construction and method for manufacturing laminated wood beam construction
AT360722B (en) REINFORCEMENT ELEMENT FOR A STEEL CONCRETE STRUCTURAL COMPONENT

Legal Events

Date Code Title Description
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

17P Request for examination filed

Effective date: 20160208

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

RIN1 Information on inventor provided before grant (corrected)

Inventor name: MOTAVALLI, MASOUD

Inventor name: GHAFOORI, ELYAS

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

Free format text: STATUS: EXAMINATION IS IN PROGRESS

17Q First examination report despatched

Effective date: 20170421

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

GRAS Grant fee paid

Free format text: ORIGINAL CODE: EPIDOSNIGR3

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

INTG Intention to grant announced

Effective date: 20200304

RIN1 Information on inventor provided before grant (corrected)

Inventor name: MOTAVALLI, MASOUD

Inventor name: GHAFOORI, ELYAS

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

AX Request for extension of the european patent

Extension state: BA ME

REG Reference to a national code

Ref country code: CH

Ref legal event code: EP

REG Reference to a national code

Ref country code: IE

Ref legal event code: FG4D

Free format text: LANGUAGE OF EP DOCUMENT: GERMAN

REG Reference to a national code

Ref country code: DE

Ref legal event code: R096

Ref document number: 502014014039

Country of ref document: DE

REG Reference to a national code

Ref country code: AT

Ref legal event code: REF

Ref document number: 1260202

Country of ref document: AT

Kind code of ref document: T

Effective date: 20200515

REG Reference to a national code

Ref country code: PT

Ref legal event code: SC4A

Ref document number: 2997197

Country of ref document: PT

Date of ref document: 20200703

Kind code of ref document: T

Free format text: AVAILABILITY OF NATIONAL TRANSLATION

Effective date: 20200625

REG Reference to a national code

Ref country code: CH

Ref legal event code: NV

Representative=s name: FELBER UND PARTNER AG, CH

REG Reference to a national code

Ref country code: SE

Ref legal event code: TRGR

REG Reference to a national code

Ref country code: LT

Ref legal event code: MG4D

REG Reference to a national code

Ref country code: NL

Ref legal event code: MP

Effective date: 20200422

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

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: 20200822

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: 20200722

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: 20200723

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: 20200422

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: 20200422

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: 20200422

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

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: 20200422

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: 20200422

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: 20200422

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: 20200722

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: 20200422

REG Reference to a national code

Ref country code: ES

Ref legal event code: FG2A

Ref document number: 2802887

Country of ref document: ES

Kind code of ref document: T3

Effective date: 20210121

REG Reference to a national code

Ref country code: DE

Ref legal event code: R097

Ref document number: 502014014039

Country of ref document: DE

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

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: 20200422

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: 20200422

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: 20200422

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: 20200422

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: 20200422

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: 20200422

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

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: 20200422

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: 20200422

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

26N No opposition filed

Effective date: 20210125

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: 20200422

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: 20200422

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: 20210416

REG Reference to a national code

Ref country code: BE

Ref legal event code: MM

Effective date: 20210430

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

Ref country code: IE

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

Effective date: 20210416

REG Reference to a national code

Ref country code: AT

Ref legal event code: MM01

Ref document number: 1260202

Country of ref document: AT

Kind code of ref document: T

Effective date: 20210416

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

Ref country code: BE

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

Effective date: 20210430

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

Ref country code: AT

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

Effective date: 20210416

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

Ref country code: HU

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

Effective date: 20140416

P01 Opt-out of the competence of the unified patent court (upc) registered

Effective date: 20230524

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

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: 20200422

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

Ref country code: PT

Payment date: 20230406

Year of fee payment: 10

Ref country code: DE

Payment date: 20230221

Year of fee payment: 10

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

Ref country code: SE

Payment date: 20230420

Year of fee payment: 10

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: 20200422

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: 20200422

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

Ref country code: GB

Payment date: 20240419

Year of fee payment: 11

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

Ref country code: ES

Payment date: 20240524

Year of fee payment: 11

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

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: 20200422

REG Reference to a national code

Ref country code: DE

Ref legal event code: R119

Ref document number: 502014014039

Country of ref document: DE

REG Reference to a national code

Ref country code: SE

Ref legal event code: EUG

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 NON-PAYMENT OF DUE FEES

Effective date: 20241016

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 NON-PAYMENT OF DUE FEES

Effective date: 20241016

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: 20241105

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: 20241105

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

Ref country code: FR

Payment date: 20250425

Year of fee payment: 12

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

Ref country code: CH

Payment date: 20250501

Year of fee payment: 12

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

Ref country code: SE

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

Effective date: 20240417