EP1532331A1 - Method for applying tension members to supporting structures, and device for carrying out said method - Google Patents

Method for applying tension members to supporting structures, and device for carrying out said method

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Publication number
EP1532331A1
EP1532331A1 EP03792339A EP03792339A EP1532331A1 EP 1532331 A1 EP1532331 A1 EP 1532331A1 EP 03792339 A EP03792339 A EP 03792339A EP 03792339 A EP03792339 A EP 03792339A EP 1532331 A1 EP1532331 A1 EP 1532331A1
Authority
EP
European Patent Office
Prior art keywords
tension
anchor
temporary
concrete
permanent
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
EP03792339A
Other languages
German (de)
French (fr)
Other versions
EP1532331B1 (en
Inventor
Hans-Peter ANDRÄ
Markus Maier
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.)
Leonhardt Andra und Partner Beratende Ingenieure VBI GmbH
Original Assignee
Leonhardt Andra und Partner Beratende Ingenieure VBI GmbH
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
Priority to DE10237968A priority Critical patent/DE10237968B3/en
Priority to DE10237968 priority
Application filed by Leonhardt Andra und Partner Beratende Ingenieure VBI GmbH filed Critical Leonhardt Andra und Partner Beratende Ingenieure VBI GmbH
Priority to PCT/EP2003/009091 priority patent/WO2004018801A1/en
Publication of EP1532331A1 publication Critical patent/EP1532331A1/en
Application granted granted Critical
Publication of EP1532331B1 publication Critical patent/EP1532331B1/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

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Classifications

    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08Members specially adapted to be used in prestressed constructions
    • E04C5/12Anchoring devices
    • E04C5/127The tensile members being made of fiber reinforced plastics
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00Working measures on existing buildings
    • E04G23/02Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218Increasing or restoring the load-bearing capacity of building construction elements
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00Working measures on existing buildings
    • E04G23/02Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218Increasing or restoring the load-bearing capacity of building construction elements
    • E04G2023/0251Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00Working measures on existing buildings
    • E04G23/02Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218Increasing or restoring the load-bearing capacity of building construction elements
    • E04G2023/0251Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements
    • E04G2023/0255Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements whereby the fiber reinforced plastic elements are stressed
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04GSCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00Working measures on existing buildings
    • E04G23/02Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218Increasing or restoring the load-bearing capacity of building construction elements
    • E04G2023/0251Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements
    • E04G2023/0262Devices specifically adapted for anchoring the fiber reinforced plastic elements, e.g. to avoid peeling off

Abstract

The aim of the invention is to apply pre-stressed, strip-type tension members (1) to supporting structures (3), especially concrete supporting structures. To this end, a clamping device is used to pre-stress the tension member (1) at least at one end, at a distance (a) from the surface (2) of the supporting structure (3), by means of a temporary clamping element (4) which is fixed to the tension member (1), and the tension member is then pressed onto the surface (2) by means of at least one permanent brace (6). The two temporary clamping elements (4) are removed from the surface (2) once the tension member (1) has been pressed thereonto.

Description

       

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  Verfahren zum Anbringen von Zuggliedern an Tragwerken sowie Vorrichtung zur Durchführung des Verfahrens Die Erfindung betrifft ein Verfahren zum Anbringen von gespannten bandförmigen Zuggliedern an Tragwerken, insbesondere Betontragwerken, wobei das Zugglied an mindestens einem Ende mittels einer Spannvorrichtung über einen am Zugglied befestigten temporären Spannanker gespannt und anschliessend mittels einer permanenten Verankerungseinrichtung am Tragwerk verankert wird. 



  Zur Erhöhung der Tragfähigkeit (Ertüchtigung) oder zur Wiederherstellung der ursprünglichen Tragfähigkeit (Sanierung) von Tragwerken, insbesondere Betontragwerken aus Stahlbeton oder Spannbeton, ist es bekannt, nachträglich an der Oberfläche des Tragwerks bandförmige Zugglieder anzubringen, vorzugsweise lamellenartige Zugglieder aus Kunststoff mit zur Verstärkung eingelagerten Fasern, insbesondere Kohlefasern. Werden diese Zugglieder im vorgespannten Zustand verankert, so werden die Tragfähigkeit und Gebrauchstauglichkeit zusätzlich wesentlich verbessert. Hierzu ist es bekannt (DE 198 49 605   A1),   die oberflächenbündig angeordneten bandförmigen Zugglieder auf stählernen Grundplatten zu verankern, die in die Betonoberfläche eingelassen sind. 



  In entsprechender Weise können auch Tragwerke aus Stahl- oder Holzbauteilen saniert oder ertüchtigt werden. 

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  Das Herstellen der hierfür notwendigen Aussparung in der Betonoberfläche im Bereich der Verankerungseinrichtungen ist kostspielig und kann zu Beschädigungen der im Beton eingebetteten Bewehrung führen. Erschwerend kommt hinzu, dass diese notwendige Aussparung am spannseitigen Ende des Zugglieds nicht nur von der Grösse der zur permanenten Verankerung vorgesehenen Grundplatte, sondern auch vom Spannweg der dort angeordneten Spannvorrichtung abhängt. 



  Diese Aussparungen sind daher bei langen Zuggliedern, die einen grösseren Spannweg erfordern, verhältnismässig gross. 



  Auch die im Betontragwerk verbleibende Grundplatte erhöht die Kosten der Verankerung der Zugglieder. 



  Aufgabe der Erfindung ist es daher, ein Verfahren der eingangs genannten Gattung so auszubilden, dass die Verankerung oberflächenbündiger Zugglieder wesentlich vereinfacht wird. 



  Diese Aufgabe wird erfindungsgemäss dadurch gelöst, das. s. das Zugglied über den temporären Spannanker in einem Abstand zu der Oberfläche des Tragwerks gespannt wird und dass das Zugglied anschliessend mittels mindestens einer permanenten Ankerklammer auf die Oberfläche gedrückt wird. 



  Da sich das Zugglied während des Spannvorgangs in einem Abstand zu der Oberfläche des Tragwerks befindet, können die Enden des Zugglieds am temporären Spannanker auf einer unter dem Zugglied liegenden Spannplatte des temporären Spannankers durch Klemmung befestigt werden, ohne dass für diese Spannplatte eine Aussparung in der Oberfläche des Tragwerks hergestellt werden müsste. Durch 

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 das anschliessende Andrücken des Zugglieds an die Oberfläche mittels einer permanenten Ankerklammer wird die kraftschlüssige Verbindung zwischen dem Zugglied und dem Tragwerk hergestellt, wobei das bandförmige Zugglied nunmehr oberflächenbündig angeordnet ist.

   Die Einleitung der Spannkraft erfolgt unter Ausnutzung der Andrückkraft der Ankerklammer, so dass der zwischen der Ankerklammer und dem Ende des Zugglieds angeordnete temporäre Spannanker entfernt werden kann. 



  Damit entfällt die Notwendigkeit, eine am Tragwerk verbleibende Grundplatte vorzusehen und eine Aussparung zum Versenken dieser Grundplatte herzustellen. Damit werden dem Verfahren auch neue Anwendungsgebiete erschlossen, bei denen von Hause aus Aussparungen für die Grundplatte und den Spannweg nicht möglich sind, so dass sogar eine Übertragung des Verfahrens auf Stahltragwerke oder Holztragwerke ermöglicht wird. 



  Ein weiterer besonderer Vorteil des erfindungsgemässen Verfahrens besteht darin, dass es auch bei gevouteten Tragwerken, insbesondere Betontragwerken einsetzbar ist, beispielsweise Fahrbahnplatten im Brückenbau, wobei die Spannkraft der Zugglieder unmittelbar am Rand der Voutung eingeleitet werden kann. Dies ist bei der herkömmlichen Art zum Anbringen von gespannten bandförmigen Zuggliedern an Betontragwerken nicht möglich. Zumindest an der Spannankerseite kann die Spannkraft nicht unmittelbar an der Voutung eingeleitet werden, weil die für die Spanneinrichtung erforderliche Aussparung zu weit in den Voutenbereich hineingreifen und möglicherweise die Voutenbewehrung durchstossen würde. 

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  In Weiterbildung des Erfindungsgedankens ist vorgesehen, dass das Zugglied zwischen zwei an beiden Enden des Zugglieds befestigten temporären Spannankern in einem Abstand zur Oberfläche des Tragwerks gespannt wird und dass das Zugglied anschliessend nahe an seinen beiden Enden mittels jeweils einer permanenten Ankerklammer auf die Oberfläche gedrückt wird. 



  Die Erfindung betrifft auch eine Vorrichtung zur Durchführung des Verfahrens. Ausgehend von einer bekannten Vorrichtung (DE 198 49 605   A1)   mit einem bandförmigen Zugglied, das an mindestens einem Ende mit einem temporären Spannanker verbunden ist, mit einer am temporären Spannanker während des Spannvorgangs angreifenden Spannvorrichtung und mit einer permanenten Verankerungseinrichtung, ist die erfindungsgemässe Vorrichtung dadurch gekennzeichnet, dass eine Grundplatte des temporären Spannankers zwischen dem. Zugglied und der Oberfläche des Tragwerks angeordnet ist und dass mindestens eine permanente Ankerklammer. das Zugglied nahe dem temporären Spannanker übergreift und gegen die Oberfläche drückbar ist. 



  Im Vergleich zu der bekannten Vorrichtung ist die erfindungsgemässe Vorrichtung wesentlich kostengünstiger, weil keine permanenten Spannplatten am Tragwerk verbleiben und weil hierfür keine Aussparungen in der Oberfläche vorgesehen werden müssen. 



  Das bandförmige Zugglied kann unmittelbar auf die Oberfläche gedrückt werden. In Ausgestaltung des 

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 Erfindungsgedankens ist es auch möglich, zwischen dem Zugglied und der Oberfläche des Tragwerks und/oder der Ankerklammer eine Kleberschicht anzuordnen, die nach dem Andrücken des Zugglieds auf die Oberfläche aushärtet. 



  Die Kleberschicht erhöht bzw. übernimmt die kraftübertragende Verbindung zwischen dem Zugglied und der Oberfläche bzw. der Ankerklammer. 



  Es ist auch möglich, im Bereich der Ankerklammer eine reibungserhöhende und/oder lastverteilende Zwischenschicht aufzukleben. 



  Weitere vorteilhafte Ausgestaltungen des Erfindungsgedankens sind Gegenstand weiterer Unteransprüche. 



  Die Erfindung wird nachfolgend an Ausführungsbeispielen näher erläutert,. die in. der Zeichnung dargestellt sind. 



  Es zeigen : Fig.   1   in vereinfachter Darstellungsweise ein Betontragwerk mit einem im Abstand zur Betonoberfläche angeordneten vorgespannten Zugglied, Fig. 2 einen Schnitt entsprechend der Fig. 1, nachdem das Zugglied mittels Ankerklammern gegen die Betonoberfläche gedrückt wurde, Fig. 3 in einem Schnitt entsprechend den Fig. 1 und 2 die Anordnung des bandförmigen Zugglieds an der 

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 Betonoberfläche nach dem Entfernen der temporären Spannanker, Fig. 4-6 in Darstellungen entsprechend den Fig. 1-3 die Verfahrensschritte bei Anwendung bei einem gevouteten Betontragwerk, Fig. 7 einen vergrösserten Schnitt längs der Linie VII-VII in Fig. 2, Fig. 8 in einem Schnitt entsprechend der Fig. 3 eine Ausführung mit einer zwischen dem Zugglied und der Betonoberfläche angeordneten Kleberschicht, Fig.

   9 einen vergrösserten Schnitt längs der Linie IX-IX in Fig. 8 und Fig.   10-12   abgewandelte Ausführungsformen in Schnitten entsprechend der Fig. 9. 



  Ein bandförmiges Zugglied   1   (Fig. 1) ist zur Anbringung an einer Betonoberfläche 2 eines Betontragwerks 3 zur Erhöhung der aktuellen Tragfähigkeit vorgesehen. Hierzu wird das zunächst in einem Abstand a zu der Betonoberfläche 2 des Betontragwerks 3 angeordnete Zugglied 1 an seinen beiden Enden jeweils an einem temporären Spannanker 4 befestigt, wobei eine untere Spannplatte 5 des temporären Spannankers, deren Dicke gleich dem Abstand a ist, zwischen der Unterseite des Zuggliedes 1 und der Betonoberfläche 2 zu liegen kommt. 

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  Sodann wird durch gegenseitiges Spannen der temporären Spannanker 4 die erforderliche Vorspannkraft auf das Zugglied 1 aufgebracht. Vorzugsweise wird hierbei einer der beiden temporären Spannanker 4 am Betontragwerk 3 festgelegt, während der andere temporäre Spannanker 4 mittels einer Spannvorrichtung (nicht dargestellt), wie sie beispielsweise aus der DE 198 49 605 AI bekannt ist, im erforderlichen Masse vorgespannt wird. 



  Sodann wird in geringem Abstand vor jedem der beiden temporären Spannanker 4 jeweils eine Ankerklammer 6 angebracht, die-weil sie später am Betontragwerk 3 verbleibt-in diesem Zusammenhang als permanente Ankerklammer 6 bezeichnet wird. Die permanente Ankerklammer 6 (Fig. 7) wird mittels beidseitig des Zuggliedes 1 im Betontragwerk 3 eingelassenen Schraubbolzen 7 und   Spannmuttern   8 so auf das Zugglied 1 gedrückt, dass dieses Zugglied 1 gegen die Betonoberfläche, 2 gedrückt wird. Die dabei ausgeübte Anpresskraft bewirkt eine kraftschlüssige Verbindung zwischen dem vorgespannten, oberflächenbündig angeordneten Zugglied 1 und der Betonoberfläche 2. 



  Sodann werden die beiden temporären Spannanker nach dem Andrücken des Zuggliedes 1 auf die Betonoberfläche 2 entfernt (Fig. 3). 



  In den Fig. 4-6, die den Fig. 1-3 entsprechen, ist dargestellt, dass die beschriebenen Verfahrensschritte zur Anbringung des Zuggliedes 1 an einem Betontragwerk 3 auch durchgeführt werden können, wenn die Betonoberfläche   2'an   den beiden Enden des Betontragwerks   3   jeweils eine 

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 Voutung 2'a aufweist, d. h. einen gegenüber dem ebenen Mittelbereich der Betonoberfläche 2'ansteigenden Bereich. Die beiden temporären Spannanker 4 befinden sich hierbei im Bereich der Voutung   2'a,   ohne dass auch hier eine Aussparung im Oberflächenbereich des Betontragwerks 3 erforderlich wäre. 



  In der schon vorher beschriebenen Weise wird das Zugglied 1 durch die permanenten Ankerklammern 6 an die Betonoberfläche 2'angedrückt (Fig. 5). Daraufhin werden die temporären Spannanker 4 entfernt (Fig. 6). 



  Bei beiden beschriebenen Ausführungsformen wird beim Entfernen der temporären Spannanker 4 die Umlenkkraft, die beim Andrücken der Ankerklammern 6 einerseits an der Verankerung der Ankerklammer 6 und andererseits an der Spannplatte 5 des temporären Spannankers 4 entsteht, in einen Anpressdruck zwischen der Ankerklammer 6 und dem Betontragwerk   3.   umverteilt. Dadurch wird das Zugglied 1 zwischen der Betonoberfläche 2 bzw.   2'. und   der Ankerklammer 6 eingeklemmt. 



  Wie in den Fig. 8 und 9 gezeigt ist, kann zwischen dem Zugglied 1 und der Betonoberfläche 2 eine Kleberschicht 9 angeordnet werden, die nach dem Andrücken des Zuggliedes 1 auf die Betonoberfläche 2 aushärtet. 



  In Fig. 10 ist gezeigt, dass zusätzlich auch zwischen dem Zugglied 1 und der Ankerklammer 6 eine Kleberschicht 10 angeordnet sein kann, die nach dem Andrücken des Zuggliedes 1 auf die Betonoberfläche 2 aushärtet. 

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 Beim Ausführungsbeispiel gemäss Fig. 11 ist im Bereich der Ankerklammer 7 auf dem Zugglied 1 mittels der Kleberschicht 10 eine reibungserhöhende und/oder lastverteilende Zwischenschicht 11 aufgeklebt, beispielsweise aus Stahl. 



  Fig. 12 zeigt eine weitere Ausführungsform, bei der die Ankerklammer 6 auf ihrer Oberseite eine Versteifungsrippe 12 aufweist, die dazu dient, einen gleichmässigen Klemmdruck zu erzeugen. Stattdessen oder zusätzlich kann auf der Ankerklammer 6 auch eine federartige Lastverteilungsplatte angeordnet sein.



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  The invention relates to a method for attaching tensioned band-shaped tension members to structures, in particular concrete structures, wherein the tension member is tensioned at least at one end by means of a tensioning device via a temporary tension anchor fastened to the tension member and then is anchored to the structure by means of a permanent anchoring device.



  To increase the load-bearing capacity (strengthening) or to restore the original load-bearing capacity (renovation) of structures, in particular concrete structures made of reinforced concrete or prestressed concrete, it is known to subsequently attach band-shaped tension members to the surface of the structure, preferably lamellar tension members made of plastic with fibers embedded for reinforcement , especially carbon fibers. If these tension members are anchored in the prestressed state, the load-bearing capacity and suitability for use are also significantly improved. For this purpose, it is known (DE 198 49 605 A1) to anchor the band-shaped tension members arranged flush with the surface on steel base plates which are embedded in the concrete surface.



  In a corresponding manner, structures made of steel or wooden components can also be renovated or upgraded.

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  Making the necessary recess in the concrete surface in the area of the anchoring devices is expensive and can damage the reinforcement embedded in the concrete. To make matters worse, this necessary recess at the tension-side end of the tension member depends not only on the size of the base plate provided for permanent anchoring, but also on the tensioning path of the tensioning device arranged there.



  These recesses are therefore relatively large in the case of long tension members that require a larger span.



  The base plate remaining in the concrete structure also increases the costs of anchoring the tension members.



  The object of the invention is therefore to design a method of the type mentioned at the outset in such a way that the anchoring of surface-tension members is considerably simplified.



  According to the invention, this object is achieved by the fact that s. the tension member is stretched over the temporary tension anchor at a distance from the surface of the structure and that the tension member is then pressed onto the surface by means of at least one permanent anchor clamp.



  Since the tension member is at a distance from the surface of the structure during the tensioning process, the ends of the tension member can be fastened to the temporary tension anchor on a tension plate of the temporary tension anchor located under the tension member, without having a recess in the surface for this tension plate of the structure would have to be manufactured. By

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 the subsequent pressing of the tension member to the surface by means of a permanent anchor clamp creates the non-positive connection between the tension member and the supporting structure, the band-shaped tension member now being arranged flush with the surface.

   The tensioning force is introduced by utilizing the pressing force of the anchor bracket, so that the temporary tensioning anchor arranged between the anchor bracket and the end of the tension member can be removed.



  This eliminates the need to provide a base plate remaining on the structure and to make a recess for countersinking this base plate. This also opens up new areas of application for the process in which recesses for the base plate and the span are not possible, so that the process can even be transferred to steel or wooden structures.



  Another particular advantage of the method according to the invention is that it can also be used in haunched structures, in particular concrete structures, for example roadway slabs in bridge construction, the tension of the tension members being able to be introduced directly at the edge of the haunch. This is not possible with the conventional way of attaching tensioned band-shaped tension members to concrete structures. At least on the tension anchor side, the tension force cannot be applied directly to the haunch, because the recess required for the tensioning device extends too far into the haunch area and possibly the haunch reinforcement would be pierced.

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  In a further development of the inventive concept, it is provided that the tension member is tensioned between two temporary tension anchors attached to both ends of the tension member at a distance from the surface of the structure and that the tension member is then pressed onto the surface by means of a permanent anchor clamp close to both ends thereof.



  The invention also relates to an apparatus for performing the method. Starting from a known device (DE 198 49 605 A1) with a band-shaped tension member which is connected at least at one end to a temporary tension anchor, with a tensioning device acting on the temporary tension anchor during the tensioning process and with a permanent anchoring device, the inventive device is thereby characterized in that a base plate of the temporary tension anchor between the. Tension member and the surface of the structure is arranged and that at least one permanent anchor bracket. the tension member overlaps near the temporary tension anchor and can be pressed against the surface.



  In comparison to the known device, the device according to the invention is considerably less expensive because no permanent clamping plates remain on the supporting structure and because there are no recesses in the surface for this purpose.



  The band-shaped tension member can be pressed directly onto the surface. In the design of the

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 According to the invention, it is also possible to arrange an adhesive layer between the tension member and the surface of the structure and / or the anchor bracket, which layer hardens after the tension member is pressed onto the surface.



  The adhesive layer increases or takes over the force-transmitting connection between the tension member and the surface or the anchor bracket.



  It is also possible to glue on a friction-increasing and / or load-distributing intermediate layer in the area of the anchor bracket.



  Further advantageous embodiments of the inventive concept are the subject of further dependent claims.



  The invention is explained in more detail below using exemplary embodiments. which are shown in the drawing.



  1 shows a simplified representation of a concrete structure with a prestressed tension member arranged at a distance from the concrete surface, FIG. 2 shows a section corresponding to FIG. 1 after the tension member has been pressed against the concrete surface by means of anchor clips, FIG. 3 shows a section accordingly 1 and 2, the arrangement of the band-shaped tension member on the

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 Concrete surface after removal of the temporary tension anchors, Fig. 4-6 in representations corresponding to Figs. 1-3, the process steps when used in a haunched concrete structure, Fig. 7 is an enlarged section along the line VII-VII in Fig. 2, Fig. 8 in a section corresponding to FIG. 3, an embodiment with an adhesive layer arranged between the tension member and the concrete surface,

   9 shows an enlarged section along the line IX-IX in FIG. 8 and FIGS. 10-12 modified embodiments in sections corresponding to FIG. 9.



  A band-shaped tension member 1 (FIG. 1) is provided for attachment to a concrete surface 2 of a concrete supporting structure 3 to increase the current load-bearing capacity. For this purpose, the tension member 1, which is initially arranged at a distance a from the concrete surface 2 of the concrete supporting structure 3, is fastened at both ends to a temporary tension anchor 4, with a lower tension plate 5 of the temporary tension anchor, the thickness of which is equal to the distance a, between the underside of the tension member 1 and the concrete surface 2 comes to rest.

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  Then the required pretensioning force is applied to the tension member 1 by mutual tensioning of the temporary tensioning anchors 4. One of the two temporary tension anchors 4 is preferably fixed to the concrete structure 3, while the other temporary tension anchor 4 is prestressed to the required extent by means of a tensioning device (not shown), as is known, for example, from DE 198 49 605 A1.



  An anchor bracket 6 is then attached at a short distance in front of each of the two temporary tension anchors 4, which - because it later remains on the concrete supporting structure 3 - is referred to in this context as a permanent anchor bracket 6. The permanent anchor bracket 6 (FIG. 7) is pressed onto the tension element 1 by means of screw bolts 7 and tension nuts 8 inserted in the concrete structure 3 on both sides of the tension element 1 such that this tension element 1 is pressed against the concrete surface 2. The contact pressure exerted thereby brings about a non-positive connection between the prestressed tension member 1 arranged flush with the surface and the concrete surface 2.



  The two temporary tension anchors are then removed after the tension member 1 has been pressed onto the concrete surface 2 (FIG. 3).



  4-6, which correspond to FIGS. 1-3, show that the method steps described for attaching the tension member 1 to a concrete structure 3 can also be carried out when the concrete surface 2 ′ at the two ends of the concrete structure 3 one each

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 Haunch 2'a, d. H. an area rising from the flat central area of the concrete surface 2 ′. The two temporary tension anchors 4 are located in the area of the groove 2'a without a recess in the surface area of the concrete structure 3 being necessary here as well.



  In the manner already described, the tension member 1 is pressed against the concrete surface 2 ′ by the permanent anchor clips 6 (FIG. 5). The temporary tension anchors 4 are then removed (FIG. 6).



  In both of the described embodiments, when the temporary anchor 4 is removed, the deflection force that arises when the anchor clamps 6 are pressed on the anchor of the anchor clamp 6 on the one hand and on the clamping plate 5 of the temporary anchor 4 on the other hand, into a contact pressure between the anchor clamp 6 and the concrete structure 3 redistributed. As a result, the tension member 1 between the concrete surface 2 and 2 '. and clamped the anchor bracket 6.



  As shown in FIGS. 8 and 9, an adhesive layer 9 can be arranged between the tension member 1 and the concrete surface 2, which hardens after the tension member 1 is pressed onto the concrete surface 2.



  FIG. 10 shows that an adhesive layer 10 can also be arranged between the tension member 1 and the anchor bracket 6, which layer hardens after the tension member 1 is pressed onto the concrete surface 2.

 <Desc / Clms Page number 9>

 In the exemplary embodiment according to FIG. 11, a friction-increasing and / or load-distributing intermediate layer 11, for example made of steel, is glued onto the tension member 1 in the area of the anchor bracket 7 by means of the adhesive layer 10.



  FIG. 12 shows a further embodiment in which the anchor bracket 6 has a stiffening rib 12 on its upper side, which serves to generate a uniform clamping pressure. Instead or in addition, a spring-like load distribution plate can also be arranged on the anchor bracket 6.


    

Claims

Patentansprüche 1. Verfahren zum Anbringen von gespannten bandförmigen Zuggliedern an Tragwerken, insbesondere Betontragwerken, wobei das Zugglied an mindestens einem Ende mittels einer Spannvorrichtung über einen am Zugglied befestigten temporären Spannanker gespannt und anschliessend mittels einer permanenten Verankerungseinrichtung am Tragwerk verankert wird, dadurch gekennzeichnet, dass das Zugglied (1) über den temporären Spannanker (4) in einem Abstand (a) zu der Oberfläche (2) des Tragwerks (3) gespannt wird und dass das Zugglied (1) anschliessend mittels mindestens einer permanenten Ankerklammer (6) auf die Oberfläche (2) gedrückt wird. 1. A method for attaching tensioned band-shaped tension members to structures, in particular concrete structures, wherein the tension member is tensioned at least at one end by means of a tensioning device via a temporary tension anchor attached to the tension member and then anchored to the structure by means of a permanent anchoring device, characterized in that Tension member (1) is tensioned over the temporary tension anchor (4) at a distance (a) from the surface (2) of the structure (3) and that the tension member (1) is then attached to the surface (at least one permanent anchor bracket (6)) 2) is pressed.
2. Verfahren nach Anspruch 1, dadurch gekennzeichnet, dass das Zugglied (1) zwischen zwei an beiden Enden des Zuggliedes (1) befestigten temporären Spannankern (4) in einem Abstand (a) zur Oberfläche (2) gespannt wird und dass das Zugglied (1) anschliessend nahe seinen beiden Enden mittels jeweils einer permanenten Ankerklammer (6) auf die Oberfläche (2) gedrückt wird. 2. The method according to claim 1, characterized in that the tension member (1) between two at both ends of the tension member (1) attached temporary tension anchors (4) at a distance (a) to the surface (2) is tensioned and that the tension member ( 1) then pressed near its two ends by means of a permanent anchor clip (6) on the surface (2).
3. Verfahren nach Anspruch 1 oder 2, dadurch gekennzeichnet, dass der temporäre Spannanker (4) bzw. die beiden temporären Spannanker (4) nach dem Andrücken <Desc/Clms Page number 11> des Zuggliedes (1) auf die Oberfläche (2) entfernt wird bzw. werden. 3. The method according to claim 1 or 2, characterized in that the temporary anchor (4) or the two temporary anchors (4) after pressing  <Desc / Clms Page number 11>  of the tension member (1) on the surface (2) is removed.
4. Vorrichtung zur Durchführung des Verfahrens nach einem der Ansprüche 1-3 mit einem bandförmigen Zugglied (1), das an mindestens einem Ende mit einem temporären Spannanker (4) verbunden ist, mit einer am temporären Spannanker (4) während des Spannvorgangs angreifenden Spannvorrichtung und mit einer permanenten Verankerungseinrichtung, dadurch gekennzeichnet, dass eine Spannplatte (5) des temporären Spannankers (4) zwischen dem Zugglied (1) und der Oberfläche (2) des Tragwerks angeordnet ist und dass mindestens eine permanente Ankerklammer (6) das Zugglied (1) nahe dem temporären Spannanker (4) übergreift und gegen die Oberfläche (2) drückbar ist. 4. Device for performing the method according to one of claims 1-3 with a band-shaped tension member (1) which is connected at least at one end to a temporary tension anchor (4) with a on the temporary tension anchor (4) acting during the tensioning device and with a permanent anchoring device, characterized in that a tensioning plate (5) of the temporary tensioning anchor (4) is arranged between the tension member (1) and the surface (2) of the structure and that at least one permanent anchor bracket (6) connects the tension member (1 ) overlaps near the temporary tension anchor (4) and can be pressed against the surface (2).
5. Vorrichtung nach Anspruch 4, dadurch gekennzeichnet, dass zwischen dem Zugglied (1) und der Oberfläche (2) eine Kleberschicht (9) angeordnet wird, die nach dem Andrücken des Zuggliedes (1) auf die Oberfläche (2) aushärtet. 5. The device according to claim 4, characterized in that an adhesive layer (9) is arranged between the tension member (1) and the surface (2), which hardens after pressing the tension member (1) onto the surface (2).
6. Vorrichtung nach Anspruch 4 oder 5, dadurch gekennzeichnet, dass zwischen dem Zugglied (1) und der Ankerklammer (6) eine Kleberschicht (10) angeordnet wird, die nach dem Andrücken des Zuggliedes (1) auf die Oberfläche (2) aushärtet. 6. The device according to claim 4 or 5, characterized in that an adhesive layer (10) is arranged between the tension member (1) and the anchor bracket (6), which hardens after pressing the tension member (1) onto the surface (2).
7. Vorrichtung nach Anspruch 4, dadurch gekennzeichnet, dass auf das Zugglied (1) im Bereich der Ankerklammer (6) <Desc/Clms Page number 12> eine reibungserhöhende und/oder lastverteilende Zwischenschicht (11) aufgeklebt ist. 7. The device according to claim 4, characterized in that on the tension member (1) in the region of the anchor bracket (6)  <Desc / Clms Page number 12>  a friction-increasing and / or load-distributing intermediate layer (11) is glued on.
8. Vorrichtung nach Anspruch 4, dadurch gekennzeichnet, dass die Ankerklammer (6) auf ihrer Oberseite mindestens eine Versteifungsrippe (12) aufweist. 8. The device according to claim 4, characterized in that the anchor bracket (6) has at least one stiffening rib (12) on its upper side.
9. Vorrichtung nach Anspruch 4, dadurch gekennzeichnet, dass auf der Ankerklammer (6) federartige Lastverteilungsplatten angeordnet sind. 9. The device according to claim 4, characterized in that spring-like load distribution plates are arranged on the anchor bracket (6).
EP03792339A 2002-08-20 2003-08-16 Method for applying tension members to supporting structures, and device for carrying out said method Expired - Fee Related EP1532331B1 (en)

Priority Applications (3)

Application Number Priority Date Filing Date Title
DE10237968A DE10237968B3 (en) 2002-08-20 2002-08-20 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
DE10237968 2002-08-20
PCT/EP2003/009091 WO2004018801A1 (en) 2002-08-20 2003-08-16 Method for applying tension members to supporting structures, and device for carrying out said method

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EP1532331A1 true EP1532331A1 (en) 2005-05-25
EP1532331B1 EP1532331B1 (en) 2009-04-08

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EP (1) EP1532331B1 (en)
JP (1) JP4271146B2 (en)
KR (1) KR20050058424A (en)
AT (1) AT428037T (en)
AU (1) AU2003255452A1 (en)
DE (2) DE10237968B3 (en)
DK (1) DK1532331T3 (en)
ES (1) ES2325580T3 (en)
WO (1) WO2004018801A1 (en)

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US7296385B2 (en) 2007-11-20
KR20050058424A (en) 2005-06-16
DE50311396D1 (en) 2009-05-20
WO2004018801A1 (en) 2004-03-04
DE10237968B3 (en) 2004-02-05
DK1532331T3 (en) 2009-08-10
EP1532331B1 (en) 2009-04-08
ES2325580T3 (en) 2009-09-09
JP2005535814A (en) 2005-11-24
JP4271146B2 (en) 2009-06-03
AT428037T (en) 2009-04-15
US20050247016A1 (en) 2005-11-10
AU2003255452A1 (en) 2004-03-11

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