EP0919672B1 - Anchoring device for shearing force resisting connection - Google Patents

Anchoring device for shearing force resisting connection Download PDF

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Publication number
EP0919672B1
EP0919672B1 EP98118251A EP98118251A EP0919672B1 EP 0919672 B1 EP0919672 B1 EP 0919672B1 EP 98118251 A EP98118251 A EP 98118251A EP 98118251 A EP98118251 A EP 98118251A EP 0919672 B1 EP0919672 B1 EP 0919672B1
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EP
European Patent Office
Prior art keywords
plate
concrete
spindle
anchoring device
piece
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EP98118251A
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German (de)
French (fr)
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EP0919672A2 (en
EP0919672A3 (en
Inventor
Stephan Grötzinger
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Basys AG
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Basys AG
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    • 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
    • E04B1/38—Connections for building structures in general
    • E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
    • 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
    • E04B1/38—Connections for building structures in general
    • E04B1/48—Dowels, i.e. members adapted to penetrate the surfaces of two parts and to take the shear stresses
    • E04B1/483—Shear dowels to be embedded in concrete
    • 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
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/74—Heat, sound or noise insulation, absorption, or reflection; Other building methods affording favourable thermal or acoustical conditions, e.g. accumulating of heat within walls
    • E04B1/82—Heat, sound or noise insulation, absorption, or reflection; Other building methods affording favourable thermal or acoustical conditions, e.g. accumulating of heat within walls specifically with respect to sound only
    • E04B2001/8254—Soundproof supporting of building elements, e.g. stairs, floor slabs or beams, on a structure

Definitions

  • Anchoring device in particular for supporting concrete parts (e.g. ceiling panels) on support zones (e.g. walls and the like) so that an empty space remains between the two parts.
  • the as a dilatation joint and / or thermal insulation and / or impact sound insulation can be used.
  • An anchoring device of this type is specified in DE 296 20 637 U1.
  • this known anchoring device is on a plate a receptacle or a shear pin is inserted vertically into the center and with respect to an installation position above and below with a gusset plate welded on.
  • a reinforcing bar protruding vertically welded, the reinforcing bars with their length further into an associated The concrete part protrude into it than the part of the Thrust mandrel.
  • At least one-sided expansion and / or impact sound insulation around ceiling parts Steel mandrels are used today to ensure interruption. These are concreted in on one side and anchored in the concreted part of all kinds. Located in the opposite part a sleeve construction that prevents the steel mandrels from sliding horizontally e.g. in enable a sleeve and a relative movement of the two parts against each other enable. Such sleeve designs offer the possibility of a Install suspension for impact sound insulation and enable shuttering one part without formwork penetration during the construction of the concrete structure.
  • the failure load through material resistance of the material used (e.g. steel) on the one hand and limited by the concrete on the other hand. Particular attention is paid to the concrete to be given, since the majority of the strengths weaker part is.
  • the load to be absorbed by the concrete can be roughly in be divided into two types. First, the load to be transferred (lateral force) and secondly, the joint-related load eccentricity (moment) to be transmitted. This As shown in the following sketch, load eccentricity leads to high Concrete stresses at the edge, i.e. in the discharge zone of the steel mandrel in the concrete. So one tries to overcome these tensions with a suitable mandrel construction to minimize to increase the failure load per construction.
  • Fig. 6 shows qualitatively how large the concrete pressure ⁇ B2 at the joint edge and around how much smaller the concrete pressures ⁇ B1 are within the concrete part.
  • the present invention now has the task of the mandrel in the concrete part to anchor in such a way that the resulting forces are as even as possible be distributed so that the force transmission into the concrete part with the invention Mandrel anchoring over as many power transmission points as possible and done by means of friction.
  • FIG. 1 shows how mandrel 5 Anchors 6.7 and plate 4 as a unit in the Concrete part 2 are integrated.
  • anchors 6 and 7 i.e. one Pressure anchor 6 and a tension anchor 7 in splits a pair of forces, the tensions in the same level as the ceiling tile Friction and / or deflection forces on the concrete part 2 given instead of being normal (perpendicular) to it initiate what is known to be excessive Conduct concrete pressures ⁇ B2 (see sketch above) would.
  • the thick the plate 4 are chosen so that you Bending resistance is always greater than that in the practical arrangement calculated and from the Mandrel anchor 1 moment to be transmitted. It is also the plate 4 by definition a "plate” and not a a disk” !
  • the plate 4 also prevents premature Breaking out of the concrete, which in turn makes it possible that a three-dimensional state of tension arises. This change leads to increased Failure loads of the construction.
  • the lever arm of the lateral force to be transmitted can be extended without adverse effects on the concrete pressures ⁇ B2 at the joint edge. That an extension of the mandrel 5 is without adverse effects possible so that one can realize larger widths of the joint 20.
  • the mandrel 5 must be on the side of the concrete part 2 do not protrude beyond plate 4. All emerging forces are directly in the Rigid plate 4 initiated and by this in the form of a pair of forces over the Tension anchor 7 and the pressure anchor 6 delivered the concrete part 2.
  • the on-site reinforcement in concrete part 2 can with the mandrel anchorage 1 according to the invention without further problems are put in because there are none disruptive elements of the mandrel anchor 1, such as e.g. Plates, angles, profiles and the like in the level of the concrete part 2 are.
  • the Concreting the component 2 requires with the Donor anchorage 1 according to the invention special care, which means that the Installation security through this type of Mandrel anchorage with great reliability is guaranteed.
  • the rigid connection between plate 4 and Mandrel 5 is by welding or Screw connection ensured.
  • the thorn can 5 on the plate 4 by means of resistance welding be welded on, or you bring in the Plate 4 a hole and welded the two parts as in Fig. 1 in section is shown. It must be taken into account be that a firm and rigid Connection of mandrel 5 and plate 4 ensured becomes.
  • the mandrel anchor 1 also have two rods 5a and 5b. These will on one, centered on the anchorings 6.7 imaginary axis e arranged. With two and more Rods can be achieved that the required dimension of the individual rod 5a, 5b etc. can be reduced. This offers one Advantage if for any reason the Support part 3 of the mandrel, where the force A acts, for certain reasons, rather for many thin support rods 5a, 5b, etc. is suitable as for a thick thorn 5. It is obvious that for mandrel 5 or for many rods 5a, 5b, etc. any profile can be used for what again an adaptation to that by the Design of the support part 3 required Conditions. Can be advantageous before all be the use of H and T profiles.
  • the mandrel anchor 1 is advantageous, if the surface of the plate facing the joint 20 4 with the end face of the concrete part 2, in the the mandrel anchor 1 is installed, flush runs. Above all, this makes laying easier the mandrel anchoring on the construction site by the Formwork with an opening for the mandrel 5 is provided, and thereby the concrete of the Concrete part 1 around the plate 4 clean can then be shed.
  • the protruding length 5 '' should always be shorter than the length b of the anchors 6 and 7.
  • the anchors 6 and 7 are made of static Always at the same distance from the axis c of the mandrel 5 or the rods 5a, 5b etc. arranged. This arrangement is essential so the moment A x 1 evenly into the pair of forces D and Z can be converted.
  • the anchors 6 and 7 could theoretically through a spherical joint with the plate 4 be connected. Because this type of connection for Reinforcement parts are inappropriate and much too expensive would be anchorages 6 and 7 as well by welding or screwing with the Plate 4 connected.
  • the anchors 6 and 7 are in the concrete part 2 so anchored that the forces by means of friction over the entire length of the anchorages 6 and 7 be introduced into the concrete part 2.
  • the Effect of anchoring in concrete can be increased if for anchorages 6 and 7 normal reinforcing iron is used, which is equipped with ribs 9.
  • the anchors 6 and 7 consist of ribbed Material 9 for the introduction of the forces D and Z continuously and in an optimal way sure. With additional funds 6 '' and 7 '' such as Loops, hooks, head bolts, Slabs, expansion anchors, brackets etc., can a double security of the anchorages can be achieved.
  • the anchorages 6 and 7 will be but designed so that their hold in the concrete part 2 ensured by means of the ribs 9 provided is. Additional means 6 '' and 7 '' can be used in the Construction phase serve to anchor the mandrel for pouring the concrete into the concrete reinforcement to fix.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Mutual Connection Of Rods And Tubes (AREA)
  • Vibration Prevention Devices (AREA)
  • Reinforcement Elements For Buildings (AREA)

Abstract

The anchoring bolt has a plate embedded in the surface of a concrete component, with tensioning pins on one side of the plate received within the concrete component and an anchor bolt shaft projecting from the plate on the opposite side for reception in a concrete component on the opposite side of the coupling. A rigid coupling is provided between the plate and the anchor bolt shaft, the thickness of the plate ensuring a flexure resistance greater than the applied torque.

Description

Verankerungsvorrichtung gemäß dem Oberbegriff des Patentanspruches 1, insbesondere für das Abstützen von Betonteilen (z.B. Deckenplatten) auf Auflagerzonen (z.B. Wände und dgl.), so dass zwischen den beiden Teilen ein Leerraum verbleibt. der als Dilatationsfuge und/oder Wärmedämmung und/oder Trittschalldämmung verwendet werden kann.Anchoring device according to the preamble of claim 1, in particular for supporting concrete parts (e.g. ceiling panels) on support zones (e.g. walls and the like) so that an empty space remains between the two parts. the as a dilatation joint and / or thermal insulation and / or impact sound insulation can be used.

Eine Verankerungsvorrichtung dieser Art ist in der DE 296 20 637 U1 angegeben. Bei dieser bekannten Verankerungsvorrichtung ist auf einer Platte senkrecht abstehend eine Aufnahmehülse bzw. ein Schubdorn mittig eingesetzt und bezüglich einer Einbaulage oben und unten mit jeweils einem Knotenblech verstärkt angeschweißt. Senkrecht oberhalb und unterhalb des Schubdorns bzw. der Knotenbleche ist jeweils ein Armierungsstab senkrecht abstehend angeschweißt, wobei die Armierungsstäbe mit ihrer Länge weiter in einen zugeordneten Betonteil hinein ragen als der auf dieser Seite vorstehende Teil des Schubdorns. An anchoring device of this type is specified in DE 296 20 637 U1. In this known anchoring device is on a plate a receptacle or a shear pin is inserted vertically into the center and with respect to an installation position above and below with a gusset plate welded on. Vertically above and below the shear pin or the gusset plate is a reinforcing bar protruding vertically welded, the reinforcing bars with their length further into an associated The concrete part protrude into it than the part of the Thrust mandrel.

Um Schäden (z.B. Risse), Wärme- und Trittschallbrücken zu vermeiden, werden Deckenteile mindestens einseitig getrennt und mittels einer Querkraftverbindung aufgelegt. Diese Technik hat sich bewährt, bringt aber Nachteile mit sich, da einerseits ein genauer Einbau erforderlich ist und andererseits aus Gründen der statischen Sicherheit Anforderungen an Dicke, Breite, Materialfestigkeiten etc. gestellt werden müssen.In order to avoid damage (e.g. cracks), thermal and impact sound bridges, Ceiling parts separated at least on one side and by means of a shear force connection hung up. This technique has proven itself, but there are disadvantages on the one hand an exact installation is necessary and on the other hand for reasons of static safety requirements for thickness, width, material strength etc. must be asked.

Um Deckenteilen eine mindestens einseitige Ausdehnung und/oder trittschalldämmende Unterbrechung zu gewährleisten, werden heute Stahldorne verwendet. Diese werden einseitig einbetoniert und im einbetonierten Teil mit Verankerungen verschiedenster Art versehen. Im gegenüberliegenden Teil befindet sich eine Hülsenkonstruktion, die ein horizontales Gleiten der Stahldorne z.B. in einer Hülse ermöglichen und eine relative Bewegung der beiden Teile gegeneinander ermöglichen. Solche Hülsenkonstruktionen bieten die Möglichkeit, eine Federung für Trittschalldämmung einzubauen und ermöglichen das Abschalen des einen Teiles ohne Schalungsdurchdringung während des Aufbaues der Betonkonstruktion.At least one-sided expansion and / or impact sound insulation around ceiling parts Steel mandrels are used today to ensure interruption. These are concreted in on one side and anchored in the concreted part of all kinds. Located in the opposite part a sleeve construction that prevents the steel mandrels from sliding horizontally e.g. in enable a sleeve and a relative movement of the two parts against each other enable. Such sleeve designs offer the possibility of a Install suspension for impact sound insulation and enable shuttering one part without formwork penetration during the construction of the concrete structure.

Bei allen Querkraftverbindungen oben erwähnter Art wird die Versagenslast durch Materialwiderstände des benützten Materials (z.B. Stahl) einerseits und durch den Beton andererseits begrenzt. Dabei ist dem Beton besondere Beachtung zu schenken, da dieser von den Festigkeiten her gesehen mehrheitlich der schwächere Teil ist. Die vom Beton aufzunehmende Belastung kann grob in zwei Arten gegliedert werden. Erstens die zu übertragende Last (Querkraft) und zweitens die zu übertragende, fugenbedingte Lastexzentrizität (Moment). Diese Lastexzentrizität führt dabei, wie in der nachfolgenden Skizze gezeigt, zu hohen Betonspannungen am Rand, also in der Einleitungszone des Stahldornes im Beton. Man versucht also, diese Spannungen mit einer geeigneten Dornkonstruktion zu minimieren, um die Versagenslast pro Konstruktion zu steigern.For all shear force connections of the type mentioned above, the failure load through material resistance of the material used (e.g. steel) on the one hand and limited by the concrete on the other hand. Particular attention is paid to the concrete to be given, since the majority of the strengths weaker part is. The load to be absorbed by the concrete can be roughly in be divided into two types. First, the load to be transferred (lateral force) and secondly, the joint-related load eccentricity (moment) to be transmitted. This As shown in the following sketch, load eccentricity leads to high Concrete stresses at the edge, i.e. in the discharge zone of the steel mandrel in the concrete. So one tries to overcome these tensions with a suitable mandrel construction to minimize to increase the failure load per construction.

Fig. 6 zeigt qualitativ, wie groß die Betonpressung σB2 am Fugenrand und um wieviel kleiner die Betonpressungen σB1 innerhalb des Betonteiles sind.Fig. 6 shows qualitatively how large the concrete pressure σB2 at the joint edge and around how much smaller the concrete pressures σB1 are within the concrete part.

Bekannte Lösungen der oben erwähnten Art begegnen den Beschädigungen der erhöhten Betonspannungen mit einem Kegel, welcher in der kritischen Zone herum mit seinem größeren Durchmesser zur Fuge hin um den Stahldorn herum in den Beton eingelassen wird. Dabei werden die Betonspannungen entschärft, indem die Auflagefläche des Betons unter dem Kegel mit dem größeren Durchmesser vergrößert, also die Kraft pro Fläche (Spannung) reduziert wird. Durch den Kegel wird zudem die Einspannung des Dorns so verändert, dass eine elastische Lagerung entsteht, die ihrerseits dazu beiträgt, die Betonspannungen besser zu verteilen. Ein Nachteil solcher Konstruktionen ist die einzuhaltende Mindestdicke des Betonteils und dadurch die verringerte Nutzhöhe des Betonteiles.Known solutions of the type mentioned counter damage to the increased concrete stresses with a cone, which is in the critical zone around with its larger diameter towards the joint around the steel mandrel is embedded in the concrete. The concrete stresses are mitigated, by placing the bearing surface of the concrete under the cone with the larger diameter enlarged, i.e. the force per surface (tension) is reduced. By the cone is also changed the clamping of the mandrel so that an elastic Storage arises, which in turn contributes to the concrete stresses better to distribute. One disadvantage of such designs is that to be followed Minimum thickness of the concrete part and therefore the reduced useful height of the concrete part.

Ein weiteres Beispiel wird in der EP 0 127 631 vorgestellt. Mittels flanschartiger Scheibe und rechtwinklig dazu verbundener Platte werden die Betonspannungen mit der flanschartigen Scheibe übernommen und an die Platte übergeben, um sie dann mit in den Beton einzuleiten. Der Bruchkegel des Betonteils wird dabei erhöht und ein größeres Volumen überträgt die Lasten. Diese Konstruktion hat den Nachteil, dass sie asymmetrisch eingebaut werden muss. Wird beim Einbau auf der Baustelle ein Fehler gemacht, was bei der Verwendung von runden Stahldornen durchaus möglich ist, entspricht die vom Statiker vorgesehene Versagenslast, nicht den eingebauten Gegebenheiten. Im Weiteren wird ein Vibrieren des Betons mit dem Einbau einer Platte immer erschwert, da sich um die Platte Kiesnester bilden, welche eine saubere Verbindung der Platte mit dem Beton verhindern. Zudem wird der Beton durch jede Platte vollständig getrennt und das Einbringen der erforderlichen Bewehrung für den Betonteil wird zumindest in diesem Randbereich erschwert.Another example is presented in EP 0 127 631. By means of flange-like The disc and the plate connected at right angles to it are the concrete stresses with the flange-like disc and transferred to the plate in order to then introduce them into the concrete. The fracture cone of the concrete part is thereby increases and a larger volume transfers the loads. This construction has the disadvantage that it has to be installed asymmetrically. Will be during installation made a mistake at the construction site, what when using rounds Steel mandrels is quite possible, corresponds to that provided by the structural engineer Failure load, not the built-in conditions. In the following a Vibrating the concrete with the installation of a slab is always difficult because of form the plate gravel nests, which a clean connection of the plate with the Prevent concrete. In addition, the concrete is completely separated by each slab and the introduction of the necessary reinforcement for the concrete part is at least difficult in this border area.

Mit den vorgestellten und heute verwendeten Konstruktionen wird der Wirkung der Kräfte entgegnet; die Ursachen für die Entstehung der punktuellen Kräfte werden jedoch nicht eliminiert.With the constructions presented and used today, the effect who counteracts forces; the causes for the emergence of the point forces however, are not eliminated.

Die vorliegende Erfindung stellt sich nunmehr die Aufgabe, den Dorn im Betonteil in der Art zu verankern, dass die entstehenden Kräfte möglichst gleichmäßig verteilt werden, so dass die Krafteinleitung in den Betonteil mit der erfindungsgemäßen Dornverankerung über möglichst viele Kraftübertragungspunkte und mittels Reibung erfolgt.The present invention now has the task of the mandrel in the concrete part to anchor in such a way that the resulting forces are as even as possible be distributed so that the force transmission into the concrete part with the invention Mandrel anchoring over as many power transmission points as possible and done by means of friction.

Diese Aufgabe löst eine Dornverankerung mit den Merkmalen des Patentanspruches 1. Weitere erfindungsgemäße Merkmale gehen aus den abhängigen Ansprüchen hervor und deren Vorteile sind in der nachfolgenden Beschreibung erläutert.This object is achieved by an anchoring with the features of the claim 1. Further features according to the invention result from the dependent Claims and their advantages are in the description below explained.

In der Zeichnung zeigt:

Fig. 1
ein Schnitt durch eine Dornverankerung im eingebauten Zustand von der Seite,
Fig. 2
Schnitt einer Dornverankerung von der Seite,
Fig. 3
Ansicht einer Dornverankerung von oben gesehen,
Fig. 4
perspektivische Darstellung einer Dornverankerung,
Fig. 5
perspektivische Darstellung einer Dornverankerung und
Fig. 6
eine Darstellung zur Veranschaulichung der Betonpressung.
The drawing shows:
Fig. 1
a section through a mandrel anchorage in the installed state from the side,
Fig. 2
Cut a mandrel anchor from the side,
Fig. 3
View of a mandrel anchor seen from above,
Fig. 4
perspective view of a mandrel anchor,
Fig. 5
perspective view of a mandrel anchor and
Fig. 6
a representation to illustrate the concrete pressure.

Die Zeichnungen stellen bevorzugte Ausführungsbeispiele dar, welche in der nachfolgenden Beschreibung erläutert werden. The drawings illustrate preferred exemplary embodiments which are shown in FIG following description will be explained.

Die Darstellung in Fig.1 zeigt, wie Dorn 5, Verankerungen 6,7 und Platte 4 als Einheit im Betonteil 2 integriert sind. Indem man das Moment (aus der Lastexzentrizität) direkt und biegesteif über den Dorn 5 in die Platte 4 einleitet und von dort mittels Verankerungen 6 und 7, also einer Druckverankerung 6 und einer Zugverankerung 7 in ein Kräftepaar aufteilt, werden die Spannungen in der gleichen Ebene wie die Deckenplatte mittels Reibung und/oder Umlenkkräfte an den Betonteil 2 abgegeben, anstatt sie normal (senkrecht) dazu einzuleiten, was bekanntermassen zu übermässigen Betonpressungen σB2 (siehe Skizze oben) führen würde. Damit kann mit der erfindungsgemässen Dornverankerung die Betonpressung σB2 am Fugenrand minimiert werden und andererseits die Querkraft wirkungsvoll über die Platte auf die Verankerungen 6 und 7 abgegeben werden. Diese verteilen ihrerseits die zu übertragende Querkraft besser in den Betonteil und vergrössern zudem das Volumen der Krafteinleitungszone massiv.The illustration in FIG. 1 shows how mandrel 5 Anchors 6.7 and plate 4 as a unit in the Concrete part 2 are integrated. By taking the moment (from the load eccentricity) direct and rigid introduces into the plate 4 via the mandrel 5 and from there by means of anchors 6 and 7, i.e. one Pressure anchor 6 and a tension anchor 7 in splits a pair of forces, the tensions in the same level as the ceiling tile Friction and / or deflection forces on the concrete part 2 given instead of being normal (perpendicular) to it initiate what is known to be excessive Conduct concrete pressures σB2 (see sketch above) would. This means that with the Anchor anchor the concrete pressure σB2 on Joint edge are minimized and on the other hand the Effective over the plate on the Anchors 6 and 7 are delivered. This in turn distribute the one to be transferred Shear force better in the concrete part and enlarge also the volume of the force application zone solid.

Um die erfindungsgemässe Wirkung der Dornverankerung 1 zu erreichen, muss die dicke der Platte 4 so gewählt werden, dass ihr Biegewiderstand immer grösser ist, als das in der praktischen Anordnung errechnete und von der Dornverankerung 1 zu übertragende Moment. Es handelt sich bei der Platte 4 auch definitionsgemäss um eine "Platte" und nicht um eine "Scheibe" !To the effect of the invention To reach mandrel anchor 1, the thick the plate 4 are chosen so that you Bending resistance is always greater than that in the practical arrangement calculated and from the Mandrel anchor 1 moment to be transmitted. It is also the plate 4 by definition a "plate" and not a a disk" !

Die Platte 4 verhindert auch das frühzeitige Ausbrechen des Betons, dies wiederum ermöglicht dass ein dreidimensionaler Spannungszustand entsteht. Diese Veränderung führt zu gesteigerten Versagenslasten der Konstruktion.The plate 4 also prevents premature Breaking out of the concrete, which in turn makes it possible that a three-dimensional state of tension arises. This change leads to increased Failure loads of the construction.

Der Hebelarm der zu übertragenden Querkraft kann verlängert werden, ohne nachteilige Auswirkungen auf die Betonpressungen σB2 am Fugenrand. D.h. eine Verlängerung des Dornes 5 ist ohne nachteilige Auswirkungen möglich, so dass man grössere Breiten der Fuge 20 realisieren kann. Der Dorn 5 muss auf der Seite des Betonteiles 2 nicht über die Platte 4 hinausragen. Alle entstehenden Kräfte werden direkt in die biegesteife Platte 4 eingeleitet und von dieser in Form eines Kräftepaares über die Zugverankerung 7 und die Druckverankerung 6 an den Betonteil 2 abgegeben. The lever arm of the lateral force to be transmitted can be extended without adverse effects on the concrete pressures σB2 at the joint edge. That an extension of the mandrel 5 is without adverse effects possible so that one can realize larger widths of the joint 20. The mandrel 5 must be on the side of the concrete part 2 do not protrude beyond plate 4. All emerging forces are directly in the Rigid plate 4 initiated and by this in the form of a pair of forces over the Tension anchor 7 and the pressure anchor 6 delivered the concrete part 2.

Die bauseitige Armierung in Betonteil 2 kann mit der erfindungsgemässen Dornverankerung 1 ohne weitere Probleme eingelegt werden, da sich keine störenden Elemente der Dornverankerung 1, wie z.B. Platten, Winkel, Profile und dergleichen in der Ebene des Betonteiles 2 befinden. Das Betonieren des Bauteiles 2 erfordert mit der erfindungsgemässen Donrverankerung 1 keine besondere Sorgfalt, was bedeutet, dass die Einbausicherheit durch diese Art der Dornverankerung mit grosser Zuverlässigkeit gewährleistet ist.The on-site reinforcement in concrete part 2 can with the mandrel anchorage 1 according to the invention without further problems are put in because there are none disruptive elements of the mandrel anchor 1, such as e.g. Plates, angles, profiles and the like in the level of the concrete part 2 are. The Concreting the component 2 requires with the Donor anchorage 1 according to the invention special care, which means that the Installation security through this type of Mandrel anchorage with great reliability is guaranteed.

Die biegesteife Verbindung zwischen Platte 4 und Dorn 5 wird mittels Schweissung oder Verschraubung sichergestellt. Dabei kann der Dorn 5 auf die Platte 4 mittels Widerstandsschweissung aufgeschweisst werden, oder man bringt in der Platte 4 eine Bohrung an und verschweisst die beiden Teile so, wie das in Fig. 1 im Schnitt dargestellt ist. Es muss dabei berücksichtigt werden, dass eine feste und biegesteife Verbindung von Dorn 5 und Platte 4 sichergestellt wird. The rigid connection between plate 4 and Mandrel 5 is by welding or Screw connection ensured. The thorn can 5 on the plate 4 by means of resistance welding be welded on, or you bring in the Plate 4 a hole and welded the two parts as in Fig. 1 in section is shown. It must be taken into account be that a firm and rigid Connection of mandrel 5 and plate 4 ensured becomes.

Wie in Fig. 5 gezeigt, kann die Dornverankerung 1 auch zwei Stäbe 5a und 5b aufweisen. Diese werden auf einer, mittig zu den Verankerungen 6,7 gedachten Achse e angeordnet. Mit zwei und mehr Stäben kann erreicht werden, dass die erforderliche Dimension des einzelnen Stabes 5a, 5b etc. reduziert werden kann. Dies bietet einen Vorteil, wenn aus irgend einem Grund der Auflageteil 3 des Dornes, dort wo die Kraft A einwirkt, aus bestimmten Gründen eher für viele dünne Auflagestäbe 5a, 5b, etc. geeignet ist, als für einen dicken Dorn 5. Es liegt auf der Hand, dass für Dorn 5 oder für viele Stäbe 5a, 5b, etc. jedes mögliche Profil verwendet werden kann, was wiederum eine Anpassung an die durch die Ausgestaltung des Auflageteiles 3 erforderlichen Bedingungen ermöglicht. Vorteilhaft kann vor allem die Verwendung von H- und T-Profile sein.As shown in FIG. 5, the mandrel anchor 1 also have two rods 5a and 5b. These will on one, centered on the anchorings 6.7 imaginary axis e arranged. With two and more Rods can be achieved that the required dimension of the individual rod 5a, 5b etc. can be reduced. This offers one Advantage if for any reason the Support part 3 of the mandrel, where the force A acts, for certain reasons, rather for many thin support rods 5a, 5b, etc. is suitable as for a thick thorn 5. It is obvious that for mandrel 5 or for many rods 5a, 5b, etc. any profile can be used for what again an adaptation to that by the Design of the support part 3 required Conditions. Can be advantageous before all be the use of H and T profiles.

Wie in allen Figuren gezeigt, ist es für die erfindungsgemässe Dornverankerung 1 von Vorteil, wenn die der Fuge 20 zugewandte Fläche der Platte 4 mit der Stirnseite des Betonteiles 2, in den die Dornverankerung 1 eingebaut ist, bündig verläuft. Dies erleichtert vor allem das Verlegen der Dornverankerung auf der Baustelle, indem die Schalung mit einer Öffnung für den Dorn 5 versehen wird, und dadurch der Beton des Betonteiles 1 um die Platte 4 herum sauber anschliessend vergossen werden kann.As shown in all the figures, it is for the mandrel anchor 1 according to the invention is advantageous, if the surface of the plate facing the joint 20 4 with the end face of the concrete part 2, in the the mandrel anchor 1 is installed, flush runs. Above all, this makes laying easier the mandrel anchoring on the construction site by the Formwork with an opening for the mandrel 5 is provided, and thereby the concrete of the Concrete part 1 around the plate 4 clean can then be shed.

Um die Armierung des Betonteiles 2 nicht unnötig zu komplizieren, wird der Dorn 5 auch wenn er in einer Öffnung der Platte 4 eingelassen ist, nicht weit über die hintere Fläche der Platte 4 hinausragen. In jedem Fall wird die herauskragende Länge 5'' immer kürzer sein, als die Länge b der Verankerungen 6 und 7.To the reinforcement of the concrete part 2 not unnecessary to complicate the mandrel 5 even if it is in an opening of the plate 4 is not far beyond the rear surface of the plate 4 protrude. In any case, the protruding length 5 '' should always be shorter than the length b of the anchors 6 and 7.

Die Verankerungen 6 und 7 werden aus statischen Gründen immer in demselben Abstand von der Achse c des Dornes 5 oder der Stäbe 5a, 5b etc. angeordnet. Diese Anordnung ist wesentlich, damit das Moment A x 1 gleichmässig in das Kräftepaar D und Z umgewandelt werden kann.The anchors 6 and 7 are made of static Always at the same distance from the axis c of the mandrel 5 or the rods 5a, 5b etc. arranged. This arrangement is essential so the moment A x 1 evenly into the pair of forces D and Z can be converted.

Die Verankerungen 6 und 7 könnten theoretisch durch ein kugeliges Gelenk mit der Platte 4 verbunden sein. Da diese Art der Verbindung für Armierungsteile unzweckmässig und viel zu teuer wären, werden die Verankerungen 6 und 7 ebenfalls mittels Verschweissung oder Verschraubung mit der Platte 4 verbunden. The anchors 6 and 7 could theoretically through a spherical joint with the plate 4 be connected. Because this type of connection for Reinforcement parts are inappropriate and much too expensive would be anchorages 6 and 7 as well by welding or screwing with the Plate 4 connected.

Die Verankerungen 6 und 7 werden im Betonteil 2 derart verankert, dass die Kräfte mittels Reibung über die gesamte Länge der Verankerungen 6 und 7 in den Betonteil 2 eingeleitet werden. Die Wirkung der Verankerung im Beton kann erhöht werden, wenn für die Verankerungen 6 und 7 normales Armierungseisen verwendet wird, welches mit Rippen 9 ausgerüstet ist.The anchors 6 and 7 are in the concrete part 2 so anchored that the forces by means of friction over the entire length of the anchorages 6 and 7 be introduced into the concrete part 2. The Effect of anchoring in concrete can be increased if for anchorages 6 and 7 normal reinforcing iron is used, which is equipped with ribs 9.

Die Verankerungen 6 und 7 bestehen aus geripptem Material 9 um die Einleitung der Kräfte D und Z kontinuierlich und in optimaler Weise sicherzustellen. Mit zusätzlichen Mitteln 6'' und 7'' wie z.B. Schlaufen, Haken, Kopfbolzen, Platten, Spreizverankerungen, Bügel etc., kann eine doppelte Sicherheit der Verankerungen erreicht werden. Die Verankerungen 6 und 7 werden aber so ausgelegt, dass deren Halt im Betonteil 2 mittels den vorgesehenen Rippen 9 gewährleistet ist. Zusätzliche Mittel 6'' und 7'' können in der Aufbauphase dazu dienen, die Dornverankerung für das Eingiessen des Betons an der Betonarmierung zu fixieren.The anchors 6 and 7 consist of ribbed Material 9 for the introduction of the forces D and Z continuously and in an optimal way sure. With additional funds 6 '' and 7 '' such as Loops, hooks, head bolts, Slabs, expansion anchors, brackets etc., can a double security of the anchorages can be achieved. The anchorages 6 and 7 will be but designed so that their hold in the concrete part 2 ensured by means of the ribs 9 provided is. Additional means 6 '' and 7 '' can be used in the Construction phase serve to anchor the mandrel for pouring the concrete into the concrete reinforcement to fix.

Die weitgefächerten Möglichkeiten in der Wahl der Breite der Fuge 20, dem Profil der Dorne 5 und der Anzahl der Dorne 5a, 5b etc. lässt die Wahl frei, den Auflageteil 3 einer beliebigen Anwendungsart zu unterwerfen. Ohne Probleme kann eine elastische Federung für Trittschalldämmungen, eine horizontale zur Fugenebene parallel gerichtete Bewegungsfreiheit oder ein normales Auflager ohne Hülse oder Verankerungsteil zur Anwendung kommen. Die erfindungsgemässe Dornverankerung lässt alle Möglichkeiten zu.The wide range of options in the choice of Width of the joint 20, the profile of the mandrels 5 and the number of mandrels 5a, 5b etc. leaves the choice free, the support part 3 of any Submit application type. Without any problems an elastic suspension for impact sound insulation, a horizontal one parallel to the joint plane directional freedom of movement or a normal one Support without sleeve or anchoring part Application come. The inventive Mandrel anchoring allows all possibilities.

Claims (5)

  1. Anchoring device (1), having a plate (4) which is intended to be embedded in a piece of concrete (2) and is to be orientated towards a joint (20) with one of its faces, said plate being connected in a secure and bend-resistant manner to at least one spindle (5), which projects beyond the joint (20) perpendicularly thereto and is embedded in an opening centrally of the plate (4), the plate (4) being securedly connected to perpendicularly protruding portions of a respective tensioning and pressing anchor tie (6, 7) on the side of the joint (20) situated opposite the spindle (5), in its upper half and in its lower half, which portions are provided with means (9) which ensure the anchoring by friction in the piece of concrete (2), and which portions are disposed in the upper half of the plate (4) and in the lower half of the plate (4) at the same spacing from the axis of the spindle (5), said portions protruding further into the piece of concrete (2) in respect of their length (b) than a part (5") of the spindle (5) which is to be embedded in the piece of concrete (2), characterised in that the thickness (d) of the plate is so adapted that the moment, which can be compensated-for by the bending resistance of the plate (4), is greater than the moment which is calculated in the practical arrangement and is to be transmitted by the spindle anchoring device, and in that the upper and lower tensioning and pressing anchor ties (6, 7) each have two perpendicularly protruding portions which are displaced into the corner regions of the plate (4) symmetrically laterally in respect of a vertical axis of the plate (4).
  2. Spindle anchoring device according to claim 1, characterised in that the spindle (5) is formed by two bars (5a, 5b) which are disposed centrally of the plate (4) horizontally at the same level and vertically symmetrically.
  3. Spindle anchoring device according to claim 1 or 2, characterised in that any desirable profile is employed for the spindle (5).
  4. Spindle anchoring device according to one of the preceding claims, characterised in that the plate (4), which is disposed parallel to the end face of the piece of concrete (2) is integrally moulded in a flush manner.
  5. Spindle anchoring device according to one of the preceding claims, characterised in that the anchor ties (6, 7) are provided at their ends with means (6", 7"), by means of which they may be additionally secured in the piece of concrete (2).
EP98118251A 1997-11-30 1998-09-25 Anchoring device for shearing force resisting connection Expired - Lifetime EP0919672B1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
DE29824335U DE29824335U1 (en) 1997-11-30 1998-09-25 Mandrel anchorage of a shear force connection

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
CH276397 1997-11-30
CH2763/97 1997-11-30
CH276397 1997-11-30

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EP0919672A2 EP0919672A2 (en) 1999-06-02
EP0919672A3 EP0919672A3 (en) 1999-09-01
EP0919672B1 true EP0919672B1 (en) 2002-07-31

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AT (1) ATE221603T1 (en)
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Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE19964031A1 (en) * 1999-12-30 2001-07-05 Schoeck Bauteile Gmbh Sleeve / mandrel connection between adjacent components
DE10049006A1 (en) * 2000-09-27 2002-04-11 Deha Ankersysteme Anchor rail arrangement
CH706052A2 (en) * 2012-01-20 2013-07-31 Basys Ag Integrated monitoring element.
JP2023548464A (en) 2020-11-05 2023-11-17 ビクターリック カンパニー wall mountable bracket assembly
CN112681770A (en) * 2020-12-15 2021-04-20 中国十九冶集团有限公司 Concrete embedded steel plate structure and mounting method

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0651000A1 (en) * 1993-10-29 1995-05-03 Rohm And Haas Company Process for coloring thermoplastics
DE29620637U1 (en) * 1996-02-28 1997-02-20 Pecon Ag Shear force anchoring

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3495367A (en) * 1965-12-21 1970-02-17 Hideya Kobayashi Precast lightweight reinforced concrete plank
CH649595A5 (en) * 1981-03-06 1985-05-31 Anton Gerevini Device for connecting load-bearing elements on constructions
CH659101A5 (en) 1982-12-01 1986-12-31 Anton Erb Schubduebel.
FI69176C (en) * 1984-02-13 1985-12-10 Partek Ab BYGGSYSTEM

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0651000A1 (en) * 1993-10-29 1995-05-03 Rohm And Haas Company Process for coloring thermoplastics
DE29620637U1 (en) * 1996-02-28 1997-02-20 Pecon Ag Shear force anchoring

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DE59804983D1 (en) 2002-09-05
EP0919672A2 (en) 1999-06-02
EP0919672A3 (en) 1999-09-01
ATE221603T1 (en) 2002-08-15

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