EP0919672A2 - Anchoring dowel for shearing force resisting connection - Google Patents

Anchoring dowel for shearing force resisting connection Download PDF

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Publication number
EP0919672A2
EP0919672A2 EP98118251A EP98118251A EP0919672A2 EP 0919672 A2 EP0919672 A2 EP 0919672A2 EP 98118251 A EP98118251 A EP 98118251A EP 98118251 A EP98118251 A EP 98118251A EP 0919672 A2 EP0919672 A2 EP 0919672A2
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EP
European Patent Office
Prior art keywords
mandrel
plate
concrete
anchorage according
concrete part
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Granted
Application number
EP98118251A
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German (de)
French (fr)
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EP0919672B1 (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

  • Mandrel anchoring according to the preamble of Claim 1, in particular for the support of concrete parts (e.g. ceiling panels) Support zones (e.g. walls and the like), see above that a space between the two parts remains as a dilatation joint and / or Thermal insulation and / or impact sound insulation can be used.
  • concrete parts e.g. ceiling panels
  • Support zones e.g. walls and the like
  • At least one-sided around ceiling parts Expansion and / or impact sound insulation Ensuring disruption today Steel mandrels used. These become one-sided concreted and in the concreted part with Provide various types of anchors.
  • a Sleeve construction that allows horizontal sliding the steel mandrels e.g. enable in a sleeve and a relative movement of the two parts enable each other.
  • Such sleeve designs offer the possibility of a Install suspension for impact sound insulation and allow the shuttering of one part without Formwork penetration during the construction of the Concrete construction.
  • the failure load is caused by material resistance of the material used (e.g. steel) on the one hand and on the other hand limited by the concrete.
  • material resistance of the material used e.g. steel
  • the concrete limits the concrete, because this seen from the strengths the majority is the weaker part.
  • the ones from Concrete load can be roughly divided into two Types are classified. First, the too transmitted load (shear force) and secondly the too transferring, joint-related load eccentricity (Moment). This load eccentricity leads as shown in the following sketch, too high Concrete stresses on the edge, i.e. in the Steel mandrel discharge zone in the concrete. Man So try these tensions with one suitable mandrel construction to minimize the Increase failure load per construction.
  • the present invention now addresses the Task to close the thorn in the concrete part in style anchoring that the emerging forces as possible be distributed evenly so that the Force transmission into the concrete part with the Thorn anchorage according to the invention, if possible many power transmission points and by means of friction he follows.
  • 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) has been.
  • the thickness of the plate 4 must be selected so that its bending resistance is always greater than the torque calculated in the practical arrangement and to be transmitted by the mandrel anchor 1.
  • the plate 4 is also by definition one Plate "and not one Disc"!
  • 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 force to be transmitted can be extended without adverse effects on the concrete pressures ⁇ B2 at the joint edge. I.e. an extension of the mandrel 5 is without adverse effects possible so that one can realize larger widths of the joint 20.
  • the dome 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 cathedral, 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 dome 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 ensure. 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.

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

Dornverankerung gemäss dem Oberbegriff des Patentanspruchs 1, insbesondere für das Abstützen von Betonteilen (z.B. Deckenplatten) auf Auflagerzonen (z.B. Wände und dergleichen), so dass zwischen den beiden Teilen ein Leerraum verbleibt, der als Dilatationsfuge und/oder Wärmedämmung und/oder Trittschalldämmung verwendet werden kann.Mandrel anchoring according to the preamble of Claim 1, in particular for the support of concrete parts (e.g. ceiling panels) Support zones (e.g. walls and the like), see above that a space between the two parts remains as a dilatation joint and / or Thermal insulation and / or impact sound insulation can be used.

Dm Schäden (z.B. Risse), Wärme- und Trittschallbrücken zu vermeiden, werden Deckenteile mindestens einseitig getrennt und mittels einer Querkraftverbindung aufgelegt. Diese Technik hat sich bewahrt, bringt aber Nachteile mit sich, da einerseits ein genauer Einbau erforderlich ist und anderseits aus Gründen der statischen Sicherheit Anforderungen an Dicke, Breite, Materialfestigkeiten etc. gestellt werden müssen.Damage (e.g. cracks), thermal and impact sound bridges to avoid ceiling parts separated at least on one side and by means of a Shear force connection applied. This technique has preserves itself, but has disadvantages, because on the one hand, an exact installation is required and on the other hand for reasons of static Security requirements for thickness, width, Material strengths etc. must be provided.

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 wahrend des Aufbaues der Betonkonstuktion.At least one-sided around ceiling parts Expansion and / or impact sound insulation Ensuring disruption today Steel mandrels used. These become one-sided concreted and in the concreted part with Provide various types of anchors. in the opposite part is a Sleeve construction that allows horizontal sliding the steel mandrels e.g. enable in a sleeve and a relative movement of the two parts enable each other. Such sleeve designs offer the possibility of a Install suspension for impact sound insulation and allow the shuttering of one part without Formwork penetration during the construction of the Concrete construction.

Bei allen Qerkraftverbindungen obenerwähnter Art wird die Versagenslast durch Materialwiderstände des benützten Materials (z.B. Stahl) einerseits und durch den Beton anderseits 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 power connections of the type mentioned above the failure load is caused by material resistance of the material used (e.g. steel) on the one hand and on the other hand limited by the concrete. Here special attention must be paid to the concrete, because this seen from the strengths the majority is the weaker part. the ones from Concrete load can be roughly divided into two Types are classified. First, the too transmitted load (shear force) and secondly the too transferring, joint-related load eccentricity (Moment). This load eccentricity leads as shown in the following sketch, too high Concrete stresses on the edge, i.e. in the Steel mandrel discharge zone in the concrete. Man So try these tensions with one suitable mandrel construction to minimize the Increase failure load per construction.

Nachfolgende Skizze zeigt qualitativ, wie gross die Betonpressung σB2 am Fugenrand und um wieviel kleiner die Betonpressungen σB1 innerhalb des Betonteiles sind:

Figure 00030001
The following sketch shows qualitatively how large the concrete pressure σB2 at the joint edge and how much smaller the concrete pressures σB1 are within the concrete part:
Figure 00030001

Bekannte Lösungen der obenerwähnten 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 Dornes 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.Meet known solutions of the type mentioned above the damage to the increased concrete stresses with a cone, which is in the critical zone around with its larger diameter to the joint around the steel mandrel into the concrete is let in. The Stress relieved by the Contact surface of the concrete under the cone with the larger diameter increases, so the force per area (tension) is reduced. By the The cone is also used to clamp the mandrel changed that an elastic bearing is created which in turn contributes to the concrete stresses better to distribute. A disadvantage of such Construction is the minimum thickness to be observed of the concrete part and thereby the reduced Usable 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 Betonteiles 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 given in EP 0 127 631 presented. With a flange-like disc and the plate connected at right angles to it Concrete stresses with the flange-like disc taken and handed over to the plate to them then introduce it into the concrete. The breaking cone the concrete part is increased and a larger volume transfers the loads. This Construction has the disadvantage that it must be installed asymmetrically. Will be at Installation on site made a mistake what when using round steel mandrels is quite possible, corresponds to that of the structural engineer intended failure load, not the installed one Circumstances. Furthermore, a vibration of the Concrete with the installation of a slab always difficult because of the plate gravel nests form what a clean connection of the plate prevent with the concrete. In addition, the concrete completely separated by each plate and that Introducing the required reinforcement for the Concrete part is at least in this edge area difficult.

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 presented and used today Constructions becomes the effect of the forces replies; the causes of the emergence of the punctual forces 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 addresses the Task to close the thorn in the concrete part in style anchoring that the emerging forces as possible be distributed evenly so that the Force transmission into the concrete part with the Thorn anchorage according to the invention, if possible many power transmission points and by means of friction he follows.

Diese Aufgabe löst eine Dornverankerung mit den Merkmalen des Patenanspruches 1. Weitere erfindungsgemässe Merkmale gehen aus den abhängigen Ansprüchen hervor und deren Vorteile sind in der nachfolgenden Beschreibung erläutert.This task is solved by an anchoring with the Features of the patent claim 1. Other Features according to the invention result from the dependent claims and their advantages are explained in the following description.

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
The drawing shows:
Fig. 1
A section through a mandrel anchor when installed from the side.
Fig. 2
Cut a pin anchoring 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

Die Zeichnungen stellen bevorzugte Ausführungsbeispiele dar, welche in der nachfolgenden Beschreibung erläutert werden. The drawings represent preferred embodiments which in the 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 wurde. Damit kann mit der erfindungsgemässen Dornverankerung die Betonpressung σB2 am Fugenrand minimiert werden und andererseits die Qerkraft 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) has been. 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

Figure 00080001
Platte" und nicht um eine Scheibe"!In order to achieve the effect of the mandrel anchor 1 according to the invention, the thickness of the plate 4 must be selected so that its bending resistance is always greater than the torque calculated in the practical arrangement and to be transmitted by the mandrel anchor 1. The plate 4 is also by definition one
Figure 00080001
Plate "and not one Disc"!

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 Qerkraft 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 Dom 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 force to be transmitted can be extended without adverse effects on the concrete pressures σB2 at the joint edge. I.e. an extension of the mandrel 5 is without adverse effects possible so that one can realize larger widths of the joint 20. The dome 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 Domes, 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 cathedral, 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 Dom 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 cathedral 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 Domes 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 dome 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 ensure. 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 (9)

Dornverankerung (1) mit einer in einem Betonteil (2) eingelassenen und mit der einen Fläche zur Fuge (20) hin gerichteten Platte (4), die mit mindestens einem über die Fuge (20) auskragenden Dorn (5) verbunden ist, wobei die Platte (4) auf der Gegenseite der Fuge (20) mit Zug- und Druckverankerungen verbunden ist dadurch gekennzeichnet, dass die Verbindung zwischen Platte (4) und Dorn (5) fest und biegesteif ausgebildet ist, die Dicke (d) der Platte immer so ausgelegt ist, dass der Biegewiderstand der Platte (4) grösser ist als das zu übertragende Moment, wobei je eine Verankerung (6) in der oberen Hälfte der Platte (4) und eine zweite Verankerung (7) in der unteren Hälfte der Platte (4) angeordnet ist, wobei diese Verankerungen (6 und 7) mit der Platte fest verbunden sind.Spike anchor (1) with one in a concrete part (2) recessed and with one surface to Joint (20) facing plate (4) with at least one projecting over the joint (20) Mandrel (5) is connected, the plate (4) on the opposite side of the joint (20) with tension and Pressure anchors is connected as a result characterized that the connection between Plate (4) and mandrel (5) firm and rigid is formed, the thickness (d) of the plate always is designed so that the bending resistance of the Plate (4) is larger than that to be transferred Moment, each with an anchor (6) in the top half of the plate (4) and a second Anchoring (7) in the lower half of the plate (4) is arranged, these anchors (6 and 7) are firmly connected to the plate. Dornverankerung gemäss Anspruch 1, dadurch gekennzeichnet, dass der Dorn (5) in einer Öffnung mittig der Platte (4) eingelassen und mit seiner Mittelachse senkrecht zur Platte (4) angeordnet ist. Mandrel anchorage according to claim 1, characterized characterized in that the mandrel (5) in one Opening in the middle of the plate (4) and with its central axis perpendicular to the plate (4) is arranged. Dornverankerung gemäss Anspruch 1 bis 2, dadurch gekennzeichnet, dass der Dorn (5) durch zwei Stäbe (5a,5b) gebildet wird, die horizontal auf gleicher Höhe und vertikal symmetrisch, mittig der Platte (4)angeordnet sind.Mandrel anchorage according to claim 1 to 2, characterized characterized in that the mandrel (5) by two Rods (5a, 5b) is formed horizontally same height and vertically symmetrical, in the middle the plate (4) are arranged. Dornverankerung gemäss Anspruch 1 bis 3, dadurch gekennzeichnet, dass für Dorn (5) ein beliebiges Profil verwendet wird.Mandrel anchorage according to claims 1 to 3, characterized characterized that for mandrel (5) any Profile is used. Dornverankerung gemäss Anspruch 1, dadurch gekennzeichnet, dass die zur Stirnseite des Betonteiles (2) parallel angeordnete Platte (4) bündig eingegossen ist.Mandrel anchorage according to claim 1, characterized characterized that the to the front of the Concrete part (2) parallel plate (4) is poured in flush. Dornverankerung gemäss Anspruch 1 und 2, dadurch gekennzeichnet, dass die Verankerungen (6,7) mit deren Länge (b) weiter in den Betonteil (2) kragen als der eingelassene Teil (5'') des Dornes (5).Mandrel anchorage according to claims 1 and 2, characterized characterized that the anchorages (6,7) with whose length (b) further into the concrete part (2) collar as the recessed part (5 '') of the mandrel (5). Dornverankerung gemäss Anspruch 1, dadurch gekennzeichnet, dass die Verankerungen (6,7) den gleichen Abstand von der Achse (c) des Dornes (5) aufweisen. Mandrel anchorage according to claim 1, characterized characterized in that the anchors (6,7) the equal distance from the axis (c) of the mandrel (5) exhibit. Dornverankerung gemäss Anspruch 1, dadurch gekennzeichnet, dass die Verankerungen (6,7) mit Mitteln (9) versehen sind, welche die Verankerung durch Reibung im Betonteil (2) gewährleisten.Mandrel anchorage according to claim 1, characterized characterized that the anchorages (6,7) with Means (9) are provided which the anchoring ensure by friction in the concrete part (2). Dornverankerung gemäss Anspruch 1, dadurch gekennzeichnet, dass die Verankerungen (6,7) an ihren Enden mit Mitteln (6'',7'') versehen sind, mit denen sie im Betonteil (2) zusätzlich verankert werden.Mandrel anchorage according to claim 1, characterized characterized that the anchorages (6,7) their ends are provided with means (6 '', 7 ''), with which they are also in the concrete part (2) be anchored.
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
CH2763/97 1997-11-30
CH276397 1997-11-30
CH276397 1997-11-30

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

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EP (1) EP0919672B1 (en)
AT (1) ATE221603T1 (en)
DE (1) DE59804983D1 (en)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1193355A2 (en) * 2000-09-27 2002-04-03 Deha Ankersysteme GmbH & Co. KG Anchoring rail device
EP1113115A3 (en) * 1999-12-30 2002-10-09 SCHÖCK BAUTEILE GmbH Sleeve and pin connection of adjacent construction elements
EP2805146B1 (en) * 2012-01-20 2017-06-14 BASYS Ag Arrangement with integrated monitoring element
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
US11761197B2 (en) 2020-11-05 2023-09-19 Victualic Company Wall mountable bracket assembly

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0127631A1 (en) 1982-12-01 1984-12-12 Anton Erb Dowel.

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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
FI69176C (en) * 1984-02-13 1985-12-10 Partek Ab BYGGSYSTEM
DE69416483T2 (en) * 1993-10-29 2000-01-13 Atochem Elf Sa Process for coloring thermoplastic materials
DE29620637U1 (en) * 1996-02-28 1997-02-20 Pecon Ag Shear force anchoring

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0127631A1 (en) 1982-12-01 1984-12-12 Anton Erb Dowel.

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1113115A3 (en) * 1999-12-30 2002-10-09 SCHÖCK BAUTEILE GmbH Sleeve and pin connection of adjacent construction elements
EP1193355A2 (en) * 2000-09-27 2002-04-03 Deha Ankersysteme GmbH & Co. KG Anchoring rail device
EP1193355A3 (en) * 2000-09-27 2002-12-04 Deha Ankersysteme GmbH & Co. KG Anchoring rail device
EP2805146B1 (en) * 2012-01-20 2017-06-14 BASYS Ag Arrangement with integrated monitoring element
US11761197B2 (en) 2020-11-05 2023-09-19 Victualic Company 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

Also Published As

Publication number Publication date
DE59804983D1 (en) 2002-09-05
EP0919672B1 (en) 2002-07-31
EP0919672A3 (en) 1999-09-01
ATE221603T1 (en) 2002-08-15

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