EP1248889B1 - Slab reinforcement and its method of manufacturing - Google Patents
Slab reinforcement and its method of manufacturing Download PDFInfo
- Publication number
- EP1248889B1 EP1248889B1 EP01923551A EP01923551A EP1248889B1 EP 1248889 B1 EP1248889 B1 EP 1248889B1 EP 01923551 A EP01923551 A EP 01923551A EP 01923551 A EP01923551 A EP 01923551A EP 1248889 B1 EP1248889 B1 EP 1248889B1
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- EP
- European Patent Office
- Prior art keywords
- reinforcement
- slab
- reinforcing part
- laminar
- reinforced concrete
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- 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.)
- Expired - Lifetime
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 89
- 238000004519 manufacturing process Methods 0.000 title claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 45
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 23
- 239000011513 prestressed concrete Substances 0.000 claims abstract description 6
- 239000004567 concrete Substances 0.000 claims description 33
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- 125000006850 spacer group Chemical group 0.000 claims description 4
- 238000012546 transfer Methods 0.000 claims description 4
- 239000011324 bead Substances 0.000 claims description 3
- 229920000049 Carbon (fiber) Polymers 0.000 claims description 2
- 239000004917 carbon fiber Substances 0.000 claims description 2
- 239000002131 composite material Substances 0.000 claims description 2
- 239000000463 material Substances 0.000 claims description 2
- 238000000034 method Methods 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 claims 1
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 claims 1
- 239000002184 metal Substances 0.000 abstract description 2
- 238000010008 shearing Methods 0.000 abstract 1
- 238000005452 bending Methods 0.000 description 8
- 238000004080 punching Methods 0.000 description 5
- 238000004873 anchoring Methods 0.000 description 4
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 230000001419 dependent effect Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000003860 storage Methods 0.000 description 2
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000010409 ironing Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 230000008707 rearrangement Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/43—Floor structures of extraordinary design; Features relating to the elastic stability; Floor structures specially designed for resting on columns only, e.g. mushroom floors
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0645—Shear reinforcements, e.g. shearheads for floor slabs
Definitions
- the invention relates to a ceiling reinforcement with a reinforced concrete support and a ceiling part, which is designed as a reinforced concrete or prestressed concrete part. It further relates to a method for producing such a ceiling reinforcement.
- shear reinforcement made of rebar in the form of S-hooks or temples, dowel strips, double-headed dowels, underwires, lattice girders, Tobler Walm, Geilinger collar, underwire mats, crack star.
- a shear reinforcement made of rebar in the form of S-hooks or brackets must enclose a mostly existing longitudinal bending reinforcement for reasons of poor anchoring, to prevent tearing of the shear reinforcement. This is very expensive and expensive. At high degrees of reinforcement of the bending tensile reinforcement and high shear reinforcement proportion conventional ironing are considered no longer installable.
- Dowel strips are usually placed on the lower formwork, so that the lower reinforcement layer is covered by the strip cross-section. Here, the exact location and fixation of the bar for the bearing behavior is crucial. The dowel strips are welded one-offs and therefore expensive.
- Double-headed dowels are usually threaded from above between the top and bottom layers of the existing longitudinal bending reinforcement. At high degrees of reinforcement of the bending tensile reinforcement and different mesh sizes of the upper and lower layer, this is very difficult, sometimes not installable. The double-headed dowels are custom-made and therefore costly.
- Tobler Walm and Geilinger collars are steel components that consist of welded-together steel profiles and are manufactured individually.
- the support structures have to be installed according to steel construction and are therefore laborious and labor intensive.
- the displacement of the built-in parts must be due to the large weight with hoist, e.g. with a crane, done.
- this object is achieved by the subject matter of claim 1.
- transverse forces or moments can be better absorbed and distributed. If the first cracks occur when the tensile strength of the concrete is reached, the load can be distributed in a fan-like manner over the retaining part. A participation of the concrete for the tension struts is not required.
- the loads are removed via the reinforcement part directly on the principle of the minimum of deformation work. Thus, lateral force cracks remain small and the load capacity of the reinforced concrete part is maximized.
- the reinforcement part thus assumes the function of the concrete after reaching the tensile strength of the concrete.
- the reinforcement part hereby comprises the continuous bending reinforcement of the reinforced concrete support. Thus, a fall protection of the flat ceiling is structurally fulfilled by the punching reinforcement.
- An over the reinforced concrete support extending bending reinforcement in the pressure zone, as they from the DE-A1-19741509 is known, can thus be omitted.
- the invention is developed with great advantage according to the features of claim 2, since one can increase the load of a reinforced concrete part in a very simple manner. - Under reinforced concrete part is always understood a Spannbotonteil.
- the stated object is achieved by the subject matter of patent claim 7.
- Such a shaping makes it possible to easily install the reinforcement part between the upper and lower layers of the bending tensile reinforcement. No additional location backups are needed.
- the reinforcement part is placed after installation of the lower reinforcement layer on this and can thus serve the upper reinforcement layer in addition as a spacer.
- Fig. 1 shows in section a part of a structure with a vertical element (column or wall) 10 made of reinforced concrete.
- this vertical element 10 are reinforcing elements 12, 14 in the form of reinforcing bars.
- the support region of the support 10 is secured by steel bracket 16.
- a reinforced concrete ceiling 20 is connected. (Alternatively, this may also be a beam system 20).
- the ceiling 20 has an upper reinforcement 22 and a lower reinforcement 24, above which there is a concrete cover 26 and 28, respectively.
- the blanket 20 is shown only in the cutout.
- planar reinforcing elements which in Fig. 1 for the left part of the ceiling 20 are denoted by 30 and 32 for the right part.
- a reinforcing element 30, 32 in plan has the shape of a V, see. Fig. 2 , where two other reinforcements 34, 36 are shown.
- the reinforcements 30, 32 each protrude with their tips into the edge region of the vertical element 10 and surround there an associated reinforcing element 12, 14, cf. Fig. 1 and Fig. 3 , As a result, the planar reinforcement element 30, 32 is anchored horizontally to the vertical element 10, engages in this, and can initiate its vertical force component in the support area, which is secured by the bracket 16.
- the reinforcing elements 30, 32, 34, 36 are made of bent sheet steel, usually with a thickness in the range of 2 to 6 mm. This thickness depends on the static requirements. Possibly.
- the sheet-like reinforcing elements can also be made of carbon fibers or a suitable plastic, or of composite material.
- the reinforcing elements 30, 32, 34, 36 are formed flat.
- the reinforcement element 32 rests on the lower reinforcement 24, which is disposed within the concrete ceiling 20.
- the upper reinforcement 22 rests on the reinforcing element 32 and is in turn arranged in the upper concrete cover 26.
- the reinforcing element 32 has recesses (holes) 40 whose diameter is adapted to the grain of the concrete used and is usually greater than 32 mm.
- it has at its lower edge portion recesses 42, whose diameter is usually greater than 32 mm.
- the recesses 40, 42 which may also be referred to as openings, are preferably of circular design and are arranged vertically above one another in this embodiment.
- concrete dowels ie anchors that serve shear forces from the concrete 29 in the relevant sheet-metal reinforcing element 30, 32, 34, or 36 initiate.
- the reinforcing elements 30, 32, 34, 36 are preferably in their middle region with beads 44 (FIG. Fig. 8 ) to provide a better anchoring in the concrete 29.
- the reinforcing elements are preferably provided at the upper edge with recesses 46 and at the lower edge with recesses 48. These edges look toothed. These lateral recesses 46, 48 improve the absorption of horizontal forces by the respective reinforcing element.
- Fig. 1 also shows how on the ceiling 20 on the left and on the right a lateral force Q attacks. From below, these forces Q counteract a counterforce F. In addition, a right-handed torque M acts on the right and on the left a magnitude-equal left-turning moment M '. These forces and moments cause in the ceiling 20 corresponding tensile and shear stresses.
- Fig. 4 shows in radial section the load paths in a conventional way of Presentation.
- the reference numerals are the same as in Fig. 1 to 3 .
- a crack zone is indicated in which one or more cracks in the concrete 29 occur at high load and where the blanket 20 would normally break under excessive load.
- the fracture surface then has approximately the shape of a funnel or cone, and one speaks therefore of a "punching cone”. It can be seen that many load paths 52 are present, which run transversely and partially approximately perpendicular to this crack zone 50 and therefore counteract a break at this point.
- struts The outgoing from the support 10 struts are struts. They anchor themselves in the inner region of the "punching cone" to the upper concrete dowels, ie the concrete dowels in the recesses 40. This is the load transfer into the planar reinforcement part 32. From this anchorage the struts extend, as shown, only in the planar reinforcement part 32, and it forms a shear field. This causes a surface load transfer in the reinforcement part 32 to the shear-critical region, which lies outside the crack zone 50.
- Fig. 5 shows, also in a conventional representation, the tension or compression struts in section.
- the tie rods are transverse and approximately perpendicular to the crack zone 50, ie transversely and partially perpendicular to the "punching cone", and that they therefore counteract a breakage at this point.
- the load is distributed in the manner of a fan over the entire planar reinforcement member 32 to the "concrete dowels" as the Fig. 4 and 5 show clearly.
- a participation of the concrete 29 for the tension struts is not required.
- the loads are removed via the planar reinforcement element 30, 32 directly on the principle of the minimum of deformation work.
- the lateral force cracks 50 remain small, and a maximum load capacity of the ceiling 20 is obtained.
- the ductility of the sheet-like reinforcing element 30, 32 is important. In such an arrangement, namely, the transverse forces on the planar reinforcement element 30, 32 are transmitted.
- the sheet-like reinforcing element 30, 32 which is preferably made of steel, fails, and the failure is a ductile steel failure and not a brittle concrete failure in the form of a shear pressure crack, i. the failure announces itself and does not happen suddenly. This is also important in earthquakes.
- the "concrete dowels" in the recesses 40, 42 have a sufficiently elastic behavior, and in case of failure of one of these concrete dowels, the adjacent concrete dowels will take over the load, i. there is only a rearrangement of the load.
- the recesses 40, 42 and the beads 44 support the concrete dowels when anchoring the oblique pressure struts.
- reinforcing bars can be made through the recesses 40, 42, and these can also be fastened to these recesses with tubular wires. This gives a further improvement.
- FIG. 6 shows an isometric view of the reinforcement part 32 of FIG Fig. 1 to 3 , The same reference numerals are used.
- FIGS. 7, 8, 9 and 10 show details of the embodiment according to the Fig. 1 to 3 in different cutting planes.
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Reinforcement Elements For Buildings (AREA)
- Rod-Shaped Construction Members (AREA)
- Working Measures On Existing Buildindgs (AREA)
Abstract
Description
Die Erfindung betrifft eine Deckenverstärkung mit einer Stahlbetonstütze und einem Deckenteil, welches als Stahlbeton- oder Spannbetonteil ausgebildet ist. Sie betrifft ferner ein Verfahren zur Herstellung einer solchen Deckenverstärkung.The invention relates to a ceiling reinforcement with a reinforced concrete support and a ceiling part, which is designed as a reinforced concrete or prestressed concrete part. It further relates to a method for producing such a ceiling reinforcement.
Bei derartigen Stahlbeton- oder Spannbetonteilen, z.B. einer gestützten Stahlbetondecke, ist unter anderem im Bereich der Stützen eine Schubbewehrung zur Schubsicherung notwendig.In such reinforced concrete or prestressed concrete parts, e.g. a supported reinforced concrete floor, inter alia, in the area of the columns a shear reinforcement for shear protection is necessary.
Als Schubbewehrung sind u.a. bekannt: Schubbewehrung aus Betonstahl in Form von S-Haken oder Bügeln, Dübelleisten, Doppelkopfdübel, Bügelmatten, Gitterträger, Tobler Walm, Geilinger Kragen, Bügelmatten, Riss Stern.As shear reinforcement u.a. known: shear reinforcement made of rebar in the form of S-hooks or temples, dowel strips, double-headed dowels, underwires, lattice girders, Tobler Walm, Geilinger collar, underwire mats, crack star.
Eine Schubbewehrung aus Betonstahl in Form von S-Haken oder Bügeln muss aus Gründen der schlechten Verankerung eine meist vorhandene Biege-Längsbewehrung umschließen, um ein Ausreißen der Schubbewehrung zu verhindern. Dies ist sehr aufwendig und kostenintensiv. Bei hohen Bewehrungsgraden der Biegezugbewehrung und hohem Schubbewehrungsanteil gelten herkömmliche Bügel als nicht mehr einbaubar.A shear reinforcement made of rebar in the form of S-hooks or brackets must enclose a mostly existing longitudinal bending reinforcement for reasons of poor anchoring, to prevent tearing of the shear reinforcement. This is very expensive and expensive. At high degrees of reinforcement of the bending tensile reinforcement and high shear reinforcement proportion conventional ironing are considered no longer installable.
Dübelleisten werden meistens auf die untere Schalung gestellt, so dass die untere Bewehrungslage vom Leistenquerschnitt umfasst wird. Hierbei ist die genaue Lage und Fixierung der Leiste für das Tragverhalten ausschlaggebend. Die Dübelleisten sind geschweißte Einzelanfertigungen und somit teuer.Dowel strips are usually placed on the lower formwork, so that the lower reinforcement layer is covered by the strip cross-section. Here, the exact location and fixation of the bar for the bearing behavior is crucial. The dowel strips are welded one-offs and therefore expensive.
Doppelkopfdübel werden gewöhnlich von oben zwischen die obere und untere Lage der vorhandenen Biege-Längsbewehrung eingefädelt. Bei hohen Bewehrungsgraden der Biegezugbewehrung und unterschiedlichen Maschenweiten der oberen und unteren Lage ist dies sehr schwierig, mitunter nicht einbaubar. Die Doppelkopfdübel sind Einzelanfertigungen und somit kostenintensiv.Double-headed dowels are usually threaded from above between the top and bottom layers of the existing longitudinal bending reinforcement. At high degrees of reinforcement of the bending tensile reinforcement and different mesh sizes of the upper and lower layer, this is very difficult, sometimes not installable. The double-headed dowels are custom-made and therefore costly.
Dübelleisten und Doppelkopfdübel sind sehr gebräuchlich, jedoch ist eine Serienfertigung wegen der hohen Lagerhaltungskosten nicht wirtschaftlich. Ein Problem ist auch die Verwechselbarkeit und Lagerung verschiedener Dübelleisten und Döppelkopfdübel auf der Baustelle.Dowel bars and double-headed dowels are very common, but a series production is not economical because of the high storage costs. A problem is also the confusion and storage of various dowel strips and Döppelkopfdübel on site.
Tobler Walm und Geilinger Kragen sind Stahleinbauteile, die aus zusammengeschweißten Stahlprofilen bestehen und einzeln angefertigt werden. Die Auflagerkonstruktionen sind stahlbaumäßig einzubauen und somit aufwändig und lohnintensiv. Das Versetzen der Einbauteile muss wegen des großen Eigengewichts mit Hebezeug, z.B. mit einem Kran, erfolgen.Tobler Walm and Geilinger collars are steel components that consist of welded-together steel profiles and are manufactured individually. The support structures have to be installed according to steel construction and are therefore laborious and labor intensive. The displacement of the built-in parts must be due to the large weight with hoist, e.g. with a crane, done.
Sämtliche gebräuchlichen Lösungen sind in ihrer Wirkungsweise abhängig vom Werkstoff Beton. Verfolgt man die Lastabtragung (Verlauf der Querkräfte), so wird mehrmals die Last in die Bewehrungselemente ein- und ausgeleitet, bis sie in den schubunkritischen Bereich gelangt. Hierbei kann ein Versagen infolge Schub- oder Druckbruchs, oder ein Ausreißen der Bewehrungselemente, auftreten.All common solutions are dependent on the material concrete in their mode of action. If the load transfer (course of the transverse forces) is followed, the load is fed into and out of the reinforcement elements several times until it reaches the low-rebound area. In this case, a failure due to shear or pressure fracture, or a tearing of the reinforcing elements occur.
Es ist daher eine Aufgabe der Erfindung, eine neue Deckenverstärkung, und ein Verfahren zu ihrer Herstellung, bereitzustellen..It is therefore an object of the invention to provide a new ceiling reinforcement, and a method for its manufacture.
Nach einem ersten Aspekt der Erfindung wird diese Aufgabe gelöst durch den Gegenstand des Patentanspruchs 1. Durch das flächige Bewehrungsteil können Querkräfte oder Momente besser aufgenommen und verteilt werden. Treten bei Erreichen der Zugfestigkeit des Betons die ersten Risse in diesem auf, so kann die Last fächerartig über das Bewahrungsteil verteilt werden. Eine Mitwirkung des Betons für die Zugstreben ist nicht erforderlich. Die Lasten werden über das Bewehrungsteil direkt nach dem Prinzip des Minimums der Formänderungsarbeit abgetragen. Somit bleiben querkraftbedingte Risse klein, und die Traglast des Stahlbetonteils wird maximiert. Das Bewehrungsteil übernimmt somit nach Erreichen der Zugfestigkeit des Betons die Funktion des Betons. Das Bewehrungsteil umfasst hierbei die durchlaufende Biegebewehrung der Stahlbetonstütze. Somit wird eine Absturzsicherung der Flachdecke konstruktiv durch die Durchstanz-Bewehrung erfüllt. Eine über die Stahlbetonstütze verlaufende Biegebewehrung in der Druckzone, wie sie aus der
Dabei wird die Erfindung mit großem Vorteil gemäß den Merkmalen des Anspruchs 2 weitergebildet, da man so die Traglast eines Stahlbetonteils in sehr einfacher Weise erhöhen kann. - Unter Stahlbetonteil wird immer auch ein Spannbotonteil verstanden.The invention is developed with great advantage according to the features of claim 2, since one can increase the load of a reinforced concrete part in a very simple manner. - Under reinforced concrete part is always understood a Spannbotonteil.
Nach einem weiteren Aspekt der Erfindung wird die gestellte Aufgabe gelöst durch den Gegenstand des Patentanspruchs 7. Durch eine derartige Formung ist ein leichter Einbau des Bewehrungsteil zwischen der oberen und unteren Lage der Biegezugbewehrung möglich. Es werden keine zusätzlichen Lagesicherungen benötigt. Hierbei wird das Bewehrungsteil nach Einbau der unteren Bewehrungslage auf diese abgestellt und kann somit der oberen Bewehrungslage zusätzlich als Abstandshalter dienen.According to a further aspect of the invention, the stated object is achieved by the subject matter of patent claim 7. Such a shaping makes it possible to easily install the reinforcement part between the upper and lower layers of the bending tensile reinforcement. No additional location backups are needed. In this case, the reinforcement part is placed after installation of the lower reinforcement layer on this and can thus serve the upper reinforcement layer in addition as a spacer.
Weitere Einzelheiten und vorteilhafte Weiterbildungen der Erfindung ergeben sich aus dem im folgenden beschriebenen und in der Zeichnung dargestellten Ausführungsbeispiel, sowie aus den Unteransprüchen. Es zeigt
- Fig. 1
- einen Vertikalschnitt durch eine Ausführungsform einer erfindungsgemäße Anordnung, gesehen längs der Linie I-I der
Fig. 2 , - Fig. 2
- einen Grundriss, gesehen in Richtung des Pfeiles II der
Fig. 1 , - Fig. 3
- eine vergrößerte Darstellung einer Einzelheit der
Fig. 2 , - Fig. 4
- eine Darstellung der Lastpfade, in einer Schnittdarstellung analog
Fig. 1 , - Fig. 5
- eine Darstellung der Zug- und Druckstreben, ebenfalls in einer Schnittdarstellung analog
Fig. 1 , - Fig. 6
- eine isometrische Darstellung:eines bei den
Figuren 1 bis 3 verwendeten Bewehrungsteils, - Fig. 7
- eine Seitenansicht eines Bewehrungsteils,
- Fig. 8
- einen Schnitt, gesehen längs der Linie VIII-VIII der
Fig. 7 , - Fig. 9
- einen Schnitt, gesehen längs der Linie IX-IX der
Fig. 7 , und - Fig. 10
- einen Schnitt, gesehen längs der Linie X-X der
Fig. 7 .
- Fig. 1
- a vertical section through an embodiment of an inventive arrangement, seen along the line II of
Fig. 2 . - Fig. 2
- a floor plan, seen in the direction of the arrow II of the
Fig. 1 . - Fig. 3
- an enlarged view of a detail of
Fig. 2 . - Fig. 4
- a representation of the load paths, in a sectional view analog
Fig. 1 . - Fig. 5
- a representation of the tension and compression struts, also in a sectional view analog
Fig. 1 . - Fig. 6
- an isometric representation: one in the
FIGS. 1 to 3 used reinforcement part, - Fig. 7
- a side view of a reinforcement part,
- Fig. 8
- a section seen along the line VIII-VIII of
Fig. 7 . - Fig. 9
- a section, seen along the line IX-IX of
Fig. 7 , and - Fig. 10
- a section, seen along the line XX the
Fig. 7 ,
Mit dem vertikalen Element 10 ist eine Stahlbetondecke 20 verbunden. (Alternativ kann dies auch ein Balkensystem 20 sein). Die Decke 20 hat eine obere Bewehrung 22 und eine untere Bewehrung 24, über denen sich jeweils eine Betonüberdeckung 26 bzw. 28 befindet. Die Decke 20 ist nur im Auschnitt dargestellt.With the vertical element 10 a reinforced
Zwischen den Bewehrungen 22, 24, und bevorzugt als Abstandshalter für diese, befinden sich flächige Bewehrungselemente, die in
Die Bewehrungen 30, 32 ragen jeweils mit ihren Spitzen bis in den Randbereich des vertikalen Elements 10 und umgreifen dort ein zugeordnetes Bewehrungselement 12, 14, vgl.
Bevorzugt bestehen die Bewehrungselemente 30, 32, 34, 36 aus gebogenem Stahlblech, gewöhnlich mit einer Dicke im Bereich von 2 bis 6 mm. Diese Dicke richtet sich nach den statischen Erfordernissen. Ggf. können die flächigen Bewehrungselemente auch aus Kohlefasern oder einem geeigneten Kunststoff hergestellt werden, oder aus Kompositmaterial.Preferably, the reinforcing
Die Bewehrungselemente 30, 32, 34, 36 sind flächig ausgebildet. Zum Beispiel steht das Bewehrungselement 32 auf der unteren Bewehrung 24 auf, die innerhalb der Betondecke 20 angeordnet ist. Die obere Bewehrung 22 liegt auf dem Bewehrungselement 32 auf und ist ihrerseits in der oberen Betonabdeckung 26 angeordnet. An seinem oberen Randbereich hat das Bewehrungselement 32 Ausnehmungen (Löcher) 40, deren Durchmesser an die Körnung des verwendeten Betons angepasst und gewöhnlich größer als 32 mm ist. Ebenso hat es an seinem unteren Randbereich Ausnehmungen 42, deren Durchmesser gewöhnlich größer als 32 mm ist. Die Ausnehmungen 40, 42, die man auch als Durchbrechungen bezeichnen kann, sind bevorzugt kreisrund ausgeführt und sind bei diesem Ausführungsbeispiel senkrecht übereinander angeordnet. Nach dem Einbringen des Betons 29 erstreckt sich durch jede dieser Ausnehmungen 40, 42 der Beton 29 und bildet dort "Betondübel", also Verankerungen, die dazu dienen, Schubkräfte aus dem Beton 29 in das betreffende flächige Bewehrungselement 30, 32, 34, oder 36 einzuleiten.The reinforcing
Ferner sind die Bewehrungselemente 30, 32, 34, 36 bevorzugt in ihrem Mittelbereich mit Sicken 44 (
Die von der Stütze 10 ausgehenden Streben sind Druckstreben. Sie verankern sich im inneren Bereich des "Durchstanzkegels" an den oberen Betondübeln, also den Betondübeln in den Ausnehmungen 40. Dies ist die Lasteinleitung in das flächige Bewehrungsteil 32. Ab dieser Verankerung verlaufen die Streben, wie dargestellt, nur im flächigen Bewehrungsteil 32, und es bildet sich ein Schubfeld. Dieses bewirkt eine flächige Lastabtragung im Bewehrungsteil 32 bis in den schubunkritischen Bereich, welcher außerhalb der Risszone 50 liegt.The outgoing from the
Wenn also die Zugfestigkeit des Betons 29 in den Zug-Fachwerkstäben erreicht ist, übernimmt das flächige Bewehrungselement 32 die Funktion des Betons.Thus, when the tensile strength of the concrete 29 in the tension truss bars is reached, the
Unterstellt man im Traglastzustand einen Starrkörpermechanismus, also eine Abtrennung der restlichen Decke 20 vom Durchstanzkegel 50, so erfolgt die Querkraftübertragung ausschließlich über das flächige Bewehrungselement 32. Es findet eine Entkopplung der Biege- und Schubbewehrung statt.Assuming in the load condition a rigid body mechanism, so a separation of the remaining
Wenn der Grenzzustand der Tragfähigkeit erreicht ist, sollte das Versagen einer dargestellten Anordnung mit ausreichender Vorankündigung erfolgen. Hierfür ist die Duktilität des flächigen Bewehrungselements 30, 32 von Bedeutung. Bei einer solchen Anordnung werden nämlich die Querkräfte über das flächige Bewehrungselement 30, 32 übertragen. Wenn also die Tragkraft erreicht ist, versagt das flächige Bewehrungselement 30, 32, das bevorzugt aus Stahl hergestellt ist, und das Versagen ist ein duktiles Stahlversagen und nicht ein sprödes Betonversagen in Form eines Schub-Druckbruchs, d.h. das Versagen kündigt sich an und erfolgt nicht plötzlich. Dies ist auch wichtig bei Erdbeben.When the ultimate limit state is reached, failure of an illustrated arrangement should be made with sufficient advance notice. For this purpose, the ductility of the sheet-like reinforcing
Die "Betondübel" in den Ausnehmungen 40, 42 haben ein ausreichend elastisches Verhalten, und bei Ausfall eines dieser Betondübel werden die benachbarten Betondübel die Last übernehmen, d.h. es findet lediglich eine Umlagerung der Last statt. Die Ausnehmungen 40, 42 und die Sicken 44 unterstützen die Betondübel bei Verankerung der schrägen Druckstreben.The "concrete dowels" in the
Bei Bedarf können durch die Ausnehmungen 40, 42 Bewehrungsstäbe durchgeführt werden, und diese können auch mit Rödeldrähten an diesen Ausnehmungen befestigt werden. Dadurch erhält man eine weitere Verbesserung.If necessary, reinforcing bars can be made through the
Fig. 6 zeigt eine isometrische Darstellung des Bewehrungsteils 32 der
Die
Naturgemäß sind im Rahmen der vorliegenden Erfindung vielfache weitere Abwandlungen und Modifikationen möglich.Naturally, many further modifications and modifications are possible within the scope of the present invention.
Claims (19)
- A slab reinforcement, comprising:a reinforced concrete column (10),a slab portion (20), implemented as a reinforced concrete or prestressed concrete portion comprising an upper layer of reinforcement (22) and a lower layer of reinforcement (24), and which is configured to transfer loads into the reinforced concrete column (10),reinforcing elements (12, 14) provided in the reinforced concrete column (10), which extend through the slab portion (20),and at least one laminar reinforcing part (30, 32, 34, 36),- which encompasses a reinforcing element (12, 14) of the reinforced concrete column (10) and, starting from this reinforcing element (12, 14),- extends between the upper layer of reinforcement (22) and the lower layer of reinforcement (24) of the slab portion (20) essentially over the complete distance between these layers of reinforcement (22, 24),- is substantially perpendicular to a surface of the slab portion (20),- and comprises anchor means (40, 42) to anchor the concrete.
- Slab reinforcement of claim 1, wherein the laminar reinforcing part (30, 32, 34, 36) extends to both sides of a fracture zone (50) occurring in the slab portion (20) when the tensile strength of the concrete (29) of the slab portion (20) is exceeded due to a load (Q; M).
- Slab reinforcement of claim 1 or 2, wherein the anchor means (40, 42) of the laminar reinforcing part (30, 32, 34, 36) is provided at both sides of a fracture zone (50) occurring in the slab portion (20) when the tensile strength of the concrete (29) of the slab portion (20) is exceeded due to a load (Q; M).
- Slab reinforcement of one of the preceding claims, wherein the anchor means is provided as a plurality of holes (40, 42) sized to allow the formation of concrete dowels therethrough.
- Slab reinforcement of one of the preceding claims, wherein the laminar reinforcing part (30, 32, 34, 36) comprises beads (44).
- Slab reinforcement of one of the preceding claims, wherein at least one border of the laminar reinforcing part (30, 32) comprises recesses (46, 48) opening towards that border.
- Slab reinforcement of one of the preceding claims, wherein the laminar reinforcing part (30, 32, 34, 36) in horizontal projection has the shape of a U, V, a hairpin or similar (FIG. 2, 3).
- Slab reinforcement of one of the preceding claims, wherein the reinforcing element (12, 14) of the reinforced concrete column (10) is arranged substantially inside a vertex of the laminar reinforcing part (30, 32) that encompasses this reinforcing element (12, 14).
- Slab reinforcement of one of the preceding claims, wherein the laminar reinforcing part (30, 32, 34, 36) is undulated.
- Slab reinforcement of one of the preceding claims, wherein the laminar reinforcing part (30, 32, 34, 36) is bent in the shape of a hat.
- Slab reinforcement of one of claims 1 to 9, wherein the laminar reinforcing part is bent in the shape of a trapezoid.
- Slab reinforcement of one of the preceding claims, wherein the laminar reinforcing part comprises holes (40, 42) through which reinforcement bars are disposed.
- Slab reinforcement of claim 12, wherein the reinforcement bars are attached to the holes (40, 42).
- Slab reinforcement of one of the preceding claims, wherein the laminar reinforcing part (30, 32, 34, 36) is designed as a spacer between the upper layer of reinforcement (22) and the lower layer of reinforcement (24).
- Slab reinforcement of one of the preceding claims, wherein the laminar reinforcing part (30, 32, 34, 36) is made of sheet steel.
- Slab reinforcement of one of claims 1 to 14, wherein the laminar reinforcing part is made of a carbon fiber material.
- Slab reinforcement of one of claims 1 to 14, wherein the laminar reinforcing part is made of a plastic or a composite material.
- Slab reinforcement of one of the preceding claims, wherein the anchor means (40, 42) is disposed at an upper and a lower border of the laminar reinforcing part (30, 32).
- A method of manufacturing a slab reinforcement comprising a reinforced concrete column (10) having reinforcing elements (12, 14) and a slab portion (20), implemented as a reinforced concrete or prestressed concrete portion, the method comprising the following steps:a) placing a lower layer of reinforcement;b) placing at least one laminar reinforcing part for shear reinforcement onto the lower layer of reinforcement in such a way that it is substantially perpendicular to it and encompasses a reinforcing element of the reinforced concrete column (10);c) placing an upper layer of reinforcement onto this at least one laminar reinforcing part in such a way that the latter serves as a spacer between the lower and the upper layers of reinforcement;d) pouring concrete over the portion formed of the lower layer of reinforcement, the at least one laminar reinforcing part and the upper layer of reinforcement.
Applications Claiming Priority (3)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
DE10002383A DE10002383A1 (en) | 2000-01-20 | 2000-01-20 | Transverse stressed steel or stressed concrete part has reinforcement layers on surfaces and a flat surface component placed at right angles to surface and over entire structural thickness between reinforcement layers |
DE10002383 | 2000-01-20 | ||
PCT/EP2001/000634 WO2001053623A2 (en) | 2000-01-20 | 2001-01-20 | Reinforced or pre-stressed concrete part which is subjected to a transverse force |
Publications (2)
Publication Number | Publication Date |
---|---|
EP1248889A2 EP1248889A2 (en) | 2002-10-16 |
EP1248889B1 true EP1248889B1 (en) | 2012-01-18 |
Family
ID=7628185
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
EP01923551A Expired - Lifetime EP1248889B1 (en) | 2000-01-20 | 2001-01-20 | Slab reinforcement and its method of manufacturing |
Country Status (6)
Country | Link |
---|---|
US (1) | US7874110B2 (en) |
EP (1) | EP1248889B1 (en) |
AT (1) | ATE542000T1 (en) |
AU (1) | AU2001250302A1 (en) |
DE (1) | DE10002383A1 (en) |
WO (1) | WO2001053623A2 (en) |
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CN104718332B (en) * | 2012-09-05 | 2017-03-08 | 韩国建设技术研究院 | Punching Shear is with strengthening component and construction method |
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CN104805945A (en) * | 2015-04-10 | 2015-07-29 | 安徽新华学院 | Anti-floating composite light mandrel for cast-in-place open-web floor and manufacturing method thereof |
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-
2001
- 2001-01-20 AU AU2001250302A patent/AU2001250302A1/en not_active Abandoned
- 2001-01-20 WO PCT/EP2001/000634 patent/WO2001053623A2/en active Application Filing
- 2001-01-20 AT AT01923551T patent/ATE542000T1/en active
- 2001-01-20 EP EP01923551A patent/EP1248889B1/en not_active Expired - Lifetime
- 2001-01-20 US US10/182,208 patent/US7874110B2/en not_active Expired - Fee Related
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WO2001053623A2 (en) | 2001-07-26 |
AU2001250302A1 (en) | 2001-07-31 |
WO2001053623A3 (en) | 2002-02-28 |
DE10002383A1 (en) | 2001-07-26 |
EP1248889A2 (en) | 2002-10-16 |
US20030154674A1 (en) | 2003-08-21 |
US7874110B2 (en) | 2011-01-25 |
ATE542000T1 (en) | 2012-02-15 |
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