EP0947640B1 - Armature à haute adhérence - Google Patents

Armature à haute adhérence Download PDF

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Publication number
EP0947640B1
EP0947640B1 EP99106414A EP99106414A EP0947640B1 EP 0947640 B1 EP0947640 B1 EP 0947640B1 EP 99106414 A EP99106414 A EP 99106414A EP 99106414 A EP99106414 A EP 99106414A EP 0947640 B1 EP0947640 B1 EP 0947640B1
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EP
European Patent Office
Prior art keywords
anchoring elements
reinforcing element
elements
section
anchoring
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
Application number
EP99106414A
Other languages
German (de)
English (en)
Other versions
EP0947640A2 (fr
EP0947640A3 (fr
Inventor
Richard Prof. Dr.-Ing. Rojek
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Individual
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Individual
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Filing date
Publication date
Priority claimed from DE29806259U external-priority patent/DE29806259U1/de
Priority claimed from DE29806262U external-priority patent/DE29806262U1/de
Priority claimed from DE29806261U external-priority patent/DE29806261U1/de
Application filed by Individual filed Critical Individual
Publication of EP0947640A2 publication Critical patent/EP0947640A2/fr
Publication of EP0947640A3 publication Critical patent/EP0947640A3/fr
Application granted granted Critical
Publication of EP0947640B1 publication Critical patent/EP0947640B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04F—FINISHING WORK ON BUILDINGS, e.g. STAIRS, FLOORS
    • E04F19/00—Other details of constructional parts for finishing work on buildings
    • 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
    • E04B1/003—Balconies; Decks
    • E04B1/0038—Anchoring devices specially adapted therefor with means for preventing cold bridging
    • 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
    • E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance
    • 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 device for concentrated introduction of force in concrete with at least one existing steel, rod-shaped reinforcing element, which is provided with anchoring elements, the circumferential, over the core cross-section of the rod-shaped reinforcing element radially projecting, have a composite with the concrete producing application surfaces.
  • the US 5,449,563 A shows a rod-shaped reinforcing element, which is provided with a circumferentially mounted, welded or soldered helix. This should consist of zinc. The goal here is not a better bond but a corrosion protection of the reinforcing element on a galvanic basis.
  • the US 5 038 545 A shows a rod-shaped reinforcing element with circumferentially welded ribs.
  • ribbed areas alternate with ribless areas along the length.
  • the aim of this known arrangement is namely to be able to easily bend the rod-shaped reinforcement element.
  • ribless areas are provided. To achieve a good bond with the concrete ribs are provided in subsequent areas.
  • the CH 364 886 C shows a reinforcing rod, which is provided in the region of one end with a rolled thread on which an anchoring body is screwed in the form of a nut.
  • the force is introduced into the concrete via the nut, which produces the composite with the concrete.
  • the thread is used to make a screw the nut with the rod and not for the production of a composite with the concrete.
  • the thread therefore represents a screw thread here.
  • the standard solution used today for reinforcing the concrete with regard to the absorption of tensile or compressive stresses consists of ribbed reinforcing bars.
  • the bonding of these bars to the concrete is mainly ensured by ribs or notches whose profile heights reach less than 10% of the bar diameter.
  • this bond is comparatively weak: If tensile stresses reach the concrete tensile strength in the area of such bars and the reinforcing bar assumes the corresponding tensile force after the resulting crack, the bond between reinforcement and concrete is destroyed to a certain length next to the banks of cracks.
  • the expansions of the rebar add up to more or less large crack widths. In certain cases, such as B. transverse tensile stresses due to large compressive forces, thereby the capacity of the reinforced concrete construction is significantly limited.
  • the most common type of training of tensile or compressive force anchorages in steel and prestressed concrete structures consists in the arrangement of the so-called anchoring lengths for ribbed reinforcing bars, which are to be formed according to DIN 1045 or ENV DIN 1992-1.
  • These anchoring lengths have the disadvantage that relatively long lengths are required for the introduction of the forces, in particular for straight bars due to the comparatively weak composite. They are about forty times the bar diameter for the ribbed bars in the most common concrete.
  • Shorter anchoring lengths can be achieved by using conventional threaded rods for anchoring. From the application as composite dowels It is known that the anchoring length in this training must be about ten times as long as the rod diameter.
  • anchor plates are arranged in practice as a special solution, which are welded at the rod end perpendicular to the rod axis or disc-shaped head thickening formed.
  • the latter are u. a. known from EP 0495 334 B1 and DE 195 48 685 C1.
  • the reinforcing element is formed as a section of a prefabricated rod and is provided over the entire length with molded anchoring elements, wherein the ratio of the outer diameter of the anchoring elements to the diameter of the circular core cross section between 1, 3 and 2.
  • the object according to the invention can advantageously be produced in the form of a long bar, from which in each case reinforcing elements of the desired length can be cut off.
  • the measures according to the invention therefore enable a simple and inexpensive production and logistics.
  • the integrally formed anchoring elements can be designed as annular and / or disc-shaped and / or spiral-shaped and / or complementary to such forms elements.
  • the diameter ratio according to the invention leads advantageously to a significantly greater depth of the application surfaces, as is the case with normal screw threads.
  • the measures according to the invention therefore also bring a very considerable advantage for the carrying behavior.
  • Over the entire length provided anchoring elements lead along the entire length of the associated reinforcing element to a high-strength bond between this and the surrounding concrete. As a result, on the one hand virtually slip-free load discharges can be achieved.
  • the ratio of the outer diameter of the anchoring elements to the diameter of the core cross section can advantageously be 1.4 to 1.5, which is particularly favorable both in terms of production and in terms of power transmission.
  • anchoring elements are distributed uniformly over the length of the reinforcing element.
  • the anchoring elements can here be advantageously dimensioned the same way over the entire length. In cases with uneven distribution of the anchoring elements
  • the size of the application surfaces with the number of anchoring elements per unit length can decrease inversely proportional and vice versa.
  • FIGS. 1 to 3 show different variants of the reinforcement according to the invention. From the basic forms shown here, each consisting of a supporting core cross-section 1 and several, lastaufikiden positioned.-donating to The core cross-section 1 integrally formed anchoring elements 3 and 4 or 5, any number of other forms can be developed.
  • the anchoring elements 3 are disc-shaped or annular.
  • the reinforcing bar shown is continuous, that is provided on its entire length with reinforcing elements 3. These can be arranged with or without intermediate spacing. In the example shown, no intermediate space is provided. Characterized in that the reinforcing rod is continuous, that is provided over its entire length, with reinforcing elements 3, results in a simple production and logistics. It is not necessary to produce such reinforcing bars in the dimensions of the individual application. Rather, long bars can be produced, from which the reinforcing bars can be easily cut to length for the individual application.
  • the reinforcing bar shown in Figure 2 differs from the previous one in that the continuous, that is provided over the entire length of the reinforcing bar anchoring elements form a continuous here, that is not interrupted spiral. But even with mutually spaced spiral sections would be conceivable.
  • the slope of the spiral is here so that the turns connect directly to each other.
  • the difference with respect to annular anchoring elements is negligible.
  • the production is relatively simple, since the spiral anchoring elements can be produced by rollers or rollers comparatively inexpensive. In the non-cutting production by rolling or rolling arise in any case due to the deformation hardening higher strength of the reinforcement than in spanender production.
  • the cross-sectional shape of the anchoring elements 4 may be formed instead of the drawn flat boundary surfaces preferably with rounded grooves. In addition to the further simplified production, this also leads to an increase in the fatigue strength of the finished reinforcement.
  • the reinforcing element 5 forming screw need not necessarily be limited sharp-edged, but rather by the rounding of the screw cross section, the advantages already mentioned above can be achieved.
  • intermediate distances occur between the individual screw turns.
  • the embodiment according to FIG. 3 can be produced even more cost-effectively than the arrangement according to FIG.
  • the difference in bearing capacity is likely to be negligible in most applications.
  • a particularly advantageous application provides the reinforcement with high-strength composite in securing flat slabs against punching.
  • Such an example is based on FIGS. 4, 5.
  • the failure of flat slabs in the area of the supports described with the descriptive term "punching" can be interpreted as a slit fracture as a result of very large, biaxial, inclined compressive stresses. So far, usual reinforcements such. B. anchors with disc-like head thickening are not able to effectively limit the resulting due to the biaxial compressive stresses transverse strains due to their limited composite effect.
  • the existing shear reinforcement thus can not prevent the failure of the frusto-conical pressure surface. It only hangs the bearing loads of the flat ceiling after the failure of the pressure surface in the upper, over the fracture surface (15) remaining part of the ceiling. This system change due to the pressure fracture affects the bending resistance of the flat very disadvantageous, which has not yet been researched in detail.
  • the shear reinforcement consists of reinforcements 12 a - c with anchoring elements 13.
  • the anchoring elements are formed according to the invention. Welded or clamped anchoring elements are not according to the invention.
  • the reinforcements 12a-c are grouped together with a carrier 14 to form a shear reinforcement unit, whereby they can be installed particularly easily and with reliable securing of the required position.
  • the incorporation of the anchors according to the invention between a network of bending reinforcement as a result of the substantially smaller gross cross-sectional area is considerably simpler and thus less expensive.
  • On the displaceable connection of the armature 12 a - c with the carrier 14 will be able to dispense with this simplification in numerous applications, whereby the cost can be made even cheaper.
  • FIG. 5 shows the group-wise arrangement of the shear reinforcement unit according to FIG. 4 in plan view.
  • the armatures 12 a and 12 b for example, by welded joints 16 fixedly connected to the carrier 14, while the armature 12 c can be moved by means of a suitable connecting element 17 within the support opening 18, if necessary, to the previously laid To be able to dodge the reinforcement 19.
  • Another possible application may be the formation of joint carriers, by means of which those of e.g. by a Dämmfuge distanced from a subsequent reinforced concrete slab cantilever bearing forces and the Biegezug- and - réelle concept be passed over the Dämmfuge.
  • both the bending tensile forces occurring above and the bending pressure forces which become effective below are extremely advantageously absorbed by anchor rods according to the invention, which are equipped with uniformly distributed anchoring elements, guided via the insulating joint and introduced there again.
  • the joint carriers can be made extremely short in comparison to all previously available on the market systems, without additional welds or precise connections with the reinforced concrete reinforcement are required. There are quite significant advantages for the production, logistics and installation of such support elements.
  • the anchor elements Due to the small gross cross-section of the anchor elements they can be arranged relatively close to the upper or lower concrete surface and thereby additionally give a favorable structural behavior, because the lever arm of the internal forces compared to the previously known systems is significantly larger.

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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)
  • Reinforced Plastic Materials (AREA)
  • Moulding By Coating Moulds (AREA)

Claims (12)

  1. Dispositif pour l'introduction concentrée d'efforts dans le béton, comprenant au moins un élément d'armature en forme de bâton qui est fait en acier et qui est muni d'éléments d'ancrage (3 à 5, 13) qui présentent des surfaces de support circonférentielles lesquelles dépassent radialement de la section de noyau (1) dudit élément d'armature en forme de bâton et lesquelles créent une adhérence au béton, caractérisé par le fait que ledit élément d'armature est réalisé comme un tronçon d'une barre préfabriquée et est muni, sur toute la longueur, continûment d'éléments d'ancrage (3 à 5, 13) formés sur celui-ci, le rapport du diamètre extérieur des éléments d'ancrage (3 à 5, 13) au diamètre de la section de noyau circulaire (1) étant compris entre 1,3 et 2.
  2. Dispositif selon la revendication 1, caractérisé par le fait que le rapport du diamètre extérieur des éléments d'ancrage (3 à 5, 13) au diamètre de la section de noyau (1) est compris entre 1,4 et 1,5.
  3. Dispositif selon l'une des revendications précédentes, caractérisé par le fait que la taille des surfaces de support diminue de façon inversement proportionnelle avec le nombre des éléments d'ancrage (3 à 5, 13) par unité de longueur.
  4. Dispositif selon l'une des revendications précédentes, caractérisé par le fait que la distance réciproque des éléments d'ancrage (3 à 5, 13), mesurée sur le bord extérieur, correspond au moins à la saillie des éléments d'ancrage par rapport à la section de noyau (1) de l'élément d'armature respectivement associé.
  5. Dispositif selon l'une des revendications précédentes, caractérisé par le fait que la distance réciproque d'éléments d'ancrage (3 à 5, 13) voisins l'un de l'autre, mesurée sur le bord extérieur, correspond tout au plus à dix fois la saillie de ceux-ci par rapport à la section de noyau (1) de l'élément d'armature respectivement associé.
  6. Dispositif selon l'une des revendications précédentes 4 ou 5, caractérisé par le fait qu'entre quatre et cinq éléments d'ancrage (3 à 5, 13) sont disposés sur une longueur correspondant à deux fois le diamètre de noyau.
  7. Dispositif selon l'une des revendications précédentes, caractérisé par le fait que les éléments d'ancrage (3 à 5, 13) sont répartis uniformément sur la longueur de l'élément d'armature.
  8. Dispositif selon l'une des revendications précédentes, caractérisé par le fait que les éléments d'ancrage (4, 5, 13) forment au moins une hélice qui s'étend au moins sur plusieurs spires et dont le pas est compris de préférence entre 45° et 75°, de préférence une plaque d'obturation étant prévue qui relie, à l'extrémité, les surfaces de coupe transversale de l'élément d'armature et de l'élément d'ancrage hélicoïdal fixé sur celui-ci.
  9. Dispositif selon l'une des revendications précédentes, caractérisé par le fait que la section de noyau (1) des éléments d'armature présente une résistance supérieure à celle de leurs éléments d'ancrage (3 à 5, 13).
  10. Dispositif selon l'une des revendications précédentes, caractérisé par un élément d'armature qui est réalisé comme arceau ouvert de cisaillement et qui est pourvu d'éléments d'ancrage.
  11. Dispositif selon l'une des revendications précédentes, caractérisé par des éléments d'armature (12a, b, c) qui sont réalisés comme ancres de poinçonnage, qui sont pourvus sur l'ensemble de leur longueur d'éléments d'ancrage (13) et qui, de préférence, sont assemblés par groupes avec un support (14) pour former une unité d'armature de cisaillement.
  12. Dispositif selon l'une des revendications précédentes, caractérisé par le fait qu'au moins un élément d'armature est réalisé comme élément - pourvu d'éléments d'ancrage - d'un support couvre-joint qui présente au moins une barre travaillant à l'extension et/ou au moins une barre comprimée et/ou au moins une barre diagonale.
EP99106414A 1998-04-04 1999-03-27 Armature à haute adhérence Expired - Lifetime EP0947640B1 (fr)

Applications Claiming Priority (6)

Application Number Priority Date Filing Date Title
DE29806259U DE29806259U1 (de) 1998-04-04 1998-04-04 Tragvorrichtung für Fugen
DE29806262U 1998-04-04
DE29806261U 1998-04-04
DE29806262U DE29806262U1 (de) 1998-04-04 1998-04-04 Anker mit hochkonzentrierter Krafteinleitung
DE29806261U DE29806261U1 (de) 1998-04-04 1998-04-04 Durchstanzanker
DE29806259U 1998-04-04

Publications (3)

Publication Number Publication Date
EP0947640A2 EP0947640A2 (fr) 1999-10-06
EP0947640A3 EP0947640A3 (fr) 2001-04-04
EP0947640B1 true EP0947640B1 (fr) 2006-08-30

Family

ID=27220095

Family Applications (1)

Application Number Title Priority Date Filing Date
EP99106414A Expired - Lifetime EP0947640B1 (fr) 1998-04-04 1999-03-27 Armature à haute adhérence

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EP (1) EP0947640B1 (fr)
AT (1) ATE338175T1 (fr)
DE (1) DE59913802D1 (fr)

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
ATE483862T1 (de) 2006-08-08 2010-10-15 Halfen Gmbh Thermisch isolierendes bauelement
GB2547326A (en) * 2014-07-07 2017-08-16 Composite Tech Corp Compression transfer member
DE102016013154A1 (de) 2016-10-26 2018-04-26 Regina Hertkorn Verbindungssystem
DE102016124736A1 (de) 2016-12-19 2018-06-21 Schöck Bauteile GmbH Bauelement zur Wärmedämmung
CH717894A2 (de) * 2020-09-22 2022-03-31 Peikko Group Oy Wandbauelement, insbesondere Fassadenwand-Bauelement.

Family Cites Families (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2137718A (en) * 1935-05-17 1938-11-22 Laclede Steel Company Method of making embedded bars
DE907587C (de) * 1939-04-20 1954-03-25 Wilhelm Ludowici Dr Ing Insbesondere auf Biegung beanspruchtes Bauteil aus Beton od. dgl. mit Bewehrung
CH364886A (de) * 1958-08-13 1962-10-15 Dyckerhoff & Widmann Ag Bewehrungsstab für Spannbeton
DE3816930A1 (de) * 1988-05-11 1989-11-23 Heribert Hiendl Rueckbiegefaehiger betonstahl
CH683545A5 (de) 1991-01-18 1994-03-31 Thomas Moesch Schubbewehrung für Flachdecken.
US5449563A (en) * 1994-05-20 1995-09-12 Cominco Ltd. Galvanic protection of rebar by zinc wire
CA2165848C (fr) 1995-12-21 1999-03-30 Amin Ghali Systeme d'armature a goujon pour beton de construction
DE19740032C2 (de) * 1997-09-11 2000-04-27 Dyckerhoff & Widmann Ag Vorrichtung zur Verankerung eines Bewehrungsstabes und Verfahren zur Verankerung einer Dichtsohle

Also Published As

Publication number Publication date
DE59913802D1 (de) 2006-10-12
ATE338175T1 (de) 2006-09-15
EP0947640A2 (fr) 1999-10-06
EP0947640A3 (fr) 2001-04-04

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