EP0079892B1 - Poutre en treillis - Google Patents

Poutre en treillis Download PDF

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Publication number
EP0079892B1
EP0079892B1 EP82900001A EP82900001A EP0079892B1 EP 0079892 B1 EP0079892 B1 EP 0079892B1 EP 82900001 A EP82900001 A EP 82900001A EP 82900001 A EP82900001 A EP 82900001A EP 0079892 B1 EP0079892 B1 EP 0079892B1
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EP
European Patent Office
Prior art keywords
bars
bar
girder
longitudinal
struts
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
Application number
EP82900001A
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German (de)
English (en)
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EP0079892A1 (fr
Inventor
Franz Bucher
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Individual
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Individual
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Filing date
Publication date
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    • 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
    • E04C5/065—Light-weight girders, e.g. with precast parts

Definitions

  • the invention relates to a lattice girder for the production of reinforced concrete ceilings, with at least one longitudinal bar as the upper chord that extends over the entire length of the lattice girder, at least one longitudinal bar as the lower chord, and with transverse bars connecting these, each longitudinal bar of the lower chord by at least one shorter, in the entire length of the additional rod is reinforced, which is adapted in length and arrangement to the torque curve and is connected to the longitudinal rod in a force-transmitting manner in such a way that the tensile forces acting on each additional rod are each completely transferred to the next longer rod, and all longitudinal and Additional bars of the lower chord lie in a horizontal plane.
  • AT-B-309 757 shows a first solution, in which the adhesive rods can be dispensed with in the case of the shorter additional rods, and which allows the reinforcing rods to be arranged next to one another, according to which short reinforcing rods are welded onto the ends of the additional rods and are used for the derivation allow the tensile forces in the pressure zone of the concrete.
  • a reinforcement element which can also form part of a lattice girder of the type mentioned at the outset, has subsequently become known (AT-B-359 253), in which the reinforcement bars of the tensile zone, i.e. the lower chord, which are provided in staggered lengths, directly with one another in a manner are welded that a complete transfer of force from the shorter to the longer reinforcing bars can take place via the welded connections, so that the tensile force is reduced in each case at the end points of the additional bars.
  • the reinforcement bars of the lower chord are thus directly adjacent to one another in the lowest possible level, which prevents an excessive width of the lattice girder in the lower chord.
  • the invention has therefore set itself the task of a lattice girder, the additional bars of the tensile reinforcement adapted to the course of the moment do not require a length of adhesion, and the entire lower chord reinforcement lies in one plane, to connect all shorter bars with at least one continuous longitudinal bar so that they are completely force-transmitting so that no additional work steps or special additional devices are required for the production of the lattice girder.
  • this is achieved with a lattice girder of the type mentioned at the outset in that the parts of the crossbars assigned to the lower chord, which are angled parallel to the plane of the lower chord bars and aligned obliquely in pairs opposite to the lower chord bars, at each point of contact with a longitudinal chord bar and with an additional bar with these are welded in a torsion-resistant manner, and a transfer of the tensile forces from the additional bars into the continuous lower chord longitudinal bars is effected only via the angled parts of the transverse bars.
  • the angled parts of the crossbars are preferably in the same plane and are formed in particular by loops of loop coils.
  • each additional bar to the longitudinal reinforcement bar is therefore not achieved by welding the reinforcement bars directly, but via the angled parts of the cross bars. It has surprisingly been found that a force transmission corresponding to the requirements is also possible if the angled parts of the transverse bars are arranged in a plane parallel to the horizontal plane formed by the reinforcing bars, in particular above the reinforcing bars, since the vertical components in the The path of the force flow from the additional bar over the welding point up into the angled part of a cross bar and from there over the next welding point down into the next longer reinforcing bar is negligible.
  • the prerequisite for the transfer of force is, on the one hand, direct contact between the motion reinforcement bars, since the transverse component lying in the reinforcement plane is reduced to the minimum possible, namely the sum of the radius of two reinforcement bars, and on the other hand the angled parts of the cross bars, which are oppositely inclined with respect to the reinforcement bars, so that the force flow in the horizontal both times is deflected at an obtuse angle.
  • torsion-resistant welded connections practically eliminates the torque otherwise present in each welded joint and the angled part of the crossbar can only be dimensioned in tension or compression.
  • the balance of power is clearly defined and the desired economical production is achieved.
  • Such welds are repeated along the reinforcement bars at relatively short intervals (approximately every 20-25 cm) - according to the arrangement of the cross bars. This results in the additional advantage that the angled parts of the cross bars ensure the composite effect between the reinforcing bars and the heavy concrete, and so smooth reinforcing wires can be used instead of the otherwise required ribbed or profiled wires.
  • the welded connections are not torsionally rigid, and the reinforcing bars must therefore have an adhesive length if they were shortened. It is also known to provide single brackets that are installed vertically or inclined, and have bent parts parallel to the reinforcement plane. Examples with spaced bars, in which the bent parts also run parallel to one another, are shown in AT-B-241 079 and 297 452, 340 650, 357 313 and 360722.
  • the welded connections in these versions are made by non-torsionally rigid welds at the corner points of rectangles formed, and the force flow is reversed twice at right angles, in contrast to the solution according to the invention.
  • a lattice girder 1 has an egg NEN upper flange formed by at least one longitudinal rod 4, a g by at least two ewehrungsstäbe 2, 6 formed lower flange and a series of transverse rods connecting these 3.
  • the lower chord reinforcement has at least one reinforcement bar 2 which is continuous over the entire length of the lattice girder 1 and which is reinforced by at least one shorter additional bar 6.
  • the length and the arrangement of each additional bar 6 are selected so that a bottom chord reinforcement adapted to the torque curve is formed.
  • the additional rods have no adhesive length, they are at most only slightly longer than necessary to cover the moments if they do not end at a cross rod 3.
  • All reinforcement bars 2, 6 lie in a horizontal plane and are preferably provided below the angled parts 5, so that the reinforcement bars 2, 6 can be arranged in the concrete component at the lowest possible point.
  • the reinforcing bars 2, 6 touch each other over the entire length and therefore form a flat bundle.
  • the cross bars 3, which are preferably designed as bow coils (FIGS. 1, 5), have horizontally angled parts on which the reinforcement bars 2, 6 are welded.
  • the angled parts 5 run in pairs opposite to each other at an angle to the reinforcing bars.
  • the contact points 7, which are welded lie at the corner points of a trapezoid, which is torsion-resistant due to the contact of the reinforcing bars 2.
  • the cross bars 3 are preferably formed by loop coils, the lower loops of which are angled and represent the parts 5.
  • the arrangement of the welded contact points 7, not shown, can also be provided in a triangle. Via the angled parts 5, the tensile forces from the additional bars 6 are transferred to the longitudinal reinforcement bars 2, the force flow being deflected at an obtuse angle in the horizontal.
  • the lattice girder 1 according to FIG. 1 has two bow coils provided with angled loops as cross bars 3, which connect the two-part lower chord reinforcement to the upper chord. 2 shows its end view, wherein the cross bars 3 can also be formed by individual brackets. In the embodiment according to FIG. 3, in which the cross bars 3 are also single brackets or loop coils, three reinforcement bars 2, 6, 6, two of which are additional bars 6, are combined in the lower chord reinforcement.
  • two mutually offset stirrups are preferably also provided as cross bars 3, the angled parts 5 of which point towards one another.
  • the longitudinal reinforcement bar 2 is welded to the angled parts 5 of all the cross bars 3, the additional bars 6, however, are only attached to the parts 5 of the cross bars 3 on one side.
  • Fig. 5 shows the top view of angled loops of a hanger snake
  • Fig. 6 angled parts of single stirrups are shown as cross bars, which are arranged in pairs opposite to each other obliquely
  • Fig. 7 finally shows an embodiment in which the cross bars 3 (snakes or single hanger ) have angled parts 5 in two parallel planes, the reinforcing bars 2, 6 being arranged between these two planes and extending above or below the parts 5.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Reinforcement Elements For Buildings (AREA)
  • Rod-Shaped Construction Members (AREA)

Claims (2)

1. Poutre en treillis pour la fabrication de planchers en béton armé, comportant au moins une barre longitudinale (4) servant de membrure supérieure, au moins une barre longitudinale (2) continue sur toute la longueur de la poutre en treillis (1) et servant de membrure inférieure, et des barres transversales (3) assurant leur liaison, chaque barre longitudinale (2) de la membrure inférieure étant renforcée par au moins une barre additionnelle (6) plus courte s'appliquant contre elle sur toute sa longueur, qui est adaptée en longueur et en disposition à l'évolution des moments et qui est reliée à la barre longitudinale (2) pour une transmission de forces de manière que les forces de traction agissant sur chaque barre additionnelle (6) soient respectivement transmises complètement à la barre de longueur immédiatement supérieure, et toutes les barres longitudinales additionnelles (2, 6) de la membrure inférieure étant situées dans un plan horizontal, caractérisée en ce que les parties (5), associées à la membrure inférieure, des barres transversales (3), qui sont pliées parallèlement au plan des barres de la membrure inférieure et que sont orientées dans chaque paire en sens opposés et en oblique par rapport aux barres de la membrure inférieure, sont soudées, dans chaque zone de contact (7) avec une barre longitudinale (2) de membrure inférieure et une barre additionnelle (4), avec celles-ci de façon à résister à la torsion, et une transmission des forces de traction des barres additionelles (6) aux barres longitudinales continues (2) de la membrure inférieure est seulement assurée par l'intermédiaire des parties pliées (5) des barres transversales (3).
2. Poutre en treillis selon la revendication 1, caractérisée en ce que toutes les parties pliées (5) des barres transversales (3) sont situées dans le même plan et constituent avantageusement des boucles d'étriers en serpentins.
EP82900001A 1980-12-29 1981-12-18 Poutre en treillis Expired EP0079892B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
AT6320/80 1980-12-29
AT0632080A AT373012B (de) 1980-12-29 1980-12-29 Gittertraeger fuer die herstellung von stahlbetondecken

Publications (2)

Publication Number Publication Date
EP0079892A1 EP0079892A1 (fr) 1983-06-01
EP0079892B1 true EP0079892B1 (fr) 1984-12-12

Family

ID=3585112

Family Applications (1)

Application Number Title Priority Date Filing Date
EP82900001A Expired EP0079892B1 (fr) 1980-12-29 1981-12-18 Poutre en treillis

Country Status (7)

Country Link
EP (1) EP0079892B1 (fr)
JP (1) JPS57502008A (fr)
AT (1) AT373012B (fr)
DE (2) DE8138571U1 (fr)
HU (1) HU185499B (fr)
IT (2) IT8123921V0 (fr)
WO (1) WO1982002222A1 (fr)

Families Citing this family (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AT378806B (de) * 1983-11-17 1985-10-10 Avi Alpenlaendische Vered Buegelkorb
EP0465776B1 (fr) * 1990-07-12 1994-07-27 BADISCHE DRAHTWERKE GmbH Poutre en treillis
ATA16492A (de) * 1992-01-31 1997-06-15 Bucher Franz Gitterträger
AU700414B1 (en) * 1998-07-21 1999-01-07 Haedong Metal Co., Ltd. Deck panel for reinforced concrete slabs
DE10209046A1 (de) * 2002-03-01 2003-09-18 Badische Drahtwerke Gmbh Bewehrungselement und Verwendung eines Bewehrungselementes
EP2599929A1 (fr) 2011-12-02 2013-06-05 Intersig NV Support de treillis asymétrique
EP2604768A1 (fr) 2011-12-13 2013-06-19 Intersig NV Poutre triangulée

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR1374389A (fr) * 1963-06-26 1964-10-09 Perfectionnement aux armatures de poutrelles
DE1973115U (de) * 1967-08-24 1967-11-23 Baustahlgewebe Gmbh Gittertraeger zur aussteifung von stahlbetonfertigbauplatten.
DE2065433C3 (de) * 1970-11-07 1975-03-27 Gerhard 7416 Goenningen Baisch Bewehrung für eine dünne, als verlorene Schalung für den Ortbeton von Deckenplatten dienende Stahlbetontafel
CH547410A (de) * 1972-11-15 1974-03-29 Baustoff & Handels Ag Deckentraeger.
DE2329943A1 (de) * 1973-06-13 1975-01-09 Rheinbau Gmbh Gittertraeger
AT357313B (de) * 1978-05-08 1980-07-10 Bucher Franz Bewehrungselement
AT359253B (de) * 1979-02-27 1980-10-27 Bucher Franz Bewehrungselement

Also Published As

Publication number Publication date
EP0079892A1 (fr) 1983-06-01
IT8123921V0 (it) 1981-12-29
DE3167760D1 (en) 1985-01-24
DE8138571U1 (de) 1983-05-19
AT373012B (de) 1983-12-12
IT1169296B (it) 1987-05-27
ATA632080A (de) 1983-04-15
HU185499B (en) 1985-02-28
IT8125887A0 (it) 1981-12-29
WO1982002222A1 (fr) 1982-07-08
JPS57502008A (fr) 1982-11-11

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