EP2586924B1 - Selbstragende Stahlfachwerk für Fachwerksysteme aus einem Stahl-Beton-Gemisch - Google Patents

Selbstragende Stahlfachwerk für Fachwerksysteme aus einem Stahl-Beton-Gemisch Download PDF

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Publication number
EP2586924B1
EP2586924B1 EP20110425263 EP11425263A EP2586924B1 EP 2586924 B1 EP2586924 B1 EP 2586924B1 EP 20110425263 EP20110425263 EP 20110425263 EP 11425263 A EP11425263 A EP 11425263A EP 2586924 B1 EP2586924 B1 EP 2586924B1
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EP
European Patent Office
Prior art keywords
reinforcements
steel
concrete
upper longitudinal
rods
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.)
Active
Application number
EP20110425263
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English (en)
French (fr)
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EP2586924A1 (de
Inventor
Giuseppe Carlo Marano
Marc'Antonio Liotta
Floriana Petrone
Francesco Trentadue
Giovanni Bufi
Nicola Ruggiero
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Metalri Srl
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MetalRi SNC
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Publication date
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Priority to EP20110425263 priority Critical patent/EP2586924B1/de
Publication of EP2586924A1 publication Critical patent/EP2586924A1/de
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Publication of EP2586924B1 publication Critical patent/EP2586924B1/de
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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
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/17—Floor structures partly formed in situ
    • E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
    • E04B5/29—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated the prefabricated parts of the beams consisting wholly of metal
    • 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
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0486—Truss like structures composed of separate truss elements
    • E04C2003/0495—Truss like structures composed of separate truss elements the truss elements being located in several non-parallel surfaces

Definitions

  • the present patent application relates to a new kind of self-supporting lattice to be used in the realization of buildings by adopting mixed steel-concrete reticular systems.
  • They are generally structures made up of pre-fabricated metal reticular beams which are assembled in a concrete casting realized in the building yard.
  • the placement of such structures comprises first the positioning of the pre-fabricated reticular beam and in the following the realization of the concrete casting. Therefore, two phases of the useful life of such structures, commonly called phase 1 and phase 2, can be distinguished.
  • the phase 1 is the phase in which the resistance is provided totally by the steel lattice, which being self-supporting, has to resist to the floor and completing fluid concrete weight, to the weight of the additional reinforcement prearranged before the casting at the points stressed by negative moments and to accidental loads possible during the phase 1.
  • the steel lattice being subjected to each above described action, has to remain in an acceptable deformation field, which is expected and calculated in the project phase.
  • the resistance is provided by the structure formed by the steel lattice and by the concrete of the additional casting, which at the end of the curing, has developed the mechanical properties expected in the project phase. Since the additional casting of concrete is made on the entire deck, it is able to make the entire structure integral, thus providing a continuous beam assembly.
  • phase 1 according to constructive systems known at the state of the art and commonly used in the building field, the prefabricated steel lattices coming from the workshops are rested, by means of suitable cranes, on the heads of pillars, thus realizing structures, statically schematizable as beams simply rested on the ends.
  • phase 2 consequently to the concrete curing, the reference static model for calculating stresses and deformations becomes that of a fixed beam, the resistant structure is made up of the pre-stressed steel lattice and the concrete, with acting loads typical of the working phase.
  • WO 02/101168 A1 discloses a metal structure according to the preamble of claim 1.
  • the embodiments of the metal lattices known at the state of the art are limited since they impose an over-dimensioning of the metal reinforcements with respect to the loads which they have to support actually in phase 2.
  • the sole steel lattice has to resist to all the loads acting thereon, and so to its own weight, to the floor and concrete casting weight and to the accidental loads. This feature is called "metal lattice self-supporting during the phase 1".
  • the core reinforcements for construction easiness, are provided with the same diameter along the entire development of the beam, it is assumed that the reinforcement diameter of the entire reticular lattice is dimensioned on the basis of the maximum acting stress, thus resulting in a substantial over-dimensioning in the less stressed areas.
  • the acting load is uniformly distributed, and the core reinforcements in the middle of the lattice have the same diameter of those in the end sections, even if they are subjected to very low stresses. It is therefore clear that they are over-dimensioned.
  • to the cutting resistance capacity of the sole reinforcement is summed the contribution of the concrete which gives a significant contribution in the whole resistant mechanism.
  • Aim of the present invention is therefore to provide a self-supporting steel lattice able to overcome the limits linked to the embodiments known at the state of the art and to allow a low over-dimensioning of the reinforcements of the same lattice at equal acting load conditions.
  • the basic idea of the present invention is in fact that a different topologic arrangement of the lattice allows to exploit at best the features of the different materials, which have to resist to in the different phases of the useful life of the structure, thus avoiding the over-dimensioning of the steel structures in the less stressed areas.
  • the metal lattices known at the state of the art are realized by joining a plate in the lower portion (11) and a series of upper longitudinal reinforcements (12), joined by a series of couples of angular shaped reinforcing rods (13, 14) so arranged to form a shape similar to a rectangular based pyramid, with the base resting on the lower plate (11) and the vertex at the upper longitudinal reinforcements (12), to which the angles of the reinforcing rods (13, 14) are welded.
  • a series of pyramids is set side by side, whose inclined edges are formed by couples of angular shaped reinforcing rods (13, 14).
  • the self-supporting metal lattice object of the present invention has a modular structure similar to the one of the lattice known at the state of the art: there are provided a lower flat element (21), one or more upper longitudinal reinforcements (22) and a series of angular reinforcing rods (23, 24), arranged similarly to the lattices known at the state of the art.
  • the lattice object of the present invention comprises in fact, in addition to what yet described, additional reinforcements (25, 26, 27, 28) in the terminal portions of the same lattice, which coincide with the resting areas during the structure mounting.
  • each reinforcing rod (25, 26, 27, 28) can be connected with an end at the terminal portions (211) of the lower reinforcing element (21) and with the other end connected to the longitudinal reinforcement (22) and to the reinforcing rods (23, 24) at the second or third couple of reinforcing rods starting from the end.
  • the additional reinforcements (25, 26) are connected at the vertex of the second or third pyramid formed by the reinforcing rods.
  • the reinforcements can be connected to the terminal elements (40) indicated in figure 4 , preferably "L" shaped, used to rest the beam on the pillar, or at the base of one between the first two pyramids formed by the reinforcing rods starting form the end.
  • This additional reinforcement functions as stiffening element since it provides a constraint to the additional reinforcements (25, 26), thus reducing the inflection free length and so increasing the compression critical load value.

Claims (5)

  1. Metallstruktur für gemischte Stahlbeton-Netzsysteme, bestehend aus:
    - Obere längere Verstärkungen (22) und untere Stahl- oder Betonbeständige Längselemente (22) durch Verstärkungen (23, 24), um einen Balken (2) zu bilden, wobei die besagten Verstärkungen (23, 24) auf modulare Weise auf der gesamten Länge des betreffenden verbundenen Balkens (2) angeordnet werden, und die winkelförmig geformte Ruten zu den betreffenden oberen Längsverstärkungen (22) und zu den betreffenden niedrigeren beständigen Elementen (21) umfassen, so dass sie die Winkel einer Reihe von auf Rechtecken basierenden Pyramiden bilden, wobei die Basis auf den betreffenden unteren Längsverstärkungen (22) und jede Pyramide ein Modul bildet, angeordnet sind und der Gipfel auf den betreffenden oberen Längsverstärkungen (22) angeordnet ist, wobei der besagte Balken (2) darüber hinaus zusätzliche Verstärkungen (25,26) im Hinblick auf die modulare Anordnung der Verstärkungen der Balken (2) umfasst, die an den Enden des Balkens (2) angeordnet sind, wobei zusätzliche Verstärkungen, die eine Reihe von Ruten (25, 26, 27, 28) für jedes Ende des Balkens an den betreffenden unteren Stahl- oder betonbeständigen Elementen (21) und den besagten oberen Längsverstärkungen (22) enthalten, die sich dadurch auszeichnen, dass die Verbindung der besagten Ruten (25, 26, 27, 28) an den ersten Enden der unteren Widerstandselemente (21) auftreten
    - Am Endabschnitt der betreffenden unteren Widerstandselemente (21)
    - Oder am Ende des Ruheelements (40), das sich am Ende des betreffenden Balkens befindet
    - Oder an der Basis einer der ersten Pyramiden besagter Basis, die durch die Verstärkungsruten gebildet werden, die am Ende des Balkens beginnen
    Und die Verbindung der zweiten Enden der betreffenden Ruten (25, 26, 27, 28) zu den oberen Längsverstärkungen (22) treten an den Verbindungen der oberen Längsverstärkungen (21) eines anderen Moduls als des Moduls auf, das am Ende des Balkens (2) der betreffenden Verstärkungen (23, 24) auftritt, die modular angeordnet sind.
  2. Metallstruktur für gemischte Stahlbeton-Netzsysteme gemäß Anforderung 1, darin ausgedrückt, dass die Verbindung der betreffenden Ruten (25, 26, 27, 28) an den oberen Längsverstärkungen (22) an den Verbindungen der oberen Längsverformungsbehinderungen (21) des zweiten Moduls der betreffenden Verstärkungen (23, 24) auftreten.
  3. Metallstruktur für gemischte Stahlbeton-Netzsysteme gemäß den vorherigen Anforderungen, die darüber hinaus eine zusätzliche Verstärkungsrute (29) umfassen, die rechtwinklig an der Achse des Balkens (2) angeordnet sind, der die Verstärkungsruten (25,26, 27, 28) mit dem ersten Modul der betreffenden Verstärkungen (23, 24) verbinden.
  4. Metallstruktur für gemischte Stahlbeton-Netzsysteme gemäß den vorherigen Anforderungen, dadurch gekennzeichnet, dass die Struktur in Zimmermannsstahl oder in Betonstahl ausgeführt wird und alle Verbindungen zwischen den Verstärkungen durch Schweißen umgesetzt werden.
  5. Gemischte Stahlbeton-Netzsysteme, die eine Metallstruktur gemäß den vorherigen Anforderungen umfassen.
EP20110425263 2011-10-28 2011-10-28 Selbstragende Stahlfachwerk für Fachwerksysteme aus einem Stahl-Beton-Gemisch Active EP2586924B1 (de)

Priority Applications (1)

Application Number Priority Date Filing Date Title
EP20110425263 EP2586924B1 (de) 2011-10-28 2011-10-28 Selbstragende Stahlfachwerk für Fachwerksysteme aus einem Stahl-Beton-Gemisch

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP20110425263 EP2586924B1 (de) 2011-10-28 2011-10-28 Selbstragende Stahlfachwerk für Fachwerksysteme aus einem Stahl-Beton-Gemisch

Publications (2)

Publication Number Publication Date
EP2586924A1 EP2586924A1 (de) 2013-05-01
EP2586924B1 true EP2586924B1 (de) 2014-04-30

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Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
ITUA20162997A1 (it) * 2016-04-29 2017-10-29 Tecnopan Eng S R L Struttura di trave mista e relativo metodo di assemblaggio
IT201900025252A1 (it) * 2019-12-23 2021-06-23 Giovanni Vitone Traliccio per sistemi tralicciati misti acciaio-calcestruzzo con anime e correnti superiori ottimizzati

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR60800E (fr) * 1948-10-14 1955-01-26 Plancher perfectionné
DE4201797C1 (de) * 1992-01-23 1993-07-08 Julius 8399 Griesbach De Schaetz
AU2002256575B2 (en) * 2001-06-12 2008-07-03 Premier Steel Technologies Pty Limited A structural formwork member
ITUD20030024A1 (it) * 2003-01-31 2004-08-01 Tecnostrutture Srl Trave portante di tipo misto acciaio-cemento e relativo procedimento di realizzazione.

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