EP2586924B1 - Self-supporting steel truss for mixed steel-concrete truss systems - Google Patents

Self-supporting steel truss for mixed steel-concrete truss systems 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
Other languages
German (de)
French (fr)
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EP2586924A1 (en
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/en
Publication of EP2586924A1 publication Critical patent/EP2586924A1/en
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Publication of EP2586924B1 publication Critical patent/EP2586924B1/en
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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.

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

Description

  • 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. In phase 2, instead, 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.
  • During 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. During 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.
  • A reticular beam known at the state of the art, which is rested between two pillars is shown in figure 1. 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. In fact in the phase 1, in which the structural model is that of a beam, which is simply rested on the ends, 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".
  • In such constraint and load conditions, which generally can be assimilated to an uniformly distributed load, a possible crisis of the lattice arrives owing to the instability of the compressed rods in the points of the beam where the cutting has higher values.
  • Since 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. In working conditions, in fact, 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. Moreover, in phase 2, 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. These and other advantages will be highlighted in the description of the invention, which refers to the appended drawings.
    • Figures 1 and 2 show a lattice according to an embodiment known at the state of the art.
    • Figures 3 and 4 show a preferred embodiment of the metal lattice according to the present invention.
    • Figure 5, finally, shows a second embodiment of the metal lattice according to the present invention.
  • As it is shown in figures 1 and 2, 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. Along the whole length of the lattice (1), a series of pyramids is set side by side, whose inclined edges are formed by couples of angular shaped reinforcing rods (13, 14).
  • As is is shown in figure 3, 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.
  • According to the invention there is provided a couple of reinforcing rods (25, 26, 27, 28) at each one of the two ends of the lattice (2). 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. In practice, the additional reinforcements (25, 26) are connected at the vertex of the second or third pyramid formed by the reinforcing rods.
  • Alternatively, 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.
  • Another feature of the preferred embodiment of the lattice according to the present invention, well visible in figure 5, is that it comprises another additional reinforcement (29), arranged in transversal direction to the axis of the lattice (2) at the crossing between the reinforcing rods of the lattice (23, 24) and the additional reinforcements of the lattice (25, 26). 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.
  • A series of experimental tests, carried out both on the metal lattices known at the state of the art and on metal lattices object of the present invention has shown that the lattices according to the present invention realized with cutting reinforcements ϕ 12 and provided with additional reinforcements according to what described at the constraints have performances in phase 1, which in terms of resistance and deformability, can be compared to those of the metal lattices known at the state of the art, realized with reinforcements ϕ 14 constant along the entire beam development. What described is only a preferred embodiment of the self-supporting lattice according to the present invention as defined by the following claims.

Claims (5)

  1. Metal structure for mixed steel-concrete reticular systems comprising:
    - upper longitudinal reinforcements (22) and lower steel or concrete longitudinal resistant elements (21) connected by means of reinforcements (23, 24) to form a beam (2), said reinforcements (23, 24) being arranged in a modular manner along the whole length of said beam (2) and comprising angular shaped rods connected to said upper longitudinal reinforcements (22) and to said lower resistant elements (21) so that they form the inclined edges of a series of rectangular based pyramids, with the base arranged on said lower longitudinal reinforcements (21) and the vertex arranged on said upper longitudinal reinforcements (22), each pyramid forming a module, said beam (2) further comprising additional reinforcements (25, 26) with respect to the modular arrangement of the reinforcements of the beam (2) arranged at the ends of the beam (2), said additional reinforcements comprising a couple of rods (25, 26, 27, 28) for each end of the beam connected to said lower steel or concrete longitudinal resistant elements (21) and to said upper longitudinal reinforcements (22)
    characterized in that
    the connection of the first ends of said rods (25, 26, 27, 28) to the lower resistant elements (21) occurs
    - at the terminal portion of said lower resistant elements (21)
    - or at a terminal resting element (40) situated at the end of said beam
    - or at the base of one of the first pyramids said base being formed by the reinforcing rods starting from the end of the beam and the connection of the second ends of said rods (25, 26, 27, 28) to the upper longitudinal reinforcements (22) occurs at the connection of the upper longitudinal reinforcements (21) of a module other than the first one starting from the end of the beam (2) of said reinforcements (23, 24) arranged in modular manner.
  2. Metal structure for mixed steel-concrete reticular systems according to claim 1, characterized in that the connection of said rods (25,26,27,28) to the upper longitudinal reinforcements (22) occurs at the connection of the upper longitudinal reinforcements (21) of the second module of said reinforcements (23, 24).
  3. Metal structure for mixed steel-concrete reticular systems according to any one of the preceding claims, further comprising an additional reinforcing rod (29), arranged orthogonally to the axis of the beam (2), which connects said reinforcing rods (25,26,27,28) to the first module of said reinforcements (23, 24).
  4. Metal structure for mixed steel-concrete reticular systems according to any one of the preceding claims, characterized in that the structure is realized in carpentry steel or in concrete steel and all the connections between the reinforcements are realized by welding.
  5. Mixed steel-concrete reticular systems comprising a metal structure according to any one of the preceding claims.
EP20110425263 2011-10-28 2011-10-28 Self-supporting steel truss for mixed steel-concrete truss systems Active EP2586924B1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
EP20110425263 EP2586924B1 (en) 2011-10-28 2011-10-28 Self-supporting steel truss for mixed steel-concrete truss systems

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP20110425263 EP2586924B1 (en) 2011-10-28 2011-10-28 Self-supporting steel truss for mixed steel-concrete truss systems

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EP2586924A1 EP2586924A1 (en) 2013-05-01
EP2586924B1 true EP2586924B1 (en) 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 (en) * 2016-04-29 2017-10-29 Tecnopan Eng S R L MIXED BEAM STRUCTURE AND RELATIVE ASSEMBLY METHOD
IT201900025252A1 (en) * 2019-12-23 2021-06-23 Giovanni Vitone TRUSS FOR MIXED STEEL-CONCRETE TRUSS SYSTEMS WITH OPTIMIZED UPPER CORRENTS AND CURRENTS

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR60800E (en) * 1948-10-14 1955-01-26 Advanced floor
DE4201797C1 (en) * 1992-01-23 1993-07-08 Julius 8399 Griesbach De Schaetz
WO2002101168A1 (en) * 2001-06-12 2002-12-19 Onesteel Reinforcing Pty Ltd A structural formwork member
ITUD20030024A1 (en) * 2003-01-31 2004-08-01 Tecnostrutture Srl MIXED TYPE STEEL-CONCRETE BEARING BEAM AND CONSTRUCTION PROCEDURE.

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