EP2589717A1 - Träger-Stützenverbindung aus Stahl und Beton - Google Patents

Träger-Stützenverbindung aus Stahl und Beton Download PDF

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Publication number
EP2589717A1
EP2589717A1 EP11425268.7A EP11425268A EP2589717A1 EP 2589717 A1 EP2589717 A1 EP 2589717A1 EP 11425268 A EP11425268 A EP 11425268A EP 2589717 A1 EP2589717 A1 EP 2589717A1
Authority
EP
European Patent Office
Prior art keywords
metal
girder
concrete
pillar
girders
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.)
Withdrawn
Application number
EP11425268.7A
Other languages
English (en)
French (fr)
Inventor
Giuseppe Carlo Marano
Fabrizio Palmisano
Pasquale Perilli
Giovanni Bufi
Nicola Ruggiero
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.)
MetalRi SNC
Original Assignee
MetalRi SNC
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by MetalRi SNC filed Critical MetalRi SNC
Priority to EP11425268.7A priority Critical patent/EP2589717A1/de
Publication of EP2589717A1 publication Critical patent/EP2589717A1/de
Withdrawn legal-status Critical Current

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Classifications

    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting 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
    • E04C3/08—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with apertured web, e.g. with a web consisting of bar-like components; Honeycomb girders
    • 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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2418—Details of bolting

Definitions

  • Steel-concrete composed structures are made up of portions realized in carpentry steel and portions realized in reinforced concrete, of normal or prestressed kind, which have to be interactive with respect to each other by a suitably dimensioned connecting system.
  • the composed steel-concrete structures are appreciated because they allow to conjugate the advantages linked to the use of metal carpentry portions (possibility of pre-fabrication, speed in the building yard operations, auto-supporting of some elements also in the phase preceding the concrete casting, compactness of the resistant elements sections); to the simplifications generally guaranteed by the reinforced concrete technology with respect to the one of the traditional metallic carpentry (great mounting tolerances, use of not high specialized workers, simplification in the realization of structural panel points, remarkable adaptability to even complex geometries, reduced elastic deformations).
  • phase 1 In order to evaluate the structural safety, there are required tests both in the phase preceding the concrete casting (in the following called phase 1), and in the phase next to the concrete casting consolidation (in the following called phase 2).
  • phase 2 In phase 1, only the sections of the steel portions, stressed by loads, actually present in such phase (structural weights and building yard working loads) are considered resistant; in phase 2, after the concrete curing, the structure takes the definitive configuration of steel-concrete mixed structure, and, therefore in computing terms, it is considered subject to the project actions (comprising the possible seismic events).
  • filled columns it is meant the vertical structural elements, whose cross sections is composed of a hollow metallic profile (of square, rectangular or circular section, realized with hollow profiles or with bent plates and/or sheets, suitably connected between each other), filled during installation by an interactive concrete casting.
  • a hollow metallic profile of square, rectangular or circular section, realized with hollow profiles or with bent plates and/or sheets, suitably connected between each other
  • mixed reticular girders it is meant the horizontal structures made up of pre-fabricated metal lattice, incorporated in a concrete casting realized in the building yard.
  • the resistance capacity to seismic events is generally due to the activation possibility of two different behaviors according to the realization of the structure.
  • the first one the so-called “frame behavior”
  • the second one instead, provides the introduction of braces which concentrate on themselves the capacity for resisting to seismic events.
  • the framed solution to which the structural panel point according to the present invention can be applied, has clear functional advantages with respect to the solution using braces, thanks to the absence of structures inside the grids constituting the same frames.
  • the panel point behavior of framed structures during earthquakes is sensibly different from the one due only to gravitational loads.
  • gravitational loads the panel point balance can be achieved without the panel point being able to resist to bending between girder and column, this cannot be possible while horizontal actions, as for example the seismic ones.
  • figure 1 it is shown a simple model representing the seismic behavior of a frame panel point (1).
  • the balance of the panel point (1), subject to the compressive, cutting and bending actions indicated, is guaranteed by the formation of the diagonal compressed strut (11), i.e. of a region prestressed, indicated in dotted line in figure 1 .
  • the use of steel portions plates, bars, profiles, etc...), often dimensioned so that auto-supporting is guaranteed in phase 1, allows to obtain high values of the resistant stresses in the single structural elements (girders and columns), even maintaining the resistant sections compact.
  • Such a need represents an unavoidable prescription for the constructions in seismic areas, where the considerations about the "resistance hierarchy" impose, for example, that from the bending point of view the column is able to withstand stresses values greater than the maximum ones which can develop in the girders which converge on the same, in the most unfavorable combination and independently from the actions really acting.
  • Simple evaluations of the efforts in the most common configurations allow to test that the panel point balance and resistance cannot be guaranteed only by the concrete diagonal strut resistance.
  • Aim of the present invention is therefore to provide a structural panel point for steel-concrete mixed structures which overcomes the drawbacks linked to the known technology, and in particular which is able to exploit fully the resistance capacity peculiar to the framed structures.
  • the present invention provides a structural panel point for connecting lattice girders and filled columns, wherein the panel point stresses transmission occurs only through steel elements without the need of actions development in the concrete, and wherein since the mounting phase, it is provided bending continuity in the girder-column panel point with consequent possibility to consider for the calculations only one frame static scheme, both in phase 1 and phase 2, and with the consequent better distribution of the bending stresses on the girders with respect to what is known at the state of the art.
  • Figure 2 shows a view of a vertical section of a preferred embodiment of the structural panel point according to the present invention
  • Figure 3 shows a view of a horizontal section of a preferred embodiment of the structural panel point according to the present invention
  • Figure 4 shows a view of a vertical section of a preferred embodiment of the structural panel point according to the present invention, orthogonal to the section shown in figure 2 .
  • the present invention is based on the consideration that since the critical element of the panel point (1) is represented by the concrete diagonal strut (11), schematized in figure 1 , in the panel point according to the invention suitable measures were taken so that such particularly stressed region is developed mainly in the panel point metal carpentry elements of the column.
  • the panel point according to the present invention comprises some elements not comprised in the structures known at the state of the art, and in particular a connecting element between girder and column, outside the panel point and flat metal elements welded inside the panel point.
  • the function of the outer girder-column connecting element is to guarantee the column integrity in the panel point region, thus allowing to avoid notches to be provided for connecting other pieces in the panel point region, in order not to reduce its resistance capacity.
  • the metal elements welded inside the panel point are needed to increase the panel point resistance (i.e. of the diagonal strut) in cases in which the one provided by the column results insufficient.
  • the figures show an embodiment of the pillar (5) which provides the use of a hollow metal profile (52) and the introduction of reinforced concrete reinforcements (53). It is clear that what is shown is only a preferred embodiment, which can be modified by those skilled in the art without departing from the aims of the invention.
  • the panel point reinforcement is achieved by introducing in the panel point region, i.e. inside the section of the pillar (5) at the height of the girders (30, 31, 32, 33), flat elements (51) connected to the column (5) by welding (52) realized as suitable slots provided on the surfaces of the metal profile of the column (5).
  • the number of the flat elements (51) represented in figure is purely indicative.
  • the real number of such flat elements (51) is a function of the panel point geometry and/or the project stresses.
  • such flat elements (51) can be provided also in only one of the two plan directions without departing from the aims of the present invention.
  • the A type connection is clearly shown in figures 2 and 3 and is used for connecting the girders (30, 31) to the panel point.
  • the B type connection is clearly shown in figures 3 and 4 and is used for constraining the girders indicated (32) and (33).
  • the type A connection comprises two threaded bars (60) crossing the column (5) at the panel point, thus constraining the girders (30, 31).
  • One of the two threaded bars (60) is positioned at a height comprised between the lower bars (301, 311) of the girders (30, 31).
  • the second one of the two bars (60) is positioned at a height greater than the one of the upper bars (302, 312).
  • the threaded bars (60) constrain the vertical terminal elements (303, 313) of the girders (30, 31) by means of a bolted connection.
  • the two terminal elements (303, 313) of the two opposed girders (30, 31) are constrained the one with respect of the other and at the same time to the pillar (5), on whose surface outer portions stuffing sheets (62), which increase locally the thickness of the pillar (5), are welded at holes useful for the bolted connection (60) to pass through, thus allowing the bending efforts to be transferred between girder (30, 31) and column (5).
  • the second, type B embodiment comprises instead a bolted connection (70) which constrains the vertical terminal elements (323, 333) of the girders (32, 33) to metal elements (71), welded or however suitably constrained to the sides of the pillar (5) from outside.
  • metal elements are preferably realized as shown in figure, with a metal plate parallel constrained to the outer surface of pillar (5) by spacers welded at the same, preferably arranged on the upper and lower side of the metal plate, so that the bending resistance is increased.
  • this second way of constraining the girders (32, 33) to the pillar (5) does not comprise elements crossing the same pillar, since the bolted connections (70) are outside the section of the pillar (5).
  • the bolted connection (60, 70) can be realized by means of threaded bars or screws, and can comprise nuts and counter-nuts, anti-screwing washers, gaskets and the like known to those skilled in the art to realize a bolted connection without departing from the aims of the present invention.
  • the bolted connections (60, 70) are mainly dimensioned according to the "resistance hierarchy" on the base of the girders resistant plastic moments, besides on the base of the cutting effort transmitted by the girder to the column.
  • the physical support of the vertical terminal plate of the girders (303, 313, 323, 333) on a suitable solid profile (63, 73) welded at the column (5) guarantees the correct positioning in vertical direction of the girders (30, 31, 32, 33).
  • the mounting tolerances are instead guaranteed by the space filling between the vertical terminal elements (303, 313, 323, 333) and the pillar (5) by means of one or more steel stuffing sheets (62, 72), pre-holed and variably thick, according to the needs.
  • Such sheets have also, as said, the function to transfer the "bending" compressive efforts from the girder to the column.
  • the girders (30, 31, 32, 33) to be used with the connections realized according all the embodiments comprise the same elements, i.e. horizontal lower flat elements (304, 314, 324, 334), a horizontal upper flat element (305, 315, 325, 335), a longitudinal vertical plate (308, 318, 328, 338) and a head transversal vertical plate (303, 313, 323, 343). Therefore, a girder can be used indifferently with one or more described connection terminals. All the elements can be conveniently welded to the girders in the assembly shop, thus speeding the installation operations. In particular, the upper bars of the girder (302, 312, 322, 332) are welded to the horizontal upper plate (305, 315, 325, 335).
  • the lower bars (301, 311, 321, 331) are welded to the horizontal lower plate (304, 314, 324, 334) and the last couple of lattice arms of the girder (306, 316, 326, 336) is welded to the head transversal vertical plate (303, 313, 323, 333).
  • the longitudinal vertical flat element (308, 318, 328, 338) is welded on three sides to the upper (305, 315, 325, 335) and lower (304, 314, 324, 334) horizontal elements and to the head transversal vertical flat element (303, 313, 323, 333). What described can be indifferently applied both to the auto-supporting lattice girders having generally a steel lower flat element or a concrete prefabricated lower base, and to the non self-supporting lattice girders.
  • notches in the terminal portion of the lower sheet (indicated with K in figure) there have to be provided notches, as wide as the steel lower plate, indicated for example for the girder (33) with the reference number (337) in figure 3 .
  • Such notches (337) need so that the bending resistance in the "K" region is not greater than the terminal one of the girder, and consequently, results lower as well, in terms of "resistance hierarchy" both than the one of the column and the one of the connection, so that it is sure that, in case of earthquake, the "plastic hinge” forms exactly in such region. Possibly, such notches can be broken only at the lower longitudinal bars.
  • the girder connection can be carried out by means of both the types of connection. Only in the case it is chosen the type "A" connection, on the surface of the column opposed to the girder connection one there are provided locking nuts of the threaded bars.
  • the structural panel point according to the present invention overcomes the drawbacks linked to the structural panel points known at the state of the art, since it allows to respect the resistance hierarchy according to the construction regulations in seismic areas, making it possible that the column is able to withstand stresses values greater than the maximum bearable by the girders converging on the same, without using brace elements and without imposing an over-sizing of the column section.
  • the structural panel point according to the present invention has further advantages:
  • the structural panel point according to the present invention can be used both for concrete-filled metal columns realized with a hollow profile, and for the ones realized with bent plates and/or sheets suitably connected between each other.
  • the solution object of the present invention is extremely versatile.
  • the type "B" connection can be used to connect metal brace systems to the filled column.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Joining Of Building Structures In Genera (AREA)
EP11425268.7A 2011-11-07 2011-11-07 Träger-Stützenverbindung aus Stahl und Beton Withdrawn EP2589717A1 (de)

Priority Applications (1)

Application Number Priority Date Filing Date Title
EP11425268.7A EP2589717A1 (de) 2011-11-07 2011-11-07 Träger-Stützenverbindung aus Stahl und Beton

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP11425268.7A EP2589717A1 (de) 2011-11-07 2011-11-07 Träger-Stützenverbindung aus Stahl und Beton

Publications (1)

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EP2589717A1 true EP2589717A1 (de) 2013-05-08

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EP11425268.7A Withdrawn EP2589717A1 (de) 2011-11-07 2011-11-07 Träger-Stützenverbindung aus Stahl und Beton

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Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3977801A (en) * 1974-11-22 1976-08-31 Thomas Philip Murphy Connector for structural members
GB1484318A (en) * 1973-10-26 1977-09-01 Le Clercq P Caissons
DE4313895A1 (de) * 1993-04-28 1994-11-03 Reinhard Tweer Gmbh Traggliedverbindung
EP0699808A1 (de) * 1994-07-20 1996-03-06 National Science Council Montageanschluss zwischen Träger und Stütze
US20060265992A1 (en) * 2005-05-24 2006-11-30 Minoru Hiragaki Joint structure of iron framework and coupling member for connecting rectangular steel beam to rectangular steel column
US20070209314A1 (en) * 2006-03-10 2007-09-13 Vaughn William B Moment-resistant building column insert system and method

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1484318A (en) * 1973-10-26 1977-09-01 Le Clercq P Caissons
US3977801A (en) * 1974-11-22 1976-08-31 Thomas Philip Murphy Connector for structural members
DE4313895A1 (de) * 1993-04-28 1994-11-03 Reinhard Tweer Gmbh Traggliedverbindung
EP0699808A1 (de) * 1994-07-20 1996-03-06 National Science Council Montageanschluss zwischen Träger und Stütze
US20060265992A1 (en) * 2005-05-24 2006-11-30 Minoru Hiragaki Joint structure of iron framework and coupling member for connecting rectangular steel beam to rectangular steel column
US20070209314A1 (en) * 2006-03-10 2007-09-13 Vaughn William B Moment-resistant building column insert system and method

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