EP1416101A1 - Composite beam - Google Patents

Composite beam Download PDF

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Publication number
EP1416101A1
EP1416101A1 EP20030078411 EP03078411A EP1416101A1 EP 1416101 A1 EP1416101 A1 EP 1416101A1 EP 20030078411 EP20030078411 EP 20030078411 EP 03078411 A EP03078411 A EP 03078411A EP 1416101 A1 EP1416101 A1 EP 1416101A1
Authority
EP
European Patent Office
Prior art keywords
box
concrete
steel
element according
reinforcing bars
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Withdrawn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
EP20030078411
Other languages
German (de)
English (en)
French (fr)
Inventor
Kari Viljakainen
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.)
Tartuntamarkkinointi Oy
Original Assignee
Tartuntamarkkinointi Oy
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 Tartuntamarkkinointi Oy filed Critical Tartuntamarkkinointi Oy
Publication of EP1416101A1 publication Critical patent/EP1416101A1/en
Withdrawn legal-status Critical Current

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Classifications

    • 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
    • E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
    • E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
    • 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

Definitions

  • the present invention relates to a composite beam element which is used as a load-bearing horizontal structure in a prefabricated element frame of a building and which supports the slab structures of the floors of the building, said composite beam being connected and secured to a prefabricated column by means of a load-transmitting connecting part, and which element comprises a substantially closed box of steel construction, inside which box is formed a space to be filled with concrete.
  • prefabricated beams and columns are generally used.
  • the prefabricated beams are generally concrete elements of a length corresponding to the column spacing, prestressed reinforced concrete elements and steel/concrete composite beams.
  • the columns are prefabricated concrete elements or steel columns of a height extending through several stories. These main elements are connected to each other on site during installation by first erecting the prefabricated columns and then mounting the prefabricated beams between the columns.
  • the level beam structures may also have a length extending across several intervals between columns, and in this case the prefabricated columns have a height equal to the floor-to-floor height.
  • a feature common to both of these building frame systems is that the height dimension of the level beam structures is made as small as possible because the height of the beam limits the free floor-to-floor height of the building.
  • Reinforced concrete beams and prestressed reinforced concrete beams always require a jaw of a height of 50 - 150 mm, which is used to support the hollow-core slabs.
  • this jaw used to support the hollow-core slab consists of a steel plate having a thickness of 10 -20 mm, in which case the beam height is almost the same as the height of the hollow-core slab, so the beam does not take up any space in the free floor-to-floor height.
  • Prior-art steel beams consist of a prefabricated steel box in which the concrete does not participate in the load-bearing structure at all. This type of beam is a heavy and therefore expensive structure.
  • Prior-art steel/concrete composite beams are manufactured either from profiled steel or from a closed steel box, which is filled with cast concrete either at the prefabricated element factory or on the construction site. The steel beam functions together with the concrete as a composite beam, allowing the material to be more effectively utilized, so the beam is advantageous as compared with a mere steel beam.
  • a significant drawback associated with prior-art composite beams is the lack of construction-time stiffness, which is why the beam has to be propped up during construction time against the eccentric load imposed by the hollow-core slabs because the beam can not withstand this torsional load.
  • the level beams of the frame are subjected to a large torsional load during the installation of the beam as the hollow-core slabs are mounted unsymmetrically on top of the beam flange. On the edge beam of the level, all the hollow-core slabs are placed on one side of the beam.
  • the torsional load of the beam can be put to effective use only by using a structure of the steel box type. Open profiles or mere reinforced concrete beams can not withstand the torsional load.
  • the fire rating constitutes a significant requirement.
  • the beam must be able to bear the loads of the slab even in a fire situation.
  • the bottom flange of the beam is not protected against fire, and therefore the bottom flange does not function as a load-bearing structure in a fire situation.
  • the other parts of the beam have to bear the entire load imposed on the beam during the fire.
  • the object of the present invention is to overcome the drawbacks of prior art and achieve a new type of composite beam, a so-called prestressed composite beam.
  • the composite beam consists of a closed steel box structure which has been filled with cast concrete already during manufacture in factory. In this way, a maximal resistance to torsion is achieved and installation-time propping of the beam can be omitted altogether.
  • the composite beam of the invention consists of a prefabricated steel box having the shape of a gently sloping letter A, which has a flange on its lower surface for supporting hollow-core slabs.
  • the required deformed reinforcing steel bars are mounted inside the beam, of which bars the ones on the lower surface of the beam are prestressed.
  • prestressing service state deflections of the beam can be reduced, and consequently longer span lengths are possible.
  • the deformed reinforcing steel bars on the lower surface of the beam need not be prestressed, in which case the beam will function as a normal composite beam.
  • self-sealing materials in which case vibration of the beam during casting can be omitted while also ensuring that every part of the beam is filled with concrete.
  • Composite beams are generally fairly slim, which is why they undergo relatively large deflections.
  • the beams are provided already at the manufacturing stage with a pre-cambering, by giving the beam an upward curvature so that the own weight of the slabs will bend the beam back into horizontal alignment.
  • the beam is only bent downwards under effective loads of the slabs, and thus the total deflection of the beam can be increased and the beam can be more effectively utilized.
  • Pre-cambering a complex and unsymmetric beam is often a difficult and expensive task, and in most beam types it can not be accomplished at all, but in the composite beam of the invention it is relatively easy to make a pre-cambering.
  • Figures 1 and 2 present a portion of the a composite beam according to the invention which is manufactured e.g. in a prefabricated element factory, consisting of the following parts:
  • Part 1 is the bottom flange of the beam and consists of a rectangular steel plate.
  • Parts 2 and 3 are the web and the top flange of the beam, which consist of a steel plate bent into the shape of a gently sloping letter A, welded onto part 1 and forming with part 1 a closed box structure, inside which a space for concrete is thus formed.
  • the surface of part 3 is provided with rectangular openings 10 spaced at even distances, the edge 7 of the opening being bent downwards to form a rectangular shoulder, which also forms a mold ensuring that the concrete cast into the beam will not quite reach the level of the surface of the box.
  • Welded fast to the box 2 are two deformed steel bars 4, which are located inside the box at the upper corners of the box 2.
  • Welded to the top surface of the box 3 are two deformed steel bars 5 on the neck 12 between the openings 10.
  • Suspended on the deformed steel bars 5 are rectangular deformed steel hooks 6 extending through the openings 10 in the top surface of the beam.
  • the steel hooks 6 serve to support reinforcing bars 23, the number of which is at least two and at most the number required by the beam strength, arranged in at least two tiers.
  • the reinforcing bars 23 are made from high-strength deformed steel bars and they can be prestressed.
  • Welded to the lateral surfaces 2 of the beam is a deformed reinforcing steel bar 9 shaped in the form of a gently sloping trapezoid pattern.
  • the composite beam to be produced at a prefabricated element factory can be made torsionally rigid by filling the box-like steel frame 1 - 3 with concrete 8.
  • the openings 10 in the upper surface of the beam do not render the structure less box-like with respect to material strength, because the neck 12 between the openings 10 is designed to be sufficiently strong to receive the torsional loads.
  • the composite beam to be produced at a prefabricated element factory is prestressed by means of reinforcing bars 23 made of high-strength steel A700HW.
  • the reinforcing bars 23 function as the part carrying the ultimate-state tensile capacity of the beam, and in a fire situation they function alone as the active part on the tension side of the beam.
  • Two of the reinforcing bars 23, i.e. the ones fastened to the bottom corners of the hook 6, are welded onto the plate-like end plate of the beam box to provide a fire situation shear capacity.
  • Fig. 3 visualizes a situation during installation of the composite beam.
  • the hollow-core slabs 13 are mounted on the projecting part 20 of the bottom flange 1 of the beam.
  • the projecting part 20 of the bottom flange of the beam bends upwards when the web plate 2 is being welded onto the bottom flange at point 21.
  • the hollow-core slab is first seated on the end of the projecting part of the bottom flange, from where the point of support of the hollow-core slab is shifted onto the entire projecting part of the bottom flange. In this way, breakage of the end of the hollow-core slab is prevented because the end of the hollow-core slab does not touch the supporting poi nt first.
  • Joint grouting and surface grouting 14 of the beam are carried out, filling the space around the beam with cast concrete.
  • the composite effect between the concrete 8 inside the beam and the steel box 1 - 3 of the beam is created by means of reinforcing bars 4.
  • the composite effect between the concrete 14 on the outside, the hollow-core slabs 13 and the ferroconcrete core presented in Fig. 1 is created by means of the aggregate interlock between the grouting neck of the opening 10 and the bars 5 laid in the longitudinal direction of the beam and the hooks 6.
  • the concrete of the openings 10 is additionally used, which functions via aggregate interlock, forming in the composite effect an element transferring the shear force.
  • Figures 5 and 6 illustrate the principle of manufacturing the parts 1 - 3 of the beam and a method for pre-cambering the beam.
  • part 2 of the beam a required number of cutouts 22 are made on both sides along the length of the beam.
  • the cutout has the shape of a sharp letter V, and it extends across the whole width of part 2.
  • part 2 is bent so that the edges of the cutouts 22 meet. In this way, the beam is given an upwards curvature as shown in Fig. 6, and a pre-cambering required in each case can be formed in the beam by adjusting the number and size of the cutouts 22.
  • the cross-section may also have a rectangular form or it may have the form of a more gently or more steeply sloping letter A.
  • the total number of reinforcing bars may vary according to application, and the corresponding parts of the composite beam follow the selected form, and thus the form of the composite beam is not limited the forms described above.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Composite Materials (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Rod-Shaped Construction Members (AREA)
EP20030078411 2002-10-31 2003-10-29 Composite beam Withdrawn EP1416101A1 (en)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FI20021934 2002-10-31
FI20021934A FI20021934A (sv) 2002-10-31 2002-10-31 Samverkansbalk

Publications (1)

Publication Number Publication Date
EP1416101A1 true EP1416101A1 (en) 2004-05-06

Family

ID=8564848

Family Applications (1)

Application Number Title Priority Date Filing Date
EP20030078411 Withdrawn EP1416101A1 (en) 2002-10-31 2003-10-29 Composite beam

Country Status (2)

Country Link
EP (1) EP1416101A1 (sv)
FI (1) FI20021934A (sv)

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2004090253A1 (en) * 2003-04-10 2004-10-21 Teräspeikko Oy Steel beam
WO2007141370A1 (en) * 2006-06-02 2007-12-13 Rautaruukki Oyj Steel plate beam and manufacturing method of such
FR2925088A1 (fr) * 2007-12-18 2009-06-19 Soc Civ D Brevets Matiere Procede de realisation d'un element de construction en beton arme et element de construction ainsi realise
ES2369678A1 (es) * 2009-07-07 2011-12-05 Idoc Ingenieros S.L. Viga en carga para forjados planos.
DE202015104628U1 (de) * 2015-09-01 2016-12-05 Pfeifer Holding Gmbh & Co. Kg Tragbalken für Deckensysteme und Deckensystem
US20220049495A1 (en) * 2018-09-10 2022-02-17 Hcsl Pty Ltd Building panel
CN115262835A (zh) * 2022-09-06 2022-11-01 中机中联工程有限公司 一种短出筋桁架钢筋混凝土叠合板的建造方法及连接结构

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0292449A2 (en) * 1987-05-11 1988-11-23 Jörgen Thor Fire resistant steel beam coacting with concrete
EP0328986A1 (fr) * 1988-02-19 1989-08-23 Arbed S.A. Poutre mixte noyée dans le plancher
WO1990012173A1 (en) * 1989-04-13 1990-10-18 Deltatek Oy A fire-resistant prefabricated steel beam
DE9214426U1 (de) * 1991-11-21 1993-01-07 Schwab, Wolfgang, Dipl.-Ing., 7339 Eschenbach Stahlträger für eine Blechverbunddecke
WO1994019560A1 (en) * 1993-02-17 1994-09-01 Deltatek Oy Prefabricated steel-concrete composite beam
WO1997030235A1 (en) * 1996-02-19 1997-08-21 Tuomo Juola Composite-structure building framework
DE20215502U1 (de) * 2002-10-05 2003-01-30 Dywidag Systems Int Gmbh Stahl-Verbund-Konstruktion für Geschossdecken

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP0292449A2 (en) * 1987-05-11 1988-11-23 Jörgen Thor Fire resistant steel beam coacting with concrete
EP0328986A1 (fr) * 1988-02-19 1989-08-23 Arbed S.A. Poutre mixte noyée dans le plancher
WO1990012173A1 (en) * 1989-04-13 1990-10-18 Deltatek Oy A fire-resistant prefabricated steel beam
DE9214426U1 (de) * 1991-11-21 1993-01-07 Schwab, Wolfgang, Dipl.-Ing., 7339 Eschenbach Stahlträger für eine Blechverbunddecke
WO1994019560A1 (en) * 1993-02-17 1994-09-01 Deltatek Oy Prefabricated steel-concrete composite beam
WO1997030235A1 (en) * 1996-02-19 1997-08-21 Tuomo Juola Composite-structure building framework
DE20215502U1 (de) * 2002-10-05 2003-01-30 Dywidag Systems Int Gmbh Stahl-Verbund-Konstruktion für Geschossdecken

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2004090253A1 (en) * 2003-04-10 2004-10-21 Teräspeikko Oy Steel beam
WO2007141370A1 (en) * 2006-06-02 2007-12-13 Rautaruukki Oyj Steel plate beam and manufacturing method of such
FR2925088A1 (fr) * 2007-12-18 2009-06-19 Soc Civ D Brevets Matiere Procede de realisation d'un element de construction en beton arme et element de construction ainsi realise
ES2369678A1 (es) * 2009-07-07 2011-12-05 Idoc Ingenieros S.L. Viga en carga para forjados planos.
DE202015104628U1 (de) * 2015-09-01 2016-12-05 Pfeifer Holding Gmbh & Co. Kg Tragbalken für Deckensysteme und Deckensystem
US20180291626A1 (en) 2015-09-01 2018-10-11 Pfeifer Holding Gmbh & Co. Kg Supporting beam for ceiling systems, ceiling system and method for the production thereof
US10407910B2 (en) 2015-09-01 2019-09-10 Pfeifer Holding Gmbh & Co. Kg Supporting beam for slab systems, slab system and method for the production thereof
EP3344823B1 (de) 2015-09-01 2021-03-03 Pfeifer Holding GmbH & Co. KG Tragbalken für deckensysteme, deckensystem und verfahren zu dessen herstellung
EP3344823B2 (de) † 2015-09-01 2024-04-17 Pfeifer Holding GmbH & Co. KG Tragbalken für deckensysteme, deckensystem und verfahren zu dessen herstellung
US20220049495A1 (en) * 2018-09-10 2022-02-17 Hcsl Pty Ltd Building panel
CN115262835A (zh) * 2022-09-06 2022-11-01 中机中联工程有限公司 一种短出筋桁架钢筋混凝土叠合板的建造方法及连接结构

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Publication number Publication date
FI20021934A (sv) 2004-07-16
FI20021934A0 (sv) 2002-10-31

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