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WO2008119876A1 - Poutre composite - Google Patents

Poutre composite Download PDF

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Publication number
WO2008119876A1
WO2008119876A1 PCT/FI2008/050139 FI2008050139W WO2008119876A1 WO 2008119876 A1 WO2008119876 A1 WO 2008119876A1 FI 2008050139 W FI2008050139 W FI 2008050139W WO 2008119876 A1 WO2008119876 A1 WO 2008119876A1
Authority
WO
WIPO (PCT)
Prior art keywords
cut
lower flange
beam according
dimensioning
cuts
Prior art date
Application number
PCT/FI2008/050139
Other languages
English (en)
Inventor
Arto Sivill
Jouko Kansa
Original Assignee
Rautaruukki Oyj
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 Rautaruukki Oyj filed Critical Rautaruukki Oyj
Publication of WO2008119876A1 publication Critical patent/WO2008119876A1/fr

Links

Classifications

    • 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
    • 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
    • E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
    • E04B5/04—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of concrete or other stone-like material, e.g. asbestos cement
    • E04B5/043—Load-carrying floor structures formed substantially of prefabricated units with beams or slabs of concrete or other stone-like material, e.g. asbestos cement having elongated hollow cores
    • 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
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0426—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by material distribution in cross section
    • E04C2003/0439—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by material distribution in cross section the cross-section comprising open parts and hollow 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
    • E04C2003/0404—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects
    • E04C2003/0443—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section
    • E04C2003/0465—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal beams, girders, or joists characterised by cross-sectional aspects characterised by substantial shape of the cross-section square- or rectangular-shaped

Definitions

  • the present invention relates to a composite beam according to the preamble of claim 1 for forming a combined structure comprising concrete slabs and a steel beam structure.
  • the present invention also relates to a method according to claim 10 for dimensioning a dowel reinforcing.
  • a composite beam refers to a steel beam forming a composite structure between various concrete structures.
  • a typical application for a composite beam is suspension of prefabricated concrete slabs, i.e. conducting the load on the seam between the ends of slabs to suspension pillars or other load-bearing structures.
  • a steel beam can totally suspend the slabs from underneath, whereby it is in itself exposed and does not essentially cooperate with the concrete structure in load situation.
  • Such beams can In order to ensure the cooperation between the steel part and the concrete part in most cases dowels welded to the upper flange of the steel profile are used, the dowels being dimensioned as elastic connectors. In this case, the exposed steel profile of the composite beam usually requires fire protection.
  • Composite beams are subdivided into four basic types, the structural dimensioning of which slightly differ from each other. Additionally, there are type approved solutions developed specifically for on-site casting operating as "reinforcing" on the surface of the ready structure and, simultaneously, as a cast mould remaining in place. With these, the cooperation between the steel and the concrete is usually complete and a portion of the load-bearing capacity rests on traditional reinforcement. In this case fire resistance is excellent as well. Some of the type-approved composite beams could nowadays be dimensioned directly according to application instructions.
  • a beam in which the web is formed by a box structure and the slabs are installed so as to be supported by the beam are placed on the lower flange, wider than the box, can be considered a variation of the HQ beam structure described above.
  • the side walls of the box beam rise above the upper side of the box as brackets thus forming a grip with the concrete to be cast in the slab seam and the concrete to be cast on the surface of the slabs.
  • Grip is increased by perpendicular structural steels, dowels, arranged in holes bored in the brackets. The idea of these structural steels is to carry the shear load on the upper surface of the beam.
  • Reinforcing an HQ beam as described above is time-consuming, as each dowel must be threaded into the consecutive holes of the brackets one at a time.
  • a reinforcing net can't be used instead of the dowels, because there's no way to thread it into the holes. Further, even if the concrete could be get fairly closely around the dowels during casting, the load is impelled on the dowel only on the area of the bracket, whereby the dowel is exposed to a relatively high load peak.
  • the aim of the invention is to produce a novel type of beam in which the cooperation between the beam, doweling and the surrounding concrete structure is better than in previous solutions.
  • the aim is to produce a beam structure by means of which the connection structure between slabs, beam and dowels is easier and faster to produce.
  • the invention is based on forming cuts, open from above, to the brackets of the box of the steel beam.
  • the width of the cuts is in at least one location of the cut larger than the diameter of the dowel steel or the diameter of the cross- section.
  • the cut is deeper in the edge of the bracket than the diameter of the dowel steel.
  • the method according to the invention is based on that in a beam having the cuts as described above the load-bearing capacity of the dowel steels is dimensioned so that the beam is divided into dimensioning ranges and the load-bearing capacity of each dimensioning range is dimensioned according to the average shearing load acting over the range.
  • the connector beam according to the invention is characterized by what is disclosed in the characterizing part of claim 1.
  • the dimensioning method according to the invention is characterized by what is disclosed in the characterizing part of claim 10.
  • the loadability of the beam increases and especially the shear force capacity of the upper surface increases.
  • the connector structure between the steel beam and the concrete structure is improved and the various components of the structure operate as a more combined structure than previously. Because concrete is allowed to well fill the hole of the dowel, the load is not exerted on the dowel only through the narrow cross-section of the steel of the bracket, but the dowel is supported along its whole length by the concrete, whereby the load is distributed along a larger area.
  • Producing a connection seam between cavity slabs or massive slabs by means of a beam according to the invention is faster and easier than before, because the reinforcing formed over the seam and the beam can be simply dropped into the cuts of the beam from above.
  • the open cuts make it also possible to use a net structure as a reinforcing of the upper surface and the seam, whereby the beam is multi-dimensionally bound to the concrete. If the doweling is replaced by a reinforcing net of the floor surface or formed as a part of it, the handling of reinforcing nets in seams is easier because the net can be run over the seam without problems.
  • the dowel bars also stay well in place in the cuts and as the cut is preferably wider and deeper than the cross-section of the bar, the concrete is caught by the edges of the hole and thus receives shear load via the flanges and the brackets. It is easy to vary the number of the cuts and thus it is preferable to optimize the number of dowel bars according to the shear load. This allows saving on construction costs and it also allows a slightly faster installation.
  • Fire resistance always an important factor in dimensioning and designing steel beams for buildings, is improved due to a better join structure being formed in the upper edge of the beam and the reinforcing of the upper surface of the beam prevents a catastrophic collapse of the structure. This will also improve the safety of the structure.
  • the beam can also be used without transverse reinforcing in the upper surface.
  • the grip is formed only between the concrete and the cuts. Even this grip essentially improves the load-bearing capacity.
  • Figure 1 illustrates one steel beam according to the invention with its transverse reinforcing dowels.
  • Figure 2 is a cross-section of a steel beam according to claim 1, located in the seam between the ends of two slabs.
  • Figure 3 illustrates a bent bracket of the flange of the beam.
  • Figure 4 is an exemplary illustration of four different forms of the cut.
  • Figure 5 is a template for dimensioning the dowel reinforcing.
  • the beam according to the invention is produced from steel plates by welding.
  • all plates of the beam are straight and thus they can easily be cut from a steel plate.
  • the weld seams are easily weldable small seams.
  • the lower flange 1 of the beam is wider than the web structure and it forms a supporting plane for, e.g. installing cavity slabs.
  • a box comprising two web plates 2 fastened vertically, in right angles, at a distance from the long edges of the lower flange 1 with an upper flange 3 closing the box is formed on the lower flange.
  • the height of the box and the beam is defined by the height of the web plates and, relating thereto, the distance of the upper flange from the lower flange.
  • the edges of the web plates 2 extend over the upper flange 3 and they form brackets 4 on the edges of the upper flange 3.
  • the upper flange 3 is located between the web plates 2.
  • Cuts 5 are formed on the brackets 4 of the web plates with peaks 6 formed therebetween. The cuts are aligned with each other in both web plates.
  • Dowel irons 7 are located on the cuts 6 when the beam and the slabs 8 suspended by it are installed. The included figures are not drawn to scale and it is thus to be noted that in reality the lower flange is thicker than the rest of the parts of the beam due to the load it is to support.
  • the beam of figure 2 is installed between two hollow slabs 8 and the cavity slabs rest on the lower flange of the beam.
  • the space between the ends of the cavity slabs 8 and the beam is cast full of concrete and simultaneously is made a surface and connector casting 9 covering the cavity slabs 8 and the seam.
  • the thickness of the casting 9 must be such as to cover the brackets 4 of the beam.
  • the dowel irons 7 are located in cuts 5 and they extend into the surface casting 9 on both sides of the beam.
  • the structure further includes fire steels 10 located inside the box of the beam for preventing collapse of the structure in case of fire.
  • Figure 3 illustrates bent brackets 4 of the web plates 2 of the beam.
  • the brackets can be bent towards the middle of the beam as shown in figure 3 or they can be bent away from the middle or other towards the middle and the other away from the middle. This will further increase the grip of the beam to the concrete structure and shear force capacity.
  • the cuts 5 can be formed on the brackets of the beams by a number of ways.
  • Figure 4 shows four different exemplary alternatives.
  • the first one is the solution of figure 1, in which two dowels 7 can be placed in the same cut.
  • the width of the cut must then be larger than the diameter of the dowels. If for some reason there is a need to use dowel steel with non-round cross-section, the cut must be dimensioned so that the opening is larger than the cross-section of two steels in at least one direction, preferably in both height and width directions.
  • the cut can be filled by concrete during installation and the dowel steel is pressed against the concrete along its whole length.
  • the brackets are always pressed towards the centre of the beam so that the load is always primarily carried by a dowel located against the edge of the cut in this direction, i.e. the dowel closer to the end of the beam.
  • a wide cut 5 at least some, possibly all, cuts only have one dowel on the side of the load direction.
  • the cut is L-shaped and the dowel is located at the tip of the cut. It is preferable to direct the cut so that the horizontal part 12 of the L is always pointing towards the proximal end of the beam.
  • the extension 11 formed from the cut is dimensioned so that it is longer than the diameter of the dowel, whereby it forms a grip in the height direction of the web flange as well.
  • the last example of the figure is an angled cut that is easy to produce but that also produces a grip in both the height and width directions.
  • the width direction is the length direction of the beam. This solution will also allow ingress of concrete along the whole length of the dowel. It also preferable to direct this cut as described above, but if the width of the cut is dimensioned to fit the diameter or cross-section of the dowel 7, the support from the dowel to the beam is here achieved in both directions along the longitudinal direction of the beam.
  • the cut can be an arc, a V-hole, a segment of a circle or any other shape open at the upper end of the flange.
  • the cuts can easily be made in the web plates with automatic machines by using conventional cutting methods used in machining plates.
  • the number of cuts can vary and the cuts can be located at short intervals, as forming them is advantageous.
  • the beam can comprise additional components typical to connector beams.
  • One typically used solution is to add grips, consisting of e.g. pegs, to the upper surface of the beam. This allows further increasing the connection effect.
  • the beam can be provided with holes through which it can be cast full of concrete to, for example, improve the fire resistance.
  • the box can also be cast full by means of injection. Concrete steel or, for example, prestressing steel can be added to the fill casting.
  • the upper flange of the beam can be formed of form steel having an angled top or having a wavy or other similar form, whereby the bottom point of the form can be arranged to coincide with the dowels and the cuts of the brackets.
  • the concrete to be cast on top of the upper flange prevents the deformation and opening of the form steel.
  • This embodiment will also further increase grip.
  • the shape and cross-section of the beam can deviate from the example shown above but the described structure consisting of straight plates arranged in right angles with each other is advantageous for manufacturing.
  • the web plates and the upper flange can have a perforation or holes for filling with e.g. concrete or other filler materials or for passing cabling or, for example, tubing to the inside the cavity of the beam.
  • the web plates of the beam can be provided with aligned holes for catastrophe steels. Preferably a sleeve is fitted between these holes for making threading the steels easier.
  • the lower flange is one-sided at the edges of the slab field to be formed.
  • the solution of figure 5 illustrates optimizing the amount of dowels.
  • the amount of dowels is dimensioned so that the load-bearing capacity of the doweling is always larger than the largest shear force.
  • the load-bearing capacity can in practice only be adjusted by changing the number or thickness of dowels, the change is stepwise, the load-bearing capacity of the doweling is unnecessarily large on a large area, as it corresponds to the load only in the beginning of the dimensioning range.
  • the dimensioning ranges are shown with a dotted line and the shear load is shown with an unbroken line.
  • the example shows four dimensioning ranges, in both ends of the beam the length of the range is 1 A of the length of the beam and in the centre of the beam the length of the dimensioning range is a half of the length of the beam, but the direction of the load essentially changes in the centre of the beam.
  • the idea of the dimensioning is to use doweling with a load bearing capacity arranged so that it corresponds to the average load over the dimensioning area. This allows using lighter dowels or reducing the number of dowels.
  • the beam must include at least four dimensioning ranges, i.e. two on both sides of the centre of the beam. For a beam suspended at the ends the dimensioning ranges are mirror images of each other. If the beam is long or otherwise heavily loaded, it might be necessary to use more dimensioning ranges.
  • This dimensioning principle can be arranged into a computer program calculating an optimal dimensioning on the basis of the desired parameters of the doweling, such as price of dowels, the structural steels available and the loads exerted on the structure. Using such a dimensioning is possible because in a beam according to the invention the grip and thus the cooperation of steel and concrete structure are better than previously.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Composite Materials (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Glass Compositions (AREA)
  • Diaphragms For Electromechanical Transducers (AREA)

Abstract

L'objet de la présente invention concerne une poutre de connexion destinée à former une structure combinée consistant en une poutre d'acier et en une structure concrète. La structure combinée comprend une embase inférieure (1), au moins deux plaques de renfort (2) fixées à l'embase inférieure (1), espacées par rapport aux longueurs de l'embase (1) et éloignées l'une de l'autre. La structure comprend également une embase supérieure (3) située de manière fixe à une certaine distance de l'embase inférieure (1) et éloignée également des côtés opposés des plaques de renfort (2) par rapport à l'embase inférieure (2). Des brides (4) constituant des extensions des plaques de renfort (2) s'étendent à partir de l'embase supérieure (3). D'après l'invention au moins une fente (5) ouverte en direction de la bride (4) se trouve sur chaque bride (4) afin qu'elles soient alignées les unes par rapport aux autres, chaque fente pouvant être renforcée.
PCT/FI2008/050139 2007-03-30 2008-03-27 Poutre composite WO2008119876A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
FI20075207 2007-03-30
FI20075207A FI20075207L (fi) 2007-03-30 2007-03-30 Liittopalkki

Publications (1)

Publication Number Publication Date
WO2008119876A1 true WO2008119876A1 (fr) 2008-10-09

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ID=37930117

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/FI2008/050139 WO2008119876A1 (fr) 2007-03-30 2008-03-27 Poutre composite

Country Status (2)

Country Link
FI (1) FI20075207L (fr)
WO (1) WO2008119876A1 (fr)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103061442A (zh) * 2012-12-31 2013-04-24 合肥工业大学 一种新型外包钢-混凝土组合梁
CN104100037A (zh) * 2014-06-26 2014-10-15 同济大学 组合扁梁
ES2681568A1 (es) * 2018-05-23 2018-09-13 Universitat Politècnica De València Viga plana con resistencia al fuego mejorada para forjados de acero-hormigón y su procedimiento de fabricación
CN110984454A (zh) * 2019-12-06 2020-04-10 中北大学 基于折叠式箱形内膜的预制叠合空心楼板及其制备方法
WO2020167190A1 (fr) * 2019-02-14 2020-08-20 Västsvenska Stålkonstruktioner Aktiebolag Poutre de plancher résistant au feu dotée de brides et d'isolation thermique
CN114193635A (zh) * 2021-12-23 2022-03-18 国泰新点软件股份有限公司 建筑工程中梁的切割方法及装置

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3503410A1 (de) * 1984-02-07 1985-08-08 Irmfried Dipl.-Ing. 7847 Badenweiler Brendel Stahlverbundtraeger
DE3836592A1 (de) * 1987-10-31 1989-05-18 Kombi Tragwerk Gmbh Tragwerk
FI1466U1 (fi) * 1994-05-20 1994-08-15 Ss Teracon Oy Samverkansbalk
NL1020608C2 (nl) * 2002-05-16 2003-11-18 Constructiewerkplaats G C Gr N Systeem omvattende althans in hoofdzaak stalen liggers, in het bijzonder ten behoeve van de staal- en/of betonskeletbouw.

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3503410A1 (de) * 1984-02-07 1985-08-08 Irmfried Dipl.-Ing. 7847 Badenweiler Brendel Stahlverbundtraeger
DE3836592A1 (de) * 1987-10-31 1989-05-18 Kombi Tragwerk Gmbh Tragwerk
FI1466U1 (fi) * 1994-05-20 1994-08-15 Ss Teracon Oy Samverkansbalk
NL1020608C2 (nl) * 2002-05-16 2003-11-18 Constructiewerkplaats G C Gr N Systeem omvattende althans in hoofdzaak stalen liggers, in het bijzonder ten behoeve van de staal- en/of betonskeletbouw.

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
LEPPANEN T.: "Littopalkin laskentaesimerkki", TAMPERE: TTKK/LIITTORAKENTEET, 2001, pages 15 - 17 *

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103061442A (zh) * 2012-12-31 2013-04-24 合肥工业大学 一种新型外包钢-混凝土组合梁
CN103061442B (zh) * 2012-12-31 2016-02-10 合肥工业大学 一种新型外包钢-混凝土组合梁
CN104100037A (zh) * 2014-06-26 2014-10-15 同济大学 组合扁梁
ES2681568A1 (es) * 2018-05-23 2018-09-13 Universitat Politècnica De València Viga plana con resistencia al fuego mejorada para forjados de acero-hormigón y su procedimiento de fabricación
ES2732719A1 (es) * 2018-05-23 2019-11-25 Univ Valencia Politecnica Viga plana con resistencia al fuego mejorada para forjados de acero-hormigon y su procedimiento de fabricacion
WO2020167190A1 (fr) * 2019-02-14 2020-08-20 Västsvenska Stålkonstruktioner Aktiebolag Poutre de plancher résistant au feu dotée de brides et d'isolation thermique
CN110984454A (zh) * 2019-12-06 2020-04-10 中北大学 基于折叠式箱形内膜的预制叠合空心楼板及其制备方法
CN114193635A (zh) * 2021-12-23 2022-03-18 国泰新点软件股份有限公司 建筑工程中梁的切割方法及装置
CN114193635B (zh) * 2021-12-23 2024-03-12 国泰新点软件股份有限公司 建筑工程中梁的切割方法及装置

Also Published As

Publication number Publication date
FI20075207A0 (fi) 2007-03-30
FI20075207A7 (fi) 2008-10-01
FI20075207L (fi) 2008-10-01

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