US20060144000A1 - Composite beam - Google Patents

Composite beam Download PDF

Info

Publication number
US20060144000A1
US20060144000A1 US10/533,745 US53374505A US2006144000A1 US 20060144000 A1 US20060144000 A1 US 20060144000A1 US 53374505 A US53374505 A US 53374505A US 2006144000 A1 US2006144000 A1 US 2006144000A1
Authority
US
United States
Prior art keywords
wires
reinforcing
ribs
conical
reinforcing component
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.)
Abandoned
Application number
US10/533,745
Inventor
Mark Patrick
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.)
University of Western Sidney
OneSteel Reinforcing Pty Ltd
Original Assignee
University of Western Sidney
OneSteel Reinforcing Pty Ltd
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
Priority to AU2002952445A priority Critical patent/AU2002952445A0/en
Priority to AU2002952445 priority
Application filed by University of Western Sidney, OneSteel Reinforcing Pty Ltd filed Critical University of Western Sidney
Priority to PCT/AU2003/001452 priority patent/WO2004042161A1/en
Assigned to ONESTEEL REINFORCING PTY LTD., UNIVERSITY OF WESTERN SYDNEY reassignment ONESTEEL REINFORCING PTY LTD. ASSIGNMENT OF ASSIGNORS INTEREST (SEE DOCUMENT FOR DETAILS). Assignors: PATRICK, MARK
Publication of US20060144000A1 publication Critical patent/US20060144000A1/en
Abandoned legal-status Critical Current

Links

Images

Classifications

    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/32Floor structures wholly cast in situ with or without form units or reinforcements
    • E04B5/36Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
    • E04B5/38Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
    • E04B5/40Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element with metal form-slabs
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00Structural elongated elements designed for load-supporting
    • E04C3/02Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/29Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
    • E04C3/293Joists; 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
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00Structural elongated elements designed for load-supporting
    • E04C3/02Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/29Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
    • E04C3/293Joists; 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
    • E04C3/294Joists; 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 of concrete combined with a girder-like structure extending laterally outside the element
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/02Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance
    • E04C5/04Mats
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/06Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/06Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • E04C5/0645Shear reinforcements, e.g. shearheads for floor slabs
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/07Reinforcing elements of material other than metal, e.g. of glass, of plastics, or not exclusively made of metal

Abstract

A composite beam is disclosed. The beam includes an internal horizontal beam (5), a composite slab that is positioned on and supported by the beam, and a plurality of shear connectors (15), embedded in the cast concrete and welded to the beam and connecting the composite slab to the beam. The beam is characterised by a reinforcing component (19) that is positioned so that reinforcing elements (61, 63) of the reinforcing component intersect a conical-type failure surface around the shear connectors in at least two different, preferably perpendicular, directions.

Description

  • The present invention relates to composite beams for the construction industry.
  • The term “composite beam” is understood herein to mean a beam, preferably formed from steel, and a composite slab that are interconnected by the shear connection to act together to resist action effects as a single structural member.
  • The term “shear connection” is understood herein to mean an interconnection between a beam and a composite slab which enables the two components to act together as a single structural member under the action effect of bending which causes longitudinal shear forces to develop.
  • In conventional composite beams, typically, the shear connection includes shear connectors, slab concrete, the profiled steel sheeting, and transverse reinforcement.
  • The term “shear connector” is understood herein to mean a mechanical device attached to a beam (typically to a top flange of the beam) which forms part of the shear connection.
  • The present invention relates particularly, although by no means exclusively, to composite beams of the type which include:
      • (a) a horizontal beam (typically steel and supported at each end);
      • (b) a composite slab that is positioned on and supported by the beam and includes:
        • (i) profiled metal (typically steel) sheeting having pans and parallel ribs, with the sheeting positioned so that the ribs extend transversely to the longitudinal axis of the beam;
        • (ii) concrete cast on the sheeting; and
        • (iii) reinforcement embedded in the cast concrete; and
      • (c) a plurality of shear connectors, typically in the form of headed studs, embedded in the cast concrete and welded to the steel beam thereby to connect the composite slab to the steel beam.
  • The term “profiled metal sheeting” is herein understood to include a plurality of sheets of profiled metal deck that have side edge formations that allow the sheets to be positioned in side by side overlapping relationship.
  • The present invention is concerned with overcoming a major problem identified by the applicant that occurs with composite beams of the type described above, and particularly with the above-described composite beams that include profiled steel decking having open ribs.
  • The term “open ribs” is understood herein to mean ribs that have a gap of at least 5=n between adjacent sides of the ribs, measured at the mid-height of the ribs.
  • The problem is a complex type of premature rib pull-off failure mode that has been observed by the applicant in research work on composite beams that include profiled steel decking having open ribs.
  • The applicant has previously carried out research work in relation to particular edge composite beams and found that the beams failed prematurely by longitudinal shear failure mode involving horizontal splitting between the tops of the ribs of the profiled steel sheeting that were adjacent the pans in which the shear connectors were located. The applicant anticipated that there would be a similar failure mode and profile for the failure surface of other edge composite beams and for internal composite beams.
  • However, subsequent research work carried out by the applicant has indicated that failure mode and the actual profile of the failure surface of other edge composite beams and for internal composite beams is quite different to that of the particular edge composite beams tested previously and that the reinforcement requirements are different.
  • Specifically, the applicant has found that the profile of the failure surface of other edge composite beams and for internal composite beams is characterised by tapered or conical surfaces that extend over the shear connectors and down to the pans of the profiled metal sheeting. This failure surface is hereinafter referred to as “the conical-type failure surface” and is illustrated in the drawings and is described further in relation to the drawings.
  • In relation to edge beams, the applicant has found that as the outstand of the composite slab from the nearest shear connectors increases there is greater likelihood of premature rib pull-off failure mode. Consequently, there are different reinforcement requirements for edge beams depending on the extent of the slab outstand of the beam.
  • The applicant has recognised that the premature rib pull-off failure mode needs to be suppressed by a suitable reinforcing component that ties the concrete cone around shear connectors to the more massive portion of the slab around the conical-type failure surface.
  • With the above in mind, according to the present invention there is provided a composite beam of the general type described above which is characterized by a reinforcing component that is positioned so that reinforcing elements of the reinforcing component intersect the above-described conical-type failure surface in at least two different, preferably perpendicular, directions.
  • More particularly, the present invention provides a composite beam which includes:
      • (a) a horizontal beam;
      • (b) a composite slab that is positioned on and supported by the beam; and
      • (c) a plurality of shear connectors, typically in the form of headed studs, embedded in the cast concrete and welded to the beam thereby to connect the composite slab to the beam; and
        wherein the composite slab includes:
      • (i) profiled metal sheeting having pans and parallel ribs, with the sheeting positioned so that the ribs extend transversely to the longitudinal axis of the beam;
      • (ii) concrete cast on the sheeting; and
      • (iii) a reinforcing component embedded in the cast concrete, the reinforcing component including a plurality of reinforcing elements, with the reinforcing component being positioned so that the reinforcing elements intersect the above-described conical-type failure surface in at least two different directions.
  • The applicant has found that the reinforcing component improves dramatically the resistance to the above-described premature rib pull-off failure mode of composite beams, particularly in situations in which the composite beams include profiled steel decking having open ribs.
  • Relevant factors in the selection of the reinforcing component include the following factors.
      • The reinforcing elements of the reinforcing component, e.g. mesh line wires and cross wires, bars, wires, straps, etc. must intersect the conical-type failure surface that forms around the shear connectors in at least two directions, preferably perpendicular directions. In any given situation, it is necessary first to identify the likely location of the conical-type failure surface and then to select the design of the reinforcing component that best suits that particular failure surface.
      • The reinforcing elements at the multiple direction intersection points must be sufficient to the the concrete within the conical-type failure surface to the portion of the slab outside the conical-type failure surface. This would normally entail positioning reinforcing elements to pass through at least two opposed faces of the conical-type failure surface.
  • Preferably, however, the reinforcing elements pass through two perpendicular pairs of opposed faces of the conical-type failure surface.
  • Preferably the reinforcing elements extend a sufficient distance on both sides of each intersection point so that the elements are sufficiently well-anchored to develop tensile forces to prevent shear failure around the conical-type failure surface, noting that such tensile forces create a clamping force across the failure surface which causes friction to develop which resists shear failure around the surface.
  • Preferably the reinforcing elements extend a sufficient distance on both sides of each intersection point so that a similar failure surface cannot occur further away from the shear connectors, which would also lead to a concrete pull-out failure, albeit at a higher level of shear force.
  • Preferably the reinforcing elements are connected together to form a single unit to simplify installation during construction. Depending on the design of the component, the connections between the reinforcing elements may be strong (e.g. welded-wire mesh) or weak (e.g. bars tack-welded or wire-tied together).
  • Preferably the reinforcing component does not clash with other reinforcement required in the composite slab.
  • Preferably there is sufficient concrete cover to the top of the slab for durability, etc.
  • Preferably the reinforcing component includes line wires and cross wires connected together at the intersections of the wires, for example by welding and/or wire-tying, with the line wires and the cross wires forming the reinforcing elements, and with the reinforcing component being positioned so that there are line wires and cross wires that have multiple points of intersection with the above-described conical-type failure surface around each shear connector or group of shear connectors.
  • Preferably the reinforcing component is in the form of a mesh that includes line wires and cross wires that are connected together, for example by welding and/or wire-tying, at the intersections of the wires, with the line wires and the cross wires forming the reinforcing elements.
  • In one, although not the only, arrangement the reinforcing component is in the form of a mesh formed from line wires and cross wires that are connected together, for example by welding and/or wire-tying, at wire intersections, with the line wires and the cross wires forming the reinforcing elements, and with the line wires having a zig-zag or “waveform” shape with peaks and troughs along at least part of the length of the line wires. With this arrangement, preferably the mesh is positioned in relation to the ribs and pans of the profiled metal sheeting so that the cross wires are parallel to the ribs and are positioned in the pans and extend through the conical-type failure surface or surfaces, the peaks of the waveform line wires are positioned above the ribs (preferably 30-40 mm), the troughs of the waveform line wires are positioned in the pans, and sections of the waveform line wires between the peaks and the troughs extend through the conical-type failure surface or surfaces.
  • The applicant has found that in the above arrangement the cross wires are very important in terms of reinforcing the composite beam at the conical-type failure surface.
  • Types of the reinforcing component other than mesh include, by way of example, reinforcing bars or wire, steel strapping (possibly holed), light steel sections, and high-strength plastics.
  • One particular design of the reinforcing component is in the form of a bar chair designed to be positioned to protrude through the conical-type failure surface at multiple points.
  • It is preferred that the reinforcing component be positioned so that a substantial part of the transverse reinforcement of the component is located between 10% and 75% of the height of adjacent ribs.
  • It is preferred that the beam be a steel beam.
  • It is preferred that the profiled metal sheeting be profiled steel sheeting.
  • The ribs of the profiled metal sheeting may be open or closed ribs. The present invention is applicable particularly to profiled metal sheeting having open ribs because composite slabs with open ribbed profiled metal sheeting are more susceptible to the premature rib pull-off failure mode described above.
  • The beam may be supported at opposite ends and at one or more locations along the length of the beam.
  • It is preferred that the shear connectors be headed studs.
  • The shear connectors may be of any other suitable form such as a structural bolts or channels or shot-fired connectors.
  • According to the present invention there is also provided a reinforcing component for the above described internal composite beam.
  • The present invention is described further by way of example with reference to the accompanying drawings of which:
  • FIG. 1 is a perspective view which illustrates, in simplified form, an embodiment of a composite beam (without a layer of concrete that forms part of the beam) in accordance with the present invention which illustrates the location of the reinforcing component of the beam in relation to the shear connectors of the beam and which also illustrates the location of the conical-type failure surface that the reinforcing component reinforces in the beam;
  • FIG. 2 is an elevation of the composite beam shown in FIG. 1 (with the layer of concrete illustrated in the Figure) in the direction of the arrow A in FIG. 1;
  • FIG. 3 is a perspective view of the reinforcing component of the embodiment of the composite beam in accordance with the present invention that is shown in FIG. 1.
  • The preferred embodiment of the composite beam 3 in accordance with the present invention that is shown in the Figures is in a simplified form to illustrate the composite beam 3 more clearly. It is noted that the composite beam may be an edge beam or an internal beam.
  • With reference to the Figures, the composite beam 3 includes:
      • (a) a horizontally extending hot-rolled or fabricated steel beam 5 which is supported at each end, and optionally at least one location along the length of the beam so that the beam extends across multiple spans between the beam supports;
      • (b) a composite slab including:
        • (i) profiled steel sheeting 7 in contact with a top flange 9 of the steel beam 5, the sheeting 7 including a plurality of parallel steel open ribs 11 separated by pans 13 and positioned so that the ribs 11 extend in a direction that is transverse (in the illustrated embodiment—perpendicular) to the longitudinal axis of the beam 5; and
        • (ii) a layer 29 of concrete cast on the sheeting 7 and having an upper surface 31 (shown in FIG. 2 only);
      • (c) two pairs of shear connectors 15 in the form of headed studs that extend through the sheeting 7 and are welded to the top flange 9 of the beam 5 at spaced intervals along the length of the beam 5; and
      • (d) a reinforcing component generally identified by the numeral 19 embedded in the concrete slab for preventing premature rib pull-off failure mode of the composite beam 3.
  • The beam 5 and the composite slab may be of any suitable dimensions and construction. Typically, the composite slab has a thickness of at least the height of the ribs 11 and 50 mmmm, typically 50-100 mm, above the rib height.
  • In addition, whilst the sheeting 7 shown in the Figures has open ribs, the ribs may be closed ribs.
  • As is indicated above, the purpose of the reinforcing component 19 is to intersect in at least 2 directions the conical-type failure surface that forms around the shear connectors. As is described hereinafter, in the described embodiment, the reinforcing component 19 intersects the conical-type failure surface in two perpendicular directions.
  • In any given situation, it is necessary first to identify the likely location of the conical-type failure surface and then to design the reinforcing component accordingly.
  • In addition, in any given situation, there must be reinforcement at the intersection points that is sufficient to tie the concrete within the conical-type failure surface to the portion of the slab above the conical-type failure surface. This would normally entail positioning reinforcing elements through at least two opposed faces of the conical-type failure surface. However, preferably the reinforcing elements of a reinforcing component pass through two pairs of opposed faces of the conical-type failure surface.
  • FIGS. 1 and 2 illustrate in diagrammatic form the shape of a conical-type failure surface that the applicant found in push-off tests. Specifically, the Figures illustrate the concrete that remained around the shear connectors 15 after the tests. The surface of the remaining concrete, which is the conical-type failure surface, is identified by the numeral 41 in FIGS. 1 and 2.
  • The reinforcing component 19 shown in the Figures comprises a sheet of mesh having four parallel line wires 61 and ten parallel cross wires 63 that are welded together at the intersections of the wires and the line wires 61 are formed into a generally sinusoidal waveform with peaks and troughs along the length of the line wires 61. The line wires 61 and the cross wires 63 form reinforcing elements of the reinforcing component 19.
  • Typically, the line wires 61 and the cross wires 63 are formed from plain or deformed wire having a diameter of 6-8 mm. The main requirement for the line wires 61 and the cross wires 63 is that they be capable of acting as reinforcement. Typically, there is a spacing of 150 mm between the line wires 61—thus making 450 mm the nominal width of the reinforcing component 19.
  • The reinforcing component 19 is formed with regard to the height of the ribs 11 and the height of the shear connectors 15 and the location of the conical-type failure surfaces 41 shown in the Figures so that when the reinforcing component 19 is positioned as shown in FIGS. 1 and 2 the longitudinal wires 61 and the lower cross-wires 63 intersect the conical-type failure surfaces 41 at multiple locations in two perpendicular directions. In the arrangement shown, the reinforcing component 19 is positioned so that the cross wires 63 are parallel to the ribs 11 and the peaks of the longitudinal wires 61 extend over the ribs 11 (with 30-40 mm clearance) and the troughs of the longitudinal wires 61 extend into the pans 13. Furthermore, in the arrangement shown, the cross wires 63 that are in the pans 13 that have the pairs of shear connectors 15 are positioned approximately half way up the height of the ribs 11. The applicant has found that positioning the reinforcing component 19 so that the cross wires 63 are between 10 and 75%, more preferably between 25 and 75%, of the height of the ribs 11 provides particularly effective reinforcement.
  • When a structural composite beam 3 of the basic type shown in the Figures is loaded, longitudinal slip is induced between the composite slab and the steel beam 5 which is resisted by the shear connection between these components.
  • In a conventional structural composite beam (without the reinforcing component 19) the shear connection includes:
      • (a) the shear connectors 15;
      • (b) concrete cast in a slab;
      • (c) profiled steel sheeting 7; and
      • (d) conventional horizontal reinforcement (not shown) in the vicinity of the shear connectors 15 and at the level of the top of the sheeting ribs.
  • However, in accordance with the present invention, the shear connection also includes the reinforcing component 19.
  • Many modifications may be made to the preferred embodiment of the present invention described above without departing from the spirit and scope of the invention.

Claims (9)

1. A composite beam which includes:
(a) a horizontal beam;
(b) a composite slab that is positioned on and supported by the beam; and
(c) a plurality of shear connectors, typically in the form of headed studs, embedded in the cast concrete and welded to the beam thereby to connect the composite slab to the beam; and
wherein the composite slab includes:
(i) profiled metal sheeting having pans and parallel ribs, with the sheeting positioned so that the ribs extend transversely to the longitudinal axis of the beam;
(ii) concrete cast on the sheeting; and
(iii) a reinforcing component embedded in the cast concrete, the reinforcing component including a plurality of reinforcing elements, with the reinforcing component being positioned so that the reinforcing elements intersect the conical-type failure surface or surfaces as described herein in at least two different directions.
2. The beam defined in claim 1 wherein the reinforcing elements extend a sufficient distance on both sides of each intersection point so that the elements are sufficiently well-anchored to develop tensile forces to prevent shear failure around the conical-type failure surface or surfaces.
3. The beam defined in claim 1 wherein the reinforcing elements extend a sufficient distance on both sides of each intersection point so that a similar failure surface cannot occur further away from the shear connectors.
4. The beam defined in claim 1 wherein the reinforcing component includes line wires and cross wires connected together at the intersections of the wires, with the line wires and the cross wires forming the reinforcing elements, and with the reinforcing component being positioned so that there are line wires and cross wires that have multiple points of intersection with the conical-type failure surface around each shear connector or groups of shear connectors in a pan.
5. The beam defined in claim 1 wherein the reinforcing component is in the form of a mesh that includes line wires and cross wires that are connected together at the intersections of the wires, with the line wires and the cross wires forming the reinforcing elements.
6. The beam defined in claim 4 wherein the reinforcing component is in the form of a mesh formed from line wires and cross wires that are connected together at wire intersections, with the line wires and the cross wires forming the reinforcing elements, with the line wires having a zig-zag or “waveform” shape with peaks and troughs along at least part of the length of the line wires, and with the mesh positioned in relation to the ribs and pans of the profiled metal sheeting so that the cross wires are parallel to the ribs and are positioned in the pans and extend through the conical-type failure surface or surfaces, the peaks of the waveform line wires are positioned above the ribs, the troughs of the waveform line wires are positioned in the pans, and sections of the waveform line wires between the peaks and the troughs extend through the conical-type failure surface or surfaces.
7. The beam defined in claim 1 wherein the reinforcing component is in the form of a bar chair designed to be positioned to protrude through the conical-type failure surface at multiple points.
8. The beam defined in claim 1 wherein the reinforcing component is positioned so that a substantial part of the transverse reinforcement is located between 10% and 75% of the height of the adjacent ribs.
9. The beam defined in claim 1 wherein the ribs are open ribs.
US10/533,745 2002-11-04 2003-11-04 Composite beam Abandoned US20060144000A1 (en)

Priority Applications (3)

Application Number Priority Date Filing Date Title
AU2002952445A AU2002952445A0 (en) 2002-11-04 2002-11-04 A composite beam
AU2002952445 2002-11-04
PCT/AU2003/001452 WO2004042161A1 (en) 2002-11-04 2003-11-04 A composite beam

Publications (1)

Publication Number Publication Date
US20060144000A1 true US20060144000A1 (en) 2006-07-06

Family

ID=28795835

Family Applications (1)

Application Number Title Priority Date Filing Date
US10/533,745 Abandoned US20060144000A1 (en) 2002-11-04 2003-11-04 Composite beam

Country Status (5)

Country Link
US (1) US20060144000A1 (en)
AU (1) AU2002952445A0 (en)
DE (1) DE10393668T5 (en)
GB (1) GB2411185B (en)
WO (1) WO2004042161A1 (en)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US8752347B2 (en) * 2009-04-03 2014-06-17 F.J. Aschwanden Ag Reinforcement element for absorbing forces of concrete slabs in the area of support elements
US20140231617A1 (en) * 2011-09-26 2014-08-21 Empire Technology Development Llc Suspension moulds
WO2016060352A1 (en) * 2014-10-14 2016-04-21 고려대학교 산학협력단 Refractory synthetic panel
US10323368B2 (en) * 2015-05-21 2019-06-18 Lifting Point Pre-Form Pty Limited Module for a structure

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100963579B1 (en) * 2007-12-21 2010-06-15 한국건설기술연구원 Bar truss integrated deck-plate
WO2011155645A1 (en) 2010-06-09 2011-12-15 한국건설기술연구원 Composite deck plate integrated with a bar truss and method for manufacturing same
AT13381U1 (en) * 2012-06-06 2013-11-15 Avi Alpenlaendische Vered reinforcing grid
RU2611663C1 (en) * 2015-12-17 2017-02-28 Владимир Алексеевич Виноградов Metal frame of monolithic reinforced concrete columns
CN111041967B (en) * 2019-12-25 2021-05-28 东南大学 Steel-concrete composite beam containing corrugated connecting piece and implementation method thereof

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3394514A (en) * 1966-08-29 1968-07-30 Robertson Co H H Metal cellular flooring sections and composte flor utilizing the same
US3496691A (en) * 1968-08-02 1970-02-24 Bethlehem Steel Corp Concrete forms
US3849957A (en) * 1971-05-10 1974-11-26 A Bastgen Reinforced concrete ribbed ceiling
US4056908A (en) * 1975-08-07 1977-11-08 Mcmanus Ira J Composite concrete slab and steel joist construction

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AUPM780694A0 (en) * 1994-09-01 1994-09-22 Broken Hill Proprietary Company Limited, The A composite beam
JP2001342612A (en) * 2000-06-02 2001-12-14 Akimitsu Kurita Joining device for floor slab and web steel plate
AU784892B2 (en) * 2000-09-11 2006-07-20 Onesteel Reinforcing Pty Limited A composite beam

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3394514A (en) * 1966-08-29 1968-07-30 Robertson Co H H Metal cellular flooring sections and composte flor utilizing the same
US3496691A (en) * 1968-08-02 1970-02-24 Bethlehem Steel Corp Concrete forms
US3849957A (en) * 1971-05-10 1974-11-26 A Bastgen Reinforced concrete ribbed ceiling
US4056908A (en) * 1975-08-07 1977-11-08 Mcmanus Ira J Composite concrete slab and steel joist construction

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US8752347B2 (en) * 2009-04-03 2014-06-17 F.J. Aschwanden Ag Reinforcement element for absorbing forces of concrete slabs in the area of support elements
US20140231617A1 (en) * 2011-09-26 2014-08-21 Empire Technology Development Llc Suspension moulds
WO2016060352A1 (en) * 2014-10-14 2016-04-21 고려대학교 산학협력단 Refractory synthetic panel
US10323368B2 (en) * 2015-05-21 2019-06-18 Lifting Point Pre-Form Pty Limited Module for a structure
US10619315B2 (en) 2015-05-21 2020-04-14 Lifting Point Pre-Form Pty Limited Module for a structure
US11053647B2 (en) 2015-05-21 2021-07-06 Lifting Point Pre-Form Pty Limited Module for a structure

Also Published As

Publication number Publication date
GB0509817D0 (en) 2005-06-22
DE10393668T5 (en) 2006-01-12
AU2002952445A0 (en) 2002-11-21
WO2004042161A1 (en) 2004-05-21
GB2411185A (en) 2005-08-24
GB2411185B (en) 2006-03-29

Similar Documents

Publication Publication Date Title
US20060144000A1 (en) Composite beam
US20060179750A1 (en) Composite beam
US4454695A (en) Composite floor system
EP0169015B1 (en) Composite floor system
US5099628A (en) Apparatus for enhancing structural integrity of masonry structures
US8388257B2 (en) Connecting device for connecting separating elements for traffic areas
KR101518682B1 (en) Stripping Deck
US4785600A (en) Buildup composite beam structure
HU227953B1 (en) Joist, joist assembly, and building comprising such a joist assembly
US9951510B2 (en) Joint structure of steel beam
WO1996006994A1 (en) A composite beam
US20050246988A1 (en) Connector assembly
US7627921B2 (en) Girder system employing bent steel plating
US20120137618A1 (en) Reinforcing assembly, and reinforced concrete structures using such assembly
US9469993B2 (en) Point-supported element or flat concrete ceiling
AU2003277976B2 (en) A composite beam
KR200348999Y1 (en) Dubel for composite structure
AU784892B2 (en) A composite beam
JP2006299706A (en) Production method of floor slab bridge using square steel pipe and production method of floor slab unit using the same
WO2007009160A1 (en) Shear connector for use in a concrete and steel structure
KR100511413B1 (en) Deck plate for construction
JP2005273289A (en) Bidirectional composite floor slab
KR101329482B1 (en) Deflection control structure of deck plate of slim floor with stiffness reinforcing link bar and construction method thereof
WO2005003482A1 (en) A reinforcing component
JP2005264550A (en) Shear reinforcing stud composite floor slab

Legal Events

Date Code Title Description
AS Assignment

Owner name: ONESTEEL REINFORCING PTY LTD., AUSTRALIA

Free format text: ASSIGNMENT OF ASSIGNORS INTEREST;ASSIGNOR:PATRICK, MARK;REEL/FRAME:016964/0579

Effective date: 20050721

Owner name: UNIVERSITY OF WESTERN SYDNEY, AUSTRALIA

Free format text: ASSIGNMENT OF ASSIGNORS INTEREST;ASSIGNOR:PATRICK, MARK;REEL/FRAME:016964/0579

Effective date: 20050721

STCB Information on status: application discontinuation

Free format text: ABANDONED -- FAILURE TO RESPOND TO AN OFFICE ACTION