WO1996006994A1 - A composite beam - Google Patents

A composite beam Download PDF

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Publication number
WO1996006994A1
WO1996006994A1 PCT/AU1995/000567 AU9500567W WO9606994A1 WO 1996006994 A1 WO1996006994 A1 WO 1996006994A1 AU 9500567 W AU9500567 W AU 9500567W WO 9606994 A1 WO9606994 A1 WO 9606994A1
Authority
WO
WIPO (PCT)
Prior art keywords
composite
composite beam
slab
sheeting
shear
Prior art date
Application number
PCT/AU1995/000567
Other languages
French (fr)
Inventor
Mark Patrick
Peduru Hewa Dayawansa
Original Assignee
Bhp Steel (Rp) 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
Application filed by Bhp Steel (Rp) Pty. Ltd. filed Critical Bhp Steel (Rp) Pty. Ltd.
Priority to AU33767/95A priority Critical patent/AU702847B2/en
Publication of WO1996006994A1 publication Critical patent/WO1996006994A1/en
Priority to HK98102713A priority patent/HK1003514A1/en

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • E04C5/0636—Three-dimensional reinforcing mats composed of reinforcing elements laying in two or more parallel planes and connected by separate reinforcing parts
    • 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
    • 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
    • E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
    • E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
    • E04B5/38—Floor 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
    • E04B5/40—Floor 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

Definitions

  • the present invention relates to composite beams for the building industry.
  • composite beam is understood herein to mean a beam, preferably formed from steel, and a solid or composite slab interconnected by shear connection to act together to resist action effects as a single structural member.
  • shear connection is understood herein to mean an interconnection between a beam and a solid or composite slab of a composite beam which enables the two components to act together as a single structural member.
  • the shear connection comprises shear connectors, slab concrete, and transverse reinforcement.
  • shear connector is understood herein to mean a mechanical device attached to the top flange of a steel beam which forms part of the shear connection.
  • the present invention relates to composite beams of the type comprising:
  • a plurality of shear connectors typically in the form of headed studs, embedded in the concrete and extending through the sheeting and welded to the top flange of the beam thereby to connect the composite slab to the beam.
  • the present invention is concerned particularly with reinforcing the type of composite beams described above so that the composite beams have sufficient longitudinal shear capacity for the longitudinal forces arising from compressive stresses that develop across its width and within its depth to be transferred to the shear connectors and thereby to prevent premature longitudinal shear failure of the composite beams.
  • the conventional reinforcement for preventing longitudinal shear failure in the type of composite beams described above comprises deformed reinforcing bars or welded wire fabric embedded in a horizontal position in the concrete of the composite slab.
  • the reinforcement is arranged to extend transversely to the longitudinal axis of the composite beam and therefore crosses potential longitudinal shear surfaces and by this mechanism is thought to contribute to the longitudinal shear capacity of the composite slab.
  • the research was carried out on composite beams formed from profiled steel sheeting comprising open steel ribs separated by pans.
  • the profiled steel sheeting was positioned so that the steel ribs extended transversely to the longitudinal axis of each steel beam.
  • An edge of the composite slab of each composite beam was positioned to run parallel to the top flange of a steel beam, as occurs for perimeter beams.
  • the composite beams also comprised conventional horizontal reinforcement with bars laid transversely to the longitudinal axis of each of the steel beams. The composite beams were loaded by applying a downward force.
  • An object of the present invention is to provide a composite beam with improved resistance to longitudinal shear failure of the type described in the preceding paragraphs.
  • a composite beam comprising:
  • profiled sheeting having a plurality of pans separated by ribs, the profiled sheeting being positioned so that the ribs extend transversely to the longitudinal axis of the beam;
  • the present invention makes it possible to avoid premature longitudinal shear failure of the structural composite beam at loads below the load at which the shear connectors have achieved full potential strength.
  • the present invention makes it possible to use significantly fewer shear connectors than would otherwise be required.
  • the beam be a steel beam.
  • the profiled sheeting be profiled steel sheeting.
  • the beam be supported at each end.
  • the beam be an internal beam.
  • the beam be a perimeter beam.
  • the composite slab further comprises reinforcement such as welded wire fabric embedded in the concrete of the composite slab.
  • shear connectors be headed studs.
  • the shear connectors may be of any other suitable form such as structural bolts or channels.
  • the reinforcing component comprise welded wire fabric having a series of folds with peaks straddling the ribs and troughs contacting the pans.
  • the reinforcing element comprises the sections of the longitudinal wires or the cross-wires of the welded wire fabric that extend between the peaks and the troughs.
  • the reinforcing component be a cage which at least partially encloses one or a group of the shear connectors in a pan.
  • the reinforcing element comprises the upright sections of the cage.
  • the cage be formed from deformed reinforcing bars.
  • the cage be formed from welded wire fabric.
  • Figure 1 is a perspective view which illustrates, in simplified form, a preferred embodiment of a composite beam in accordance with the present invention
  • Figure 2 is an elevation of the composite beam shown in Figure 1 in the direction of the arrow A in Figure 1;
  • Figure 3 is a perspective view of the reinforcing component of the preferred embodiment of the composite beam in accordance with the present invention that is shown in Figures 1 and 2;
  • Figure 4 is a perspective view of the reinforcement component of another preferred embodiment of a composite beam in accordance with the present invention.
  • Figure 5 is a perspective view of the reinforcing component of another preferred embodiment of a composite beam in accordance with the present invention.
  • Figure 6 is a perspective view which illustrates, in simplified form, another preferred embodiment of a composite beam in accordance with the present invention.
  • Figure 7 is a perspective view of the reinforcing component of the preferred embodiment of the composite beam in accordance with the present invention that is shown in Figure 6.
  • the composite beam 3 comprises: (a) a horizontally extending hot-rolled or fabricated steel beam 5 which is supported at each end;
  • the beam 5 and the composite slab may be of any suitable dimensions and construction.
  • the composite slab has a thickness of at least 120mm.
  • the sheeting 7 shown in Figures 1 and 2 has a dovetail profile, the sheeting 7 may be trapezoidal of any other suitable shape.
  • the reinforcing component 19 is formed by bending the longitudinal wires 41 of a piece of welded wire fabric to form, as can best be seen in Figure 2, a series of folds .
  • the reinforcing component 19 is positioned so that the longitudinal wires 41 extend transversely to the ribs 11 with peaks 43 straddling the ribs 11 and troughs 45 contacting the pans 13 of the sheeting 7. With this arrangement, the cross-wires 47 of the welded wire fabric extend parallel to the ribs 11 of the sheeting 7.
  • the welded wire fabric may be of any suitable dimensions and construction.
  • the welded wire fabric is formed from deformed wire having a diameter of 6 - 8mm with a spacing of 150mm between the 4 longitudinal wires 41 of the welded wire fabric - thus making 450mm the nominal overall width of the reinforcing component 19.
  • 600 - 1800mm is the nominal overall length of the reinforcing component 19.
  • the shear connection comprises:
  • the shear connection also comprises the sheeting 7 if the sheeting is attached by some means to the steel beam 5, for example by puddle welds.
  • the shear connection also comprises the reinforcing component 19 as shown by way of example in Figures 1 to 3.
  • the reinforcing component 19 is designed to specifically prevent premature longitudinal shear failure and, in particular, premature longitudinal shear failure caused by a mechanism of splitting of the composite slab in a horizontal plane across the tops of the steel ribs 11, as well as by other mechanisms.
  • the reinforcing component 19 is designed to improve the transfer of horizontal forces between the composite slab and the steel beam 5.
  • the reinforcing component 19 shown in Figures 1 to 3 has been found to be effective in achieving this objective.
  • Figures 4 and 5 illustrate two alternative constructions of the reinforcing component 19. These forms of the reinforcing component 19 are similar to that shown in Figures 1 to 3. Specifically, the reinforcing components 19 are formed by bending the longitudinal wires 41 of welded wire fabric. However, unlike the reinforcing component 19 shown in Figures 1 to 3, the spacing of the cross-wires 47 of the embodiments shown in Figures 4 and 5 is not uniform. In addition, in the case of the reinforcing component 19 shown in Figure 5, the troughs 45 are flat rather than curved.
  • another preferred embodiment of the reinforcing component 19 comprises a "cage" formed from deformed reinforcing bars which is designed to enclose a group of shear connectors 15 in a pan 11.
  • the cage comprises two loops 51 of deformed wire which are bent into a ⁇ -shaped configuration and are interconnected by parallel deformed reinforcing bars 53.
  • the loops 51 are formed so that the lower sections of the loops 51 can be located in the region of the junction of the ribs 11 and the pan 13.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Joining Of Building Structures In Genera (AREA)
  • Reinforcement Elements For Buildings (AREA)

Abstract

A composite beam (3) for the building industry is disclosed. The composite beam (3) comprises: a horizontally extending beam (5); a composite slab formed from profiled sheeting (7) and concrete cast on the sheeting (7); a plurality of shear connectors (15) extending through the sheeting (7) and welded to the top flange (9) of the beam (5); and a reinforcing component (19) in the concrete slab for preventing premature longitudinal shear failure of the composite beam (3).

Description

A COMPOSITE BEAM
The present invention relates to composite beams for the building industry.
The term "composite beam" is understood herein to mean a beam, preferably formed from steel, and a solid or composite slab interconnected by 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 solid or composite slab of a composite beam which enables the two components to act together as a single structural member.
In conventional composite beams, typically, the shear connection comprises shear connectors, slab concrete, and transverse reinforcement.
The term "shear connector" is understood herein to mean a mechanical device attached to the top flange of a steel beam which forms part of the shear connection.
In particular, the present invention relates to composite beams of the type comprising:
(a) a horizontal beam (typically steel) supported at each end;
(b) a composite slab positioned on and supported by the steel beam and comprising:
(i) profiled metal (typically steel) sheeting, (ii) concrete cast on the sheeting, and
(iii) reinforcement embedded in the concrete; and
(c) a plurality of shear connectors, typically in the form of headed studs, embedded in the concrete and extending through the sheeting and welded to the top flange of the beam thereby to connect the composite slab to the beam.
The present invention is concerned particularly with reinforcing the type of composite beams described above so that the composite beams have sufficient longitudinal shear capacity for the longitudinal forces arising from compressive stresses that develop across its width and within its depth to be transferred to the shear connectors and thereby to prevent premature longitudinal shear failure of the composite beams.
The conventional reinforcement for preventing longitudinal shear failure in the type of composite beams described above comprises deformed reinforcing bars or welded wire fabric embedded in a horizontal position in the concrete of the composite slab. The reinforcement is arranged to extend transversely to the longitudinal axis of the composite beam and therefore crosses potential longitudinal shear surfaces and by this mechanism is thought to contribute to the longitudinal shear capacity of the composite slab.
However, in research carried out by the applicant on the type of composite beams described above it was found that the composite beams tested, which included such conventional horizontal reinforcement, failed prematurely by longitudinal shear failure by a mechanism of horizontal splitting along the line of shear connectors in the composite slab.
The research was carried out on composite beams formed from profiled steel sheeting comprising open steel ribs separated by pans. The profiled steel sheeting was positioned so that the steel ribs extended transversely to the longitudinal axis of each steel beam. An edge of the composite slab of each composite beam was positioned to run parallel to the top flange of a steel beam, as occurs for perimeter beams. As indicated above, the composite beams also comprised conventional horizontal reinforcement with bars laid transversely to the longitudinal axis of each of the steel beams. The composite beams were loaded by applying a downward force.
It was found that horizontal splits formed in the concrete between the tops of the steel ribs of the profiled steel sheeting that were adjacent to the pans in which the shear connectors were positioned. Part of the compressive force in the concrete slab arising from the flexural action of the composite beam was directed across the horizontal plane through the tops of the steel ribs wherever shear connectors occurred. Therefore, at these locations the steel ribs presented a source of weakness to the composite beam. However, at pans without shear connectors, no shear force was transmitted across the horizontal plane through the tops of the steel ribs and the splits did not form.
It was also found that the horizontal splits locally avoided the shear connectors by passing over the tops of the shear connectors.
It was also found that longitudinal slip between a concrete slab and a steel beam of the order of only 1mm was necessary before the shear connection failed suddenly, which was entirely unsatisfactory since such failures are difficult to design against, and also the shear capacity of the shear connectors is significantly underutilised.
In addition, it was found that the conventional horizontal reinforcement, which was thought should prevent premature longitudinal shear failure, appeared to assist in initiating the horizontal splits and therefore was also entirely unsatisfactory on this basis.
An object of the present invention is to provide a composite beam with improved resistance to longitudinal shear failure of the type described in the preceding paragraphs.
According to the present invention there is provided a composite beam comprising:
(a) a beam;
(b) a composite slab positioned on the beam, the composite slab comprising:
(i) profiled sheeting having a plurality of pans separated by ribs, the profiled sheeting being positioned so that the ribs extend transversely to the longitudinal axis of the beam;
(ii) concrete cast on the profiled sheeting;
(c) a plurality of shear connectors which connect the composite slab to the beam; and
(d) a reinforcing component embedded in the concrete slab, the reinforcing component having a reinforcing element that extends through an imaginary horizontal plane that passes through the tops of the ribs of the profiled sheeting to prevent premature longitudinal shear failure of the composite beam.
The applicant has found that the reinforcing component described in sub-paragraph (d) above improves dramatically the transfer of horizontal force between the composite slab and the beam of the composite beam.
As a consequence, the present invention makes it possible to avoid premature longitudinal shear failure of the structural composite beam at loads below the load at which the shear connectors have achieved full potential strength.
In addition, as a consequence, the present invention makes it possible to use significantly fewer shear connectors than would otherwise be required.
It is preferred that the beam be a steel beam.
It is preferred that the profiled sheeting be profiled steel sheeting.
It is preferred that the beam be supported at each end.
In one embodiment, it is preferred that the beam be an internal beam.
In another embodiment, it is preferred that the beam be a perimeter beam.
It is preferred that the composite slab further comprises reinforcement such as welded wire fabric embedded in the concrete of the composite slab.
It is preferred that the shear connectors be headed studs. The shear connectors may be of any other suitable form such as structural bolts or channels.
In one arrangement it is preferred that the reinforcing component comprise welded wire fabric having a series of folds with peaks straddling the ribs and troughs contacting the pans.
With such an arrangement, the reinforcing element comprises the sections of the longitudinal wires or the cross-wires of the welded wire fabric that extend between the peaks and the troughs.
In an alternative arrangement, it is preferred that the reinforcing component be a cage which at least partially encloses one or a group of the shear connectors in a pan.
With such an arrangement, the reinforcing element comprises the upright sections of the cage.
In one embodiment, it is preferred that the cage be formed from deformed reinforcing bars.
In another embodiment, it is preferred that the cage be formed from welded wire fabric.
The present invention is described further by way of example with reference to the accompanying drawings in which:
Figure 1 is a perspective view which illustrates, in simplified form, a preferred embodiment of a composite beam in accordance with the present invention;
Figure 2 is an elevation of the composite beam shown in Figure 1 in the direction of the arrow A in Figure 1;
Figure 3 is a perspective view of the reinforcing component of the preferred embodiment of the composite beam in accordance with the present invention that is shown in Figures 1 and 2;
Figure 4 is a perspective view of the reinforcement component of another preferred embodiment of a composite beam in accordance with the present invention;
Figure 5 is a perspective view of the reinforcing component of another preferred embodiment of a composite beam in accordance with the present invention;
Figure 6 is a perspective view which illustrates, in simplified form, another preferred embodiment of a composite beam in accordance with the present invention; and
Figure 7 is a perspective view of the reinforcing component of the preferred embodiment of the composite beam in accordance with the present invention that is shown in Figure 6.
The preferred embodiment of the composite beam 3 in accordance with the present invention that is shown in Figures 1 to 3 is in a simplified form to illustrate the composite beam 3 more clearly.
With reference to the figures, the composite beam 3 comprises: (a) a horizontally extending hot-rolled or fabricated steel beam 5 which is supported at each end;
(b) a composite slab comprising:
(i) profiled steel sheeting 7 in contact with the top flange 9 of the steel beam 5, the sheeting 7 comprising a plurality of parallel steel ribs 11 separated by pans 13 and positioned so that the ribs 11 extend in a direction that is transverse to the longitudinal axis of the beam 5; and
(ii) concrete (not shown) cast on the sheeting 7;
(c) a plurality of shear connectors 15 in the form of headed studs which extend through the sheeting 7 and are welded to the top flange 9 of the beam 5; and
(d) a reinforcing component 19 in the concrete slab for preventing premature longitudinal shear failure 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 120mm. In addition, whilst the sheeting 7 shown in Figures 1 and 2 has a dovetail profile, the sheeting 7 may be trapezoidal of any other suitable shape.
The reinforcing component 19 is formed by bending the longitudinal wires 41 of a piece of welded wire fabric to form, as can best be seen in Figure 2, a series of folds .
In the preferred embodiment shown in Figures 1 to 3, the reinforcing component 19 is positioned so that the longitudinal wires 41 extend transversely to the ribs 11 with peaks 43 straddling the ribs 11 and troughs 45 contacting the pans 13 of the sheeting 7. With this arrangement, the cross-wires 47 of the welded wire fabric extend parallel to the ribs 11 of the sheeting 7.
The welded wire fabric may be of any suitable dimensions and construction. Typically, the welded wire fabric is formed from deformed wire having a diameter of 6 - 8mm with a spacing of 150mm between the 4 longitudinal wires 41 of the welded wire fabric - thus making 450mm the nominal overall width of the reinforcing component 19. Typically, 600 - 1800mm is the nominal overall length of the reinforcing component 19.
When a structural composite beam 3 of the basic type shown in the Figures 1 to 3 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 comprises:
(a) the shear connectors 15;
(b) concrete cast in a slab; and
(c) conventional horizontal reinforcement in the vicinity of the shear connectors 15.
The shear connection also comprises the sheeting 7 if the sheeting is attached by some means to the steel beam 5, for example by puddle welds.
However, in accordance with the present invention, the shear connection also comprises the reinforcing component 19 as shown by way of example in Figures 1 to 3.
The reinforcing component 19 is designed to specifically prevent premature longitudinal shear failure and, in particular, premature longitudinal shear failure caused by a mechanism of splitting of the composite slab in a horizontal plane across the tops of the steel ribs 11, as well as by other mechanisms.
In general terms, the reinforcing component 19 is designed to improve the transfer of horizontal forces between the composite slab and the steel beam 5. In research work carried out by the applicant the reinforcing component 19 shown in Figures 1 to 3 has been found to be effective in achieving this objective.
Figures 4 and 5 illustrate two alternative constructions of the reinforcing component 19. These forms of the reinforcing component 19 are similar to that shown in Figures 1 to 3. Specifically, the reinforcing components 19 are formed by bending the longitudinal wires 41 of welded wire fabric. However, unlike the reinforcing component 19 shown in Figures 1 to 3, the spacing of the cross-wires 47 of the embodiments shown in Figures 4 and 5 is not uniform. In addition, in the case of the reinforcing component 19 shown in Figure 5, the troughs 45 are flat rather than curved.
With reference to Figures 6 and 7, another preferred embodiment of the reinforcing component 19 comprises a "cage" formed from deformed reinforcing bars which is designed to enclose a group of shear connectors 15 in a pan 11.
The cage comprises two loops 51 of deformed wire which are bent into a ϋ-shaped configuration and are interconnected by parallel deformed reinforcing bars 53. The loops 51 are formed so that the lower sections of the loops 51 can be located in the region of the junction of the ribs 11 and the pan 13.
As with the arrangement shown in Figures 1 to 3, it has been found by the applicant in research work that the use of the reinforcing component 19 as shown in Figures 4 and 5, in conjunction with other structural components which form the shear connection, substantially prevented longitudinal shear failure of composite beams.
Many modifications may be made to the preferred embodiment of the composite beam of the present invention without departing from the spirit and scope of the present invention.
By way of example, whilst the preferred embodiment described in relation to Figures 1 and 3 comprises a beam 5 and a profiled sheeting 7 formed from steel, it can readily be appreciated that the present invention is not so limited and extends to beams 5 and profiled slab soffits formed from any suitable material.

Claims

CLAIMS :
1. A composite beam comprising:
(a) a beam;
(b) a composite slab positioned on the beam, the composite slab comprising:
(i) profiled sheeting having a plurality of pans separated by ribs, the profiled sheeting being positioned so that the ribs extend transversely to the longitudinal axis of the beam;
(ii) concrete cast on the profiled sheeting;
(c) a plurality of shear connectors which connect the composite slab to the beam; and
(d) a reinforcing component embedded in the concrete slab, the reinforcing component having a reinforcing element that extends through an imaginary horizontal plane that passes through the tops of the ribs of the profiled sheeting to prevent premature longitudinal shear failure of the composite beam.
2. The composite beam defined in claim 1 wherein the beam is a steel beam.
3. The composite beam defined in claim 1 or claim 2 wherein the profiled sheeting is profiled steel sheeting.
4. The composite beam defined in any one of the preceding claims wherein the beam is supported at each end.
5. The composite beam defined in any one of the preceding claims wherein the beam is an internal beam.
6. The composite beam defined in any one of claims 1 to 4 wherein the beam is a perimeter beam.
7. The composite beam defined in any one of the preceding claims further comprises a mesh reinforcement embedded in the concrete of the composite slab.
8. The composite slab defined in any one of the preceding claims wherein the shear connectors are headed studs.
9. The composite beam defined in any one of the preceding claims wherein the reinforcing component comprises welded wire fabric having a series of folds with peaks straddling the ribs and troughs contacting the pans.
10. The composite beam defined in claim 9 wherein the reinforcing element comprises the sections of the longitudinal wires or the cross-wires of the welded wire fabric that extend between the peaks and the troughs.
11. The composite beam defined in any one of claims 1 to 9 wherein the reinforcing component comprises a cage which at least partially encloses one or a group of the shear connectors in a pan.
12. The composite beam defined in claim 11 wherein the reinforcing element comprises the upright sections of the cage.
13. The composite beam defined in claim 12 wherein the cage is formed from deformed reinforcing bars
14. The composite beam defined in claim 12 wherein the cage is formed from welded wire fabric.
PCT/AU1995/000567 1994-09-01 1995-09-01 A composite beam WO1996006994A1 (en)

Priority Applications (2)

Application Number Priority Date Filing Date Title
AU33767/95A AU702847B2 (en) 1994-09-01 1995-09-01 A composite beam
HK98102713A HK1003514A1 (en) 1994-09-01 1998-03-31 A composite beam

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
AUPM7806 1994-09-01
AUPM7806A AUPM780694A0 (en) 1994-09-01 1994-09-01 A composite beam

Publications (1)

Publication Number Publication Date
WO1996006994A1 true WO1996006994A1 (en) 1996-03-07

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Country Link
CN (1) CN1120923C (en)
AU (1) AUPM780694A0 (en)
HK (1) HK1003514A1 (en)
MY (1) MY126294A (en)
WO (1) WO1996006994A1 (en)

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US6044808A (en) * 1996-01-30 2000-04-04 Hollis; Thomas J. Electronically assisted thermostat for controlling engine temperature
SG100741A1 (en) * 2000-05-29 2003-12-26 Univ Western Sydney Nepean A reinforcing component
WO2004031507A1 (en) * 2002-10-02 2004-04-15 University Of Western Sydney A composite beam
WO2004042161A1 (en) * 2002-11-04 2004-05-21 Onesteel Reinforcing Pty Ltd A composite beam
WO2005003482A1 (en) * 2003-07-01 2005-01-13 Onesteel Reinforcing Pty Ltd A reinforcing component
WO2005019555A1 (en) * 2003-08-26 2005-03-03 University Of Western Sydney Placement of shear connectors
AU784892B2 (en) * 2000-09-11 2006-07-20 Onesteel Reinforcing Pty Limited A composite beam
US7140158B2 (en) * 2004-07-06 2006-11-28 William Steadman Composite beam
WO2007131284A1 (en) * 2006-05-17 2007-11-22 Associated Valaire Pty Ltd Structural element and methods of use thereof
AU2003277976B2 (en) * 2002-11-04 2008-07-24 Onesteel Reinforcing Pty Ltd A composite beam
KR101505719B1 (en) 2010-06-09 2015-03-26 한국건설기술연구원 Method for manufacturing composite deck plate integrated with a bar truss
CN107447921A (en) * 2017-09-13 2017-12-08 清华大学 High ductile steel-the concrete combination beam of detachable assembling type
EP3467226A1 (en) * 2017-10-09 2019-04-10 HeidelbergCement AG Composite building elements
US20190301180A1 (en) * 2018-03-29 2019-10-03 Bailey Metal Products Limited Floor panel system

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CN102433952B (en) * 2011-08-25 2014-09-24 谭昇 Wavy sloping roof structure and preparation method thereof
CN104153268A (en) * 2014-07-07 2014-11-19 张跃 Three-dimensional block
CN110094168B (en) * 2019-04-20 2021-08-13 中国二十冶集团有限公司 Treatment device for rock blocks of cast-in-situ bored pile and application method of treatment device
CN110029780B (en) * 2019-05-13 2023-06-02 中州装备制造股份有限公司 Stiffening frame, method and apparatus for making same, and structural reinforcement

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DE2110913A1 (en) * 1970-03-11 1971-11-18 Andre Reimbert Ribbed sheet metal for making a concrete ceiling
AU4280572A (en) * 1971-05-26 1973-11-29 H.H. Robertson Company Composite floor utilizing sheetmetal decking units
US3967426A (en) * 1972-05-08 1976-07-06 Epic Metals Corporation Reinforced composite slab assembly

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US6044808A (en) * 1996-01-30 2000-04-04 Hollis; Thomas J. Electronically assisted thermostat for controlling engine temperature
SG100741A1 (en) * 2000-05-29 2003-12-26 Univ Western Sydney Nepean A reinforcing component
AU784892B2 (en) * 2000-09-11 2006-07-20 Onesteel Reinforcing Pty Limited A composite beam
WO2004031507A1 (en) * 2002-10-02 2004-04-15 University Of Western Sydney A composite beam
WO2004042161A1 (en) * 2002-11-04 2004-05-21 Onesteel Reinforcing Pty Ltd A composite beam
GB2411185A (en) * 2002-11-04 2005-08-24 Onesteel Reinforcing Pty Ltd A composite beam
GB2411185B (en) * 2002-11-04 2006-03-29 Onesteel Reinforcing Pty Ltd A composite beam
AU2003277976B2 (en) * 2002-11-04 2008-07-24 Onesteel Reinforcing Pty Ltd A composite beam
WO2005003482A1 (en) * 2003-07-01 2005-01-13 Onesteel Reinforcing Pty Ltd A reinforcing component
GB2421965B (en) * 2003-08-26 2007-11-28 Univ Western Sydney Placement of shear connectors
WO2005019555A1 (en) * 2003-08-26 2005-03-03 University Of Western Sydney Placement of shear connectors
GB2421965A (en) * 2003-08-26 2006-07-12 Univ Western Sydney Placement of shear connectors
US7140158B2 (en) * 2004-07-06 2006-11-28 William Steadman Composite beam
WO2007131284A1 (en) * 2006-05-17 2007-11-22 Associated Valaire Pty Ltd Structural element and methods of use thereof
KR101505719B1 (en) 2010-06-09 2015-03-26 한국건설기술연구원 Method for manufacturing composite deck plate integrated with a bar truss
CN107447921A (en) * 2017-09-13 2017-12-08 清华大学 High ductile steel-the concrete combination beam of detachable assembling type
EP3467226A1 (en) * 2017-10-09 2019-04-10 HeidelbergCement AG Composite building elements
WO2019072638A1 (en) * 2017-10-09 2019-04-18 Heidelbergcement Ag Composite building elements
US20190301180A1 (en) * 2018-03-29 2019-10-03 Bailey Metal Products Limited Floor panel system
US11242689B2 (en) * 2018-03-29 2022-02-08 Bailey Metal Products Limited Floor panel system

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AUPM780694A0 (en) 1994-09-22
MY126294A (en) 2006-09-29
CN1161070A (en) 1997-10-01
HK1003514A1 (en) 1998-10-30
CN1120923C (en) 2003-09-10

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