WO2004065713A1 - Structural decking system - Google Patents
Structural decking system Download PDFInfo
- Publication number
- WO2004065713A1 WO2004065713A1 PCT/AU2004/000084 AU2004000084W WO2004065713A1 WO 2004065713 A1 WO2004065713 A1 WO 2004065713A1 AU 2004000084 W AU2004000084 W AU 2004000084W WO 2004065713 A1 WO2004065713 A1 WO 2004065713A1
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- WO
- WIPO (PCT)
- Prior art keywords
- components
- decking
- main
- decking panel
- main decking
- Prior art date
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Classifications
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- 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
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- 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
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- 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
- 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
- E04C2003/0408—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 assembly or the cross-section
- E04C2003/0413—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 assembly or the cross-section being built up from several 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
- E04C2003/0426—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
- E04C2003/0469—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 triangular-shaped
Definitions
- the present invention relates to structural decking systems and to composite slabs that include the systems .
- the present invention also relates to a method of manufacturing structural decking systems.
- the present invention relates particularly to structural decking systems for constructing composite slabs .
- Structural steel decking can serve a dual function when used in the construction of composite steel/concrete floor slabs and beams .
- the decking can act as structural formwork by supporting building materials and personnel before the concrete hardens.
- reinforcing steel (bars and/or mesh) has been laid, and concrete has been poured on top of the decking, and the concrete has reached sufficient compressive strength
- the decking can act as main reinforcement by interacting with the concrete. When the decking acts as main reinforcement it will continue to do so for the remainder of the life of the building.
- roll-forming machines are only designed to roll steel sheeting up to a certain maximum thickness, e.g. 1.2-1.6 mm. This significantly restricts the maximum flexural stiffness and ultimate strength of a deck with a set geometry. This in turn can severely impact on the minimum overall depth of the steel decking that can be used to achieve a certain span, which itself can significantly affect the minimum overall depth of the composite slab.
- the suite of decks includes some very deep decks (greater than 200 mm) that are used in the construction of composite slabs having a thin coverage (typically, 50 mm) of concrete over the tops of the ribs and therefore exhibit one-way action.
- the coating on flat steel strip can be varied to some degree between the top and bottom surfaces .
- it can be galvanised on both surfaces but pre- painted on the side that will form the soffit exposed to the air.
- the steel can be uncoated on both sides, which is done in benign environments to reduce the cost.
- Some decking manufacturers modify the decks they produce once the decks have been roll-formed. This is done to improve their functionality or structural performance. Important aspects of structural performance are flexural stiffness and ultimate strength. Flexural stiffness affects the magnitude of vertical deflections, in particular under the weight of wet concrete, which often control in design. The moment capacity and shear capacity of critical regions affects ultimate strength, which can also control in design.
- Attaching the flat sheets to the decking panel also increases the load-carrying capacity and flexural stiffness of the original deck, provided the connection between the sheet and the deck is sufficiently strong. Therefore, this functional improvement can also improve the structural performance of the deck when it acts as formwork.
- Japanese patent 11-192613 in the name of NKK Corporation shows a form of cellular deck which includes a series of openings in the webs of the trapezoidal ribs to accommodate transverse reinforcing bars. It is not clear from the patent the way the cellular deck is manufactured. In any case, the trapezoidal rib of the panel is formed as one part and would therefore be of uniform thickness like conventional decking. It could be that these trapezoidal ribs (which could also be referred to as inverted troughs) are individually welded to a flat plate to form an inverted form of the cellular panel described in Burn's Australian patent application 12620/70.
- transverse reinforcing bars appear to clip into the holes in the web sides, and most likely act as shear keys in the final composite slab once the concrete has hardened, noting that the concrete would fill the decking ribs and encapsulate the bars .
- Another arrangement shown in the Japanese patent application appears to comprise transverse reinforcing bars welded to the tops of the trapezoidal ribs, presumably again to promote composite action between the decking and the concrete.
- This attachment is located on the top face of the decking and is cast in the concrete and can potentially increase or decrease the longitudinal slip resistance of the plain deck, depending upon its design and the strength of its connection to the rib.
- the attachment is only connected to the steel decking by three small screws placed through the rib sides (one at the end support, one at mid-span, and one at the accessory end within the internal span) , and by two small screws or shot- fired pins through the base of the accessory and into the steel beams at the ends of the span being strengthened. Therefore, interaction between the sheeting and the accessory is very limited.
- the manufacturer discounts any improvement to the flexural stiffness of the steel decking on account of the accessory.
- the moment capacities of peak moment regions are assumed to increase, but the increases claimed again only reflect a low level of longitudinal shear connection between the decking and the accessory.
- Another major disadvantage with this invention is that the accessory must be fitted when the sheeting is in its final position in the building. The manufacturer discounts any effect that the accessory might have on the longitudinal slip resistance of the deck, which could be an unsafe conclusion.
- the present invention is an alternative structural decking system to the above-described systems.
- a main decking panel for a structural decking system that includes a plurality of the main decking panels, with the main decking panel including:
- a base component that includes a central pan and lap joints on each side of the pan to enable adjacent main decking panels to be positioned side by side in overlapping relationship;
- a significant advantage of the present invention is that the use of separate components that are assembled together makes it possible to optimise the structural requirements of the components to the required performance of the components.
- the central pan includes at least one longitudinal stiffener.
- the web components are secured to the base component at locations between the longitudinal stiffener or stiffeners and the lap joints.
- the web components butt against the longitudinal stiffener or stiffeners and/or the lap joints .
- the lap joints are formed so that a successive decking panel can be positioned in side by side overlapping relationship with another decking panel by pressing the lap joint of the successive decking panel downwardly over the lap joint of the other decking panel.
- the strengthening component is secured to the base component at a plurality of discrete connection locations along the length of the channel member .
- the strengthening component is secured to the base component at the plurality of discrete connection locations by deformed sections of the components at the locations that interlock the components together.
- the deformed sections are button shaped.
- the deformed sections may be formed by holding the components together and pressing the deformed sections, such as buttons, from one side of the components.
- the web components and the top chord components are assembled together by securing the components together at a plurality of discrete connection locations along the lengths of the components.
- the web components and the top chord components are secured together at the plurality of discrete connection locations by deformed sections of the components at the locations that interlock the components together.
- the deformed sections are button shaped.
- the deformed sections may be formed by holding the components together and pressing the deformed sections from one side of the components .
- the web components include flanges and the web and top chord components are secured together at the flanges .
- the top chord component includes one or more than one longitudinal stiffener.
- stiffener or stiffeners extend along the length of the top chord component.
- the top chord component includes down- turned sides .
- the longitudinal stiffeners and the down-turned sides of the top chord component are provided to strengthen the decking panel. Specifically the longitudinal stiffeners and down-turned sides stiffen the top chord component to resist buckling due to longitudinal compression loads.
- the web components include corrugations .
- the corrugations are vertical corrugations .
- the corrugations are provided to strengthen the decking panel. Specifically the corrugations stiffen the web components to resist vertical and longitudinal shear.
- the web components include openings to allow concrete to flow into the channel member.
- the decking panel may include a plurality of parallel strengthening members.
- a structural decking system formed from a plurality of the above-described main decking panel positioned side by side with the lap joints in overlapping relationship .
- the structural decking system includes an infill decking panel that is positioned between two main decking panels, with the infill decking panel including lap joints on each side of the pan that are in overlapping relationship with the lap joints of adjacent main decking panels .
- a composite slab that includes the above described structural decking system and a layer of hardened concrete on the structural decking system.
- main decking panels are described as “hybrid” decking panels in the Figures.
- the structural decking system of the present invention is based on modules in the form of:
- the main and infill decking panels are typically 2.5-9m long.
- Figures 6-8 are vertical cross-sections perpendicular to the lengthwise axis of embodiments of the main decking panel that includes: (a) an elongate base component that includes a central pan 7 and lap joints 9 on each side of the pan to enable adjacent main decking panels to be positioned side by side in overlapping relationship; and
- an elongate strengthening component in the form of a single inverted channel member that is secured to the base component, with the channel member including two opposed sides 11 formed from web components and a top 13 formed from a chord component, and with the web and top chord components being manufactured as separate components and thereafter assembled together to form the channel member .
- the web components are secured to the base component and the top component is secured to the web components at discrete locations along the lengths of the components .
- the connections are in the form of deformed buttons 17 that interlock the components together. The nature of the connections between the components is discussed further in a later part of the description.
- Each embodiment of the infill decking panel shown in the Figures includes a central pan and lap joints on each side of the pan that are formed to allow the infill decking panel to be positioned in side by side overlapping relationship with the lap joints of adjacent main decking panels.
- FIG. 2(d) Two specific embodiments of the infill decking panel 5 are shown in Fig. 2(d).
- the Figures show cross sections perpendicular to the lengthwise axis of the infill decking panels.
- the lower embodiment of Fig. 2(d) has a flat pan 21 and lap joints 9 the upper embodiment has a pan 21 with trapezoidal profile.
- Figs. 3-5 and 10-11 illustrate a series of different combinations of main and infill decking panels connected together in side by side overlapping relationship to form structural decking systems.
- the main decking and infill decking panels are narrow single units (see Figs 3 and 4) , ie units with a single strengthening member in the case of the main decking panels.
- the main decking and infill decking panels are 200-350mm wide.
- the present invention is not confined to this arrangement and extends to arrangements in which there is more than one strengthening member..
- the preference for narrow modules is to keep the weight per unit length down and allow the panels to be used in long lengths and lifted individually and easily handled on site by workers.
- the main decking panels 3 can be used by themselves (see Figs. 3(a) , 4(a) and 10) .
- infill decking panels 5 can be fitted between the main decking panels to improve economy (see Figs 3(b), 4(b) and 11), since they are less costly to manufacture than the main decking panels, and to provide other benefits such as reducing weight, etc.
- infill panels 5 makes it possible to introduce voids 27 between adjacent main decking panels or to accommodate longitudinal prestressing cables or reinforcing bars placed low in a composite slab.
- the main decking panels 3 are preferably placed in position first to support the infill panels 5, which only span in the transverse direction perpendicular to the main spa .
- the main decking panels 3 are preferably assembled from purpose-built steel components (see Figs. 2, 9 and 12) .
- the major dimensions (e.g. thickness, width and height) and the mechanical properties of the steel components can be varied in production to provide main decking panel designs that are more economical than the known decking systems described above and which can satisfy a much wider and more demanding range of design requirements including achieving very long un-propped spans (e.g. up to 8-9 metres) and allowing reinforced- concrete floors of minimum overall depth to be built.
- the different durability requirements of each component can also be taken into account and the steel coatings can be varied to improve economy.
- the components of the main decking panels 3 and the infill panels 5 can be efficiently packaged and transported to distant assembly sites. This centralises main production, and can save on transportation costs.
- the web components of the main decking panels 5 can be purpose-designed to provide high vertical shear capacity, thereby allowing the decking panels to be pre- cambered during manufacture, and to accommodate regularly- spaced, large unreinforced or reinforced openings for multiple purposes including the passage of transverse steel reinforcing bars and prestressing cables.
- the web components of the main decking panels 3 may include openings 29 punched along the length of the panel . Typical openings are shown in Figs . 14 and 17. This is particularly desirable in situations when it is necessary to partially or entirely fill channel members to form a solid concrete slab or to pass transverse reinforcing bars and cables and/or building services. Two-way acting concrete slabs can thus be constructed and the resulting improvements in structural efficiencies compared with one-way acting slabs can be achieved.
- the lap joints 9 of the main decking panels (and the infill decking panels) should preferably be shallow, e.g. 20-30 mm.
- the openings 29 in the web components of the main decking panels can be placed close to end supports and still perform adequately.
- the nearer sides of the openings 29 are 2-3 times the height of the web components inboard of the end supports.
- the height of the openings 29 is no more than 60% of the height of the web components.
- Computer-controlled punching equipment may be used to place the openings 29 as required along the length of the web components.
- the web components of the main decking panels 3 may have deep vertical corrugations 33 (see Figs. 7 an 14) .
- the corrugations 33 have a pitch of 20-50 mm and a crest-to-valley height of 3-6 mm.
- the corrugations 22 are stamped in the web components.
- the corrugations 33 make it possible to achieve a high level of vertical shear capacity with the thinnest possible steel sheeting. For easier forming the grade of steel used in the web can be reduced compared with the other components, which also has economic benefits. For economy, the steel can be left uncoated because it is later cast in concrete. This is also a way of reducing glare from sunlight, which can be a safety problem for workers on site working with metal coated decks.
- the height and spacing of the openings in the webs can be varied along the length of the main decking panels, e.g. to accommodate the passage of transverse prestressing cables which normally vary in height above a slab soffit.
- the web components of the main decking panels 3 are preferably roll-formed with a camber in their flat plane. This can be achieved by varying the pitch of the vertical corrugations slightly between the top and bottom regions of the web components or by stretching the flanges.
- top chord component, web components, and base component can be assembled on a curved bed to produce a permanent upwards camber in the main decking panel (Fig. 17) .
- This allows bending strength rather than flexural stiffness to govern design, which can lead to a significant reduction in the quantity of steel needed to manufacture the main decking panels for any given situation. It also means that a flatter soffit can be produced in the final structure.
- the web components of the main decking panels 3 are preferably assembled at the same angle to the vertical, irrespective of their overall height (see Figs 7 and 8) .
- the angle is in the range of 60-80°, more preferably 70-80°.
- the distance between the web components of the main decking panels 3 at their connections onto the base component is also preferably kept constant. Therefore, the longitudinal stiffeners of the main decking panels vary in width across their tops, becoming narrower as the longitudinal stiffener height increases.
- the web components of the main decking panels 3 may have outwardly angled flanges 35 or inwardly angled flanges 37 or outwardly/inwardly angled flanges.
- the options are shown for example in Figs. 2-8 and 10-12. The options facilitate connection of the web components to the top chord component and to the base component.
- Suitable strengthening options include providing crimped stiffeners in the corners between the flanges and the upstanding web of the web components .
- the openings 29 in the web components of the main decking panels can be partially stamped during manufacture so that they can be selectively knocked out on the building site as required.
- the openings 27 may be knocked out on site over internal walls that run perpendicular to the span of the decking.
- the decking does not create a void over the walls, which can otherwise be a problem acoustically or for fire rating.
- the top chord component of the main decking panels 3 is preferably purpose-designed to concentrate a large area of cheaper, uncoated and lower-grade steel than base component near the upper-most extremity of the steel deck. This is a highly efficient way of enhancing the moment capacity and flexural stiffness of the panels, under conditions of either positive or negative bending.
- the top chord component of the main decking panels 3 is preferably designed to develop a sufficiently high level of mechanical resistance with the hardened concrete so that it can act as effective longitudinal tensile or compressive reinforcement in the composite slab.
- the top chord component may also include lengthwise extending stiffeners 39 (Figs. 7, 8, and 10-12) or its sides may be downwardly turned (Figs.6-8 and 10-12) or deformed or punched to improve the stiffness of the top chord component and therefore the mechanical resistance without interfering with the integrity of the connection between the components.
- the top chord component of the main decking panels can be designed to be compact, i.e. develop its full potential compressive capacity without failing prematurely by local buckling. This is helped by the component being relatively thick compared with normal steel decking. To be compact it is preferably attached to the web components of the main decking panel at close centres longitudinally along the length of the main decking panels.
- the top chord component of the main decking panels 3 is relatively wide so that it can form a large surface area to walk on during construction and provides a wide support for reinforcing bars laid transversely on top of the component.
- the top chord component of the main decking panels 3 is relatively thick compared with normal steel decking and therefore is much more robust against accidental damage during handling and on site.
- top chord component Whilst it may not always be the case, generally the thickness of top chord component will be greater than that of the web components. Typically, the top chord component is up to 3-4 times the thickness of the web chord component.
- the ends of the top chord component of the main decking panels 3 may be manufactured with additional mechanical features (e.g. embossments and punched tapered holes) that further enhance the mechanical resistance developed in these regions, thus significantly reducing the length of lapping bars required over support regions in negative bending.
- additional mechanical features e.g. embossments and punched tapered holes
- the top chord component of the main decking panels may be manufactured with mechanical features (e.g. embossments 41 - Figs. 6-8 and 12) along the length to improve the mechanical interlock with the hardened concrete.
- the base component of the main decking panels 3 can be purpose-designed to concentrate a large area of steel and develop a large longitudinal tensile or compressive force near the lower-most extremity of the steel deck. This is a highly efficient way of enhancing the moment capacity and flexural stiffness of the panels, under conditions of either positive or negative bending.
- the base component of the main decking panels 3 includes longitudinal stiffeners 45 (preferably 20-30 mm high) - see Figs. 6-11.
- the stiffeners 45 in the base component also facilitate assembly of the main decking panels 3. Specifically, the sections of the base component between the stiffeners 45 and the lap joints 9 form footprints for the lower flanges 35 of the web components.
- the stiffeners 45 in the base component are formed so that the lower upwardly extending sections of the web components butt against the stiffeners and this arrangement contributes to the mechanical interlock of the components of the main decking panels .
- the base component of the main decking panels can be roll-formed from the thinnest possible galvanised high-tensile steel sheeting, e.g. G550, 0.55 mm.
- the galvanising makes the soffit of the decking durable, which can also be pre-painted for additional corrosion resistance or for appearance and functionality.
- the base component of the main decking panels 3, acting in conjunction with the web components and their connections, is designed to develop a sufficiently high level of mechanical resistance with the hardened concrete so that it can act as highly effective longitudinal tensile or compressive reinforcement in a composite slab.
- the base component of the main decking panels can be modified slightly to allow the component to be used as an infill decking panel.
- Fig. 9 shows such a modified panel that can be used as an infill panel .
- the panel shown in Fig. 9 includes embossments 61 and is formed with both lap joints 9 being adapted to be pressed over lap joints of adjacent side by side positioned main decking panels .
- the infill decking panels can be purpose-designed to economically cover a gap between adjacent main decking panels.
- the lap joints 9 of the main and infill decking panels 3, 5 are preferably designed so that the infill decking panels can be installed from the top once the main decking panels are in their final position in the building (see Figs. 5, 10, and 11) .
- This feature recognises the highly limited longitudinal spanning capability of the infill decking panels compared with the hybrid decking panels.
- the infill decking panels are also preferably designed to develop a sufficiently high level of mechanical resistance with the hardened concrete so that they can act as effective longitudinal tensile or compressive reinforcement in the composite slab.
- the lap joints may be specially designed to grip concrete and the panels may be embossed (see Fig. 9) or otherwise formed for this purpose.
- the infill decking panels 5 may take on a variety of shapes, e.g. flat (possibly including a slight camber) to give a final flat soffit, or trapezoidal to create a ribbed one-way composite slab.
- the infill decking panels may also be fitted with internal voids, such as styrene blocks, to reduce the volume of concrete (Fig 3 (b) ) .
- the panels are preferably roll- formed from the thinnest possible galvanised high- ensile steel sheeting, e.g. G550, 0.55 mm.
- the galvanising makes the soffit of the decking durable, which can also be pre- painted for additional corrosion resistance or for appearance and functionality.
- the components of the main decking panels 3 can be assembled together without using welding, and this is an advantage because it allows pre-painted and other types of high-quality sheeting coatings to be used on the exposed soffit of the panels that may otherwise be damaged during a welding operation.
- Non-welded connection options include glueing, deforming, clinching (without perforating) and conventional mechanical fasteners.
- a preferred non-welded connection option shown in the Figures is in the form of "buttons" 17 (Figs. 6-8) pressed from the components at the connection locations.
- the connections are formed by holding the 2 components together at the connection location and applying a die to one side of the components and pressing through the components and deforming the components and pressing a button of the deformed material from the other side of the components.
- the end result of this process is that the components are interlocked at the connection locations and therefore the connectors can carry longitudinal and transverse shear forces as required for a given design.
- connection together of the components of the main decking panels 3 provides an important contribution to the mechanical resistance developed by these panels in the hardened concrete.
- design of the connection between the components in particular the frequency of the connections along the length of the panels, can be varied as required given the particular load and support conditions that are likely to be experienced in use of the main decking panels.
- openings 29 are punched in the web components of the main decking panels 3
- small air breather holes are preferably also simultaneously punched in the tops of the web components to allow air to escape from underneath the top chord components when concrete is poured, thus ensuring that, with adequate vibration of the concrete, the void formed by the steel longitudinal stiffener of the main decking panel is effectively filled with concrete thus allowing a solid slab to be formed.
- the top chord component may also be provided with openings (not shown) .
- the corrugated web components of the main decking panels 3 contribute as longitudinal steel in a composite slab, particularly when the steel stiffeners of these panels are filled with concrete and consequently the web components are sandwiched in the concrete making longitudinal slip very difficult.
- the main and infill decking panels 3,5 can be made to any length.
- Steel diaphragms 55 may be fitted near the ends of the main decking panels 3 to strengthen the web components against buckling due to large vertical reactions that occur in these locations.
- diaphragms 55 can also act as plugs to the ends of the channel members of the main decking panels preventing the ingress of concrete when this is required.
- Either an internal or an external type of steel diaphragm can be fitted at locations where the main decking panels 3 extend over temporary or permanent supports, if it is necessary to strengthen the panels against buckling of the webs due to the large vertical reaction.
- Intermediate diaphragms or plugs can be fitted at a designated distance in from the ends of the main decking panels 3, and the openings in the web components can be punched out over this distance only. This can be done to enhance the vertical shear capacity of a composite slab in support regions. It can also be done to form solid concrete flanges of composite beams when composite slabs are shear connected to supporting steel or concrete beams .
- the small open lap joint at the connection between a pair of main decking panels 3 and between a main decking panel 3 and an infill decking panel 5 can be locally squashed together or cut away to eliminate the void and therefore not interfere with the performance of any shear connectors placed near these joints if composite beams are formed with steel supporting beams without having a detrimental affect on the structural behavior of the main panels.
- the infill panels 5 can be holed on site at any location to accommodate vertical building services.
- the width of the panels may be adjusted as necessary to suit the layout of the services.
- Purpose-built bridging elements can be used to support any main decking panels that are weakened by being cut to accommodate vertical building services or otherwise be temporarily supported from beneath.
- the main decking panels 3 and infill decking panels 5 can be pre-assembled in a factory or on the ground at the building site into wider panels, with any transverse reinforcing bars required for a given design situation being fitted through openings in the web components of the main decking panels or being positioned to sit on or be attached to the top chord components. These panels can then be lifted into final position, normally by crane. If the supports are not flat, and possibly even curved into an arch, then narrow main and infill decking panels, including the transverse reinforcement, will readily adjust to the shape of the supports .
- Longitudinal reinforcing bars or post-tensioning cables can be supported in position so as to be cast in the lower regions of a composite slab between adjacent steel stiffeners of the main decking panels.
- voids formed by the channel members of the main decking panels are not filled with concrete, then if necessary, alternative materials can be used to improve thermal reflectivity and insulation, e.g. mineral fibre, under fire conditions, and/or sound insulation.
- main decking panels 3 and infill decking panels 5 are used to construct composite slabs. However, they can readily be used in different combinations and arrangements that suit the construction of non-composite and composite beam and slab arrangements, e.g. see Figs 15 and 16. In these types of applications, the openings in the web components are preferably removed on one side only of the main decking panels.
- galvanised decking materials can cause a high level of reflection and glare to the installers.
- the use of thin material in the pans of the base component of the main and infill decking panels 3 , 5 results in transverse deflection between the channel members, with the greater this distance the more pronounced the deflection.
- the attachment of the web components of the main decking panels to the base component of the panels reduces the effective transverse span and hence deflection and hence minimises this as a design criterion for pan thickness.
- the void in the infill decking panels component can also act in a similar manner, reducing the transverse deflection and allowing the use of very thin materials.
Abstract
Description
Claims
Priority Applications (5)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
US10/543,015 US20070000197A1 (en) | 2003-01-23 | 2004-01-23 | Structural decking system |
GB0516018A GB2413341B (en) | 2003-01-23 | 2004-01-23 | Structural decking system |
DE112004000197T DE112004000197T5 (en) | 2003-01-23 | 2004-01-23 | Decking Kontruktionssystem |
AU2004206038A AU2004206038B2 (en) | 2003-01-23 | 2004-01-23 | Structural decking system |
HK06111277A HK1089495A1 (en) | 2003-01-23 | 2006-10-13 | Structural decking system and main decking panel for the structural decking system |
Applications Claiming Priority (2)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
AU2003900295A AU2003900295A0 (en) | 2003-01-23 | 2003-01-23 | A structural formwork member |
AU2003900295 | 2003-01-23 |
Publications (1)
Publication Number | Publication Date |
---|---|
WO2004065713A1 true WO2004065713A1 (en) | 2004-08-05 |
Family
ID=30004999
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
PCT/AU2004/000084 WO2004065713A1 (en) | 2003-01-23 | 2004-01-23 | Structural decking system |
Country Status (9)
Country | Link |
---|---|
US (1) | US20070000197A1 (en) |
CN (1) | CN100350112C (en) |
AU (1) | AU2003900295A0 (en) |
DE (1) | DE112004000197T5 (en) |
GB (1) | GB2413341B (en) |
HK (1) | HK1089495A1 (en) |
MY (1) | MY137661A (en) |
TW (1) | TW200427906A (en) |
WO (1) | WO2004065713A1 (en) |
Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
WO2007065204A1 (en) * | 2005-12-08 | 2007-06-14 | The Australian Steel Company (Operations) Pty Ltd | Composite formwork for concrete slabs |
ITMI20101933A1 (en) * | 2010-10-21 | 2012-04-22 | Domenica Fassoli | CONTAINMENT ELEMENT FOR GRECATE SHEETS AND USE OF THE SAME |
US9056188B2 (en) | 2006-11-22 | 2015-06-16 | Becton, Dickinson And Company | Needle shielding flag structures |
US9220871B2 (en) | 2006-11-22 | 2015-12-29 | Becton, Dickinson And Company | Needle shielding pawl structures |
EP3591130A1 (en) * | 2018-07-04 | 2020-01-08 | Klasch Spezial- Bauartikel GmbH | Ceiling construction |
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US20090100776A1 (en) * | 2005-12-12 | 2009-04-23 | Bluescope Steel Limited | Formwork |
US7740306B2 (en) * | 2006-07-26 | 2010-06-22 | Utilicorp L.C. | Stiffeners for utility trailer structural panels |
US8881469B1 (en) * | 2010-11-18 | 2014-11-11 | Consolidated Systems, Inc. | Cellular ceiling deck system with hidden hinges |
US10094102B2 (en) * | 2011-04-07 | 2018-10-09 | Duran Lee Blocker | Modular interconnectable wall cell |
TW201335472A (en) * | 2012-02-24 | 2013-09-01 | Jet Well Industry Co Ltd | Shaped steel |
CN107060215B (en) * | 2017-01-17 | 2022-05-20 | 南京林业大学 | Method for manufacturing fiber-steel composite pipe concrete structure with pressure reduction groove |
CN106927020B (en) * | 2017-03-24 | 2023-10-03 | 沈阳航空航天大学 | Parallel/cross staggered corrugated sandwich integrated heat protection panel |
US11242689B2 (en) * | 2018-03-29 | 2022-02-08 | Bailey Metal Products Limited | Floor panel system |
CN109594683B (en) * | 2019-01-18 | 2024-04-02 | 深圳市天健坪山建设工程有限公司 | Construction method and structure of ultra-long concrete wall |
US11643783B2 (en) * | 2020-03-24 | 2023-05-09 | Samuel, Son & Co., Limited | Simplified steel orthotropic deck bridge panel |
WO2023102577A1 (en) * | 2021-12-01 | 2023-06-08 | Van Wyk Antonie Christoffel Lombard | Permanent shuttering |
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-
2003
- 2003-01-23 AU AU2003900295A patent/AU2003900295A0/en not_active Abandoned
-
2004
- 2004-01-23 WO PCT/AU2004/000084 patent/WO2004065713A1/en active Application Filing
- 2004-01-23 GB GB0516018A patent/GB2413341B/en not_active Expired - Fee Related
- 2004-01-23 DE DE112004000197T patent/DE112004000197T5/en not_active Ceased
- 2004-01-23 CN CNB2004800028124A patent/CN100350112C/en not_active Expired - Fee Related
- 2004-01-23 US US10/543,015 patent/US20070000197A1/en not_active Abandoned
- 2004-01-26 MY MYPI20040208A patent/MY137661A/en unknown
- 2004-01-27 TW TW093101717A patent/TW200427906A/en unknown
-
2006
- 2006-10-13 HK HK06111277A patent/HK1089495A1/en not_active IP Right Cessation
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US3397497A (en) * | 1966-11-28 | 1968-08-20 | Inland Steel Products Company | Deck system |
WO1996021069A1 (en) * | 1995-01-06 | 1996-07-11 | The Broken Hill Proprietary Company Limited | A structural member |
JPH11192613A (en) * | 1997-12-29 | 1999-07-21 | Nkk Corp | Steel base formwork and floor plate |
Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
WO2007065204A1 (en) * | 2005-12-08 | 2007-06-14 | The Australian Steel Company (Operations) Pty Ltd | Composite formwork for concrete slabs |
US9056188B2 (en) | 2006-11-22 | 2015-06-16 | Becton, Dickinson And Company | Needle shielding flag structures |
US9220871B2 (en) | 2006-11-22 | 2015-12-29 | Becton, Dickinson And Company | Needle shielding pawl structures |
ITMI20101933A1 (en) * | 2010-10-21 | 2012-04-22 | Domenica Fassoli | CONTAINMENT ELEMENT FOR GRECATE SHEETS AND USE OF THE SAME |
EP3591130A1 (en) * | 2018-07-04 | 2020-01-08 | Klasch Spezial- Bauartikel GmbH | Ceiling construction |
Also Published As
Publication number | Publication date |
---|---|
US20070000197A1 (en) | 2007-01-04 |
CN1764763A (en) | 2006-04-26 |
TW200427906A (en) | 2004-12-16 |
GB0516018D0 (en) | 2005-09-07 |
HK1089495A1 (en) | 2006-12-01 |
GB2413341A (en) | 2005-10-26 |
CN100350112C (en) | 2007-11-21 |
GB2413341B (en) | 2006-09-13 |
AU2003900295A0 (en) | 2003-02-06 |
DE112004000197T5 (en) | 2005-12-01 |
MY137661A (en) | 2009-02-27 |
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