WO2003100184A1 - Reinforced structural steel decking - Google Patents
Reinforced structural steel decking Download PDFInfo
- Publication number
- WO2003100184A1 WO2003100184A1 PCT/AU2003/000643 AU0300643W WO03100184A1 WO 2003100184 A1 WO2003100184 A1 WO 2003100184A1 AU 0300643 W AU0300643 W AU 0300643W WO 03100184 A1 WO03100184 A1 WO 03100184A1
- Authority
- WO
- WIPO (PCT)
- Prior art keywords
- sheet
- reinforcing members
- decking panel
- decking
- reinforcing
- Prior art date
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
- E04B5/32—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
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
- E04G11/36—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for floors, ceilings, or roofs of plane or curved surfaces end formpanels for floor shutterings
- E04G11/40—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for floors, ceilings, or roofs of plane or curved surfaces end formpanels for floor shutterings for coffered or ribbed ceilings
- E04G11/46—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for floors, ceilings, or roofs of plane or curved surfaces end formpanels for floor shutterings for coffered or ribbed ceilings of hat-like or trough-like shape encasing a rib or the section between two ribs or encasing one rib and its adjacent flat floor or ceiling section
Definitions
- the present invention relates to structural steel decking panels and in particular to structural steel decking panels constructed from profiled steel on which concrete is poured to form composite slabs.
- Structural steel decking panels serve a dual function when used in the construction of composite steel/concrete floor slabs.
- the panels act as structural formwork by supporting building materials and personnel before the concrete hardens.
- concrete is poured on top of the decking panels, and once the concrete reaches sufficient compressive strength, the decking panels act as main reinforcement by interacting with the concrete, and continue to do so for the remainder of the life of a building.
- Structural steel decking panels are roll-formed from flat steel strip into long panels of uniform cross- section. Decking panels are principally distinguished by differences in their cross-sectional shape or profile.
- the profiles used in the world today are very varied, for instance trapezoidal decks like Fielders Steel roofing Pty Ltd's (Fielders') KF70 and KF225 with "open ribs” (see Fig. 1) versus decks with "closed ribs” like Fielders' KF57 (see Fig. 2) , but they all have one factor in common: the nominal thickness of the sheeting is constant around the profile perimeter.
- roll-forming machines are only designed to roll steel sheeting up a certain maximum thickness, typically 1.2 mm and always not exceeding 1.6 mm. This significantly restricts the maximum. flexural stiffness and ultimate strength of a deck with a set geometry.
- decking panel manufacturers modify the decking panels they produce once the panels have been roll-formed. This is done to improve their functionality or structural performance.
- Flexural stiffness affects the magnitude of vertical deflections, in particular under the weight of wet concrete.
- the moment capacity and shear capacity of critical regions affects ultimate strength.
- a structural steel decking panel for supporting wet concrete and subsequently reinforcing the concrete after it has hardened, the decking panel including:
- the decking panel of the present invention is selectively reinforced in areas in which there is a need for higher structural performance in terms of flexural stiffness and ultimate strength, particularly when the decking panel is subjected to top loading with construction loads and wet concrete.
- One of the key features of the decking panel of the present invention, as described above, is that the strength of the longitudinal shear connection between the sheet and the reinforcing members is sufficiently high to resist longitudinal shear failure between the reinforcing members and the sheet when the decking panel is top loaded. This is an important feature because it facilitates higher structural performance, particularly when the decking panel is subjected to top loading with construction loads and wet concrete.
- stress of the longitudinal shear connection is understood herein to mean the strength of the connection between connected elements, such as the sheet and the reinforcing members, to resist longitudinal shear in response to longitudinal shear force generated by an applied top load and, therefore, is a measure of the ability of the connection to resist longitudinal shear.
- complete shear connection is understood herein to mean a condition in which the moment capacity of a vertical cross-section of the decking panel is not governed by the strength of the longitudinal shear connection between the connected elements .
- partial shear connection is understood herein to mean a condition in which the moment capacity of a transverse cross-section of the decking panel is governed by the strength of the longitudinal shear connection between the connected.
- the shear connection between the sheet and the reinforcing members is at least 30% of the complete shear connection.
- the shear connection between the sheet and the reinforcing members is at least 40% of the complete shear connection.
- the reinforcing members are connected to the underside of the sheet.
- the reinforcing members are welded or glued to the sheet.
- the reinforcing members are elongate members.
- the elongate members extend in a longitudinal direction of the sheet.
- the reinforcing members are in the form of a bar or rod or plate.
- the profiled sheet includes top and bottom flat flanges interconnected by web elements .
- FIG. 1 and 2 show cross-sectional views of prior art structural steel decking panels
- Fig. 3 shows a cross-sectional view of a structural steel decking panel according to a first embodiment of the invention
- Fig. 4 shows a cross-sectional view of a structural steel decking panel according to a second embodiment of the invention
- Fig. 5 shows a cross-sectional view of a structural steel decking panel according to a third embodiment of the invention
- Fig. 6 shows a cross-sectional view of a structural steel decking panel according to a fourth embodiment of the invention.
- Fig. 7 is a diagrammatic side view of the steel decking panel of Fig. 6 with a support directly under the reinforced area and the reinforcing members shown diagrammatically to illustrate the general location (and length) of the members;
- Fig. 8 is a diagrammatic side view of the steel decking panel of Fig. 5 with the reinforced area between supports and the reinforcing members shown diagrammatically to illustrate the general location (and length) of the members;
- Figs. 9, 10 and 11 show cross-sectional views of further embodiments of structural steel decking panels according to the invention.
- Fig. 12 is a plot of applied load versus deflection for test samples generated during an experimental program to evaluate the invention.
- Fig. 13 is a series of spanning curves generated during the experimental program.
- FIG. 3 A first embodiment of the invention is shown in Fig. 3.
- the structural decking panel 10 comprises a roll formed elongate steel sheet 12 having a top side 14 and an underside 16.
- the decking panel 10 is profiled and comprises top flanges 40, bottom flanges 42, interconnecting web elements 44, and side edge formations 46 that enable adjacent panels to be positioned side-by-side in an overlapping relationship.
- the decking panel 10 comprises two discrete elongate reinforcing members 20, each of which is connected to the underside 16 of the sheet 10 and extend in the longitudinal direction of the sheet 12.
- the reinforcing members 20 are connected to the sheet 12 so that there is substantially complete interaction between these components under normal operating conditions.
- the reinforcing members 20 are cylindrical rods having a circular cross-section.
- reinforcing members with a wide variety of cross-sectional shapes may be employed to suit specific manufacturing and design requirements.
- the reinforcing members 20 are attached to the underside 16 of the sheeting 12 and are positioned in cavities defined by ribs 48 in the top flanges 40 of the panel 10.
- the arrangement is such that there is substantial contact between the sheet 12 and the reinforcing members 20.
- the substantial contact contributes to strength of the shear connection between the reinforcing members 20 and the sheet 12.
- the arrangement is such that the reinforcing members 20 cannot come into contact with concrete that is poured on top of the panel 10. This means that there are no potential problems of reduction of the longitudinal slip resistance of the decking panel after the concrete hardens.
- the reinforcing members 20 do not interfere with any of the normal construction operations undertaken on the top side 14 of the decking panel such as the placement of reinforcement and pouring and compaction of concrete.
- reinforcing members 20 can be attached to selected areas of the top side 14 of the sheet 12.
- the reinforcing members can be continuous over the whole length of the panel 12 or alternatively can be localised over short lengths in selected locations in order to improve economy or to avoid interference with the passage of vertical building services.
- FIG. 6 is a transverse cross-section that illustrates the positions of reinforcing members 20 against the web elements of the panel 12.
- the reinforcing members 20 extend part way along the length of the sheet 12.
- Figure 7. illustrates an arrangement in which the positions of the reinforcing members 20 in the Figure 6 panel are selected to be over supports 30 for the panel.
- Figure 8 illustrates an arrangement in which the positions (and length) of the reinforcing members 20 in the Figure 6 panel are selected to be between supports 30 for the panel.
- the reinforcing members 20 can be made from a variety of materials including steel or advanced composite materials.
- the reinforcing members 20 can be attached to the sheet 12 by various means including gluing, welding, screwing, clinching, and crimping.
- reinforcing members 20 be welded or glued to the sheet 12 in order to produce the required connection.
- Attachment of the reinforcing members 20 to the sheet 12 can occur after a roll-forming process for forming the profiled sheet 12.
- the sheet 12 can be reinforced (by attachment of reinforcing members 20) prior to roll-forming the sheet.
- the strength of the connection between the reinforcing members 20 and the sheet 12 is important when the decking panel is subjected to top loading with wet concrete.
- complete shear connection or partial shear connection may exist at a critical cross-section.
- critical cross-section is understood herein to mean a transverse cross-section at which the ratio of design bending moment to design moment capacity (or when designing for shear, the ratio of design shear force to design shear capacity) is a maximum. (This is the cross-section from which failure would emanate.)
- the strength of the connection between the reinforcing members 20 and the sheet 12 may not be as important during the composite stage, i.e. after the concrete hardens and a composite slab is formed.
- the mechanical interlock developed by the decking panel 10 and the hardened concrete usually becomes a significant factor in providing flexural stiffness and ultimate strength of the composite slab.
- break-down of glue connecting together the reinforcing members 20 and the sheet 12 or loss of effectiveness of other forms of connection between these components may not be a concern.
- the reinforcing members 20 may be attached in any combination to selected areas of the top side 14 and the underside 16 of the decking panel.
- the reinforcing members 20 would normally be kept away from areas on the top side 14 that develop known, higher levels of mechanical resistance once the concrete has hardened (for instance, webs with embossments impressed in them) .
- the strength of the longitudinal shear connection between the reinforcing members 20 and the sheet 12 should be such that longitudinal shear failure is avoided during the formwork stage, as described above.
- Reinforcing members 20 can be placed at various discrete locations around the steel sheet 12. Examples of different locations are shown in Figs. 4, 5 and 6.
- the reinforcing members 20 are connected to the flanges 40, 42 of the steel deck to increase the second moment of area about the major horizontal axis and therefore the flexural stiffness of the decking panel to vertical loading.
- the moment capacity of critical regions can also be increased by changing the distribution of longitudinal compressive bending stresses that cause premature local buckling of the decking flanges and/or webs - for instance see Fig. 4, which is a case when this section is in positive bending.
- Profiles that are asymmetric about the major horizontal axis can be reinforced to improve the balance between the compressive and tensile capacities of the flanges.
- An example of this is shown in Fig. 3, where it can be seen that reinforcing the narrower top flange 40 increases the balance between the cross-sectional areas of the top and wider bottom flanges 40, 42.
- Reinforcing the web elements 44 can also improve shear (and bending) capacity - refer Fig. 6, which can be particularly useful in internal support regions.
- a wide variety of profile shapes and reinforcing members 20 can be used so as to meet specific design requirements. Examples are shown in Figs. 9, 10 and 11.
- Structural steel decking panels constructed according to the invention provide some or all of the following advantages .
- the members may be housed in small additional ribs or longitudinal stiffeners rolled into the steel decking (refer for example to Figs. 3 and 9).
- the additional longitudinal ribs and reinforcing members may have the same shape to help with their attachment (for example refer Fig. 9) .
- a feature of the invention is that a suitable structural steel decking panel can be used with or without additional reinforcement. This improves economy by allowing the use of additional reinforcement only when it is required.
- the embodiments of reinforced closed rib decking panels shown in Figs. 10 and 11 illustrate this point.
- the experimental program was carried out on the embodiment of the decking panel shown in Fig. 3 (and Fig. 12) .
- the panel tested comprised a 1.2 mm thick steel sheet 12 and solid 20 mm square steel bars as the reinforcing members 20.
- the performance of the panel was evaluated in relation to non-reinforced panels.
- the experimental program tested panels having the same profile but without the reinforcing members.
- One panel tested comprised a 1.2 mm thick steel sheet and the other panel tested comprised a 1.0 mm thick steel sheet.
- the profiles of these panels is shown in Fig. 12.
- the panels were simply supported to form a span of 4.2 m between the supports.
- the panels were subjected to a loading that simulated uniform loading of the panels and the mid- pan deflection of the panels and other properties were monitored.
- Fig. 12 is a plot of applied load versus mid-span deflection for the 3 panels.
- Fig. 12 also plots the theoretical load/deflection for each panel - in the case of the decking panel of the invention, assuming complete interaction between the sheet 12 and the reinforcing members 20. It is evident from Fig. 12 that the reinforcing members 20 had a significant impact on the flexural stiffness and moment capacity of the panel and that the connection between the steel sheet 12 and the reinforcing members 20 resisted longitudinal shear very effectively as the deflection increased.
- Fig. 13 is a series of spanning curves for the decking panel in accordance with the invention.
- the spanning curves were generated by imputing measured and calculated data of moment capacity, vertical shear capacity, and flexural stiffness from the deflection and similar tests described above into a spanning curve model.
- the spanning curves show that the same deck in accordance with the invention can be used to support wet concrete and construction loads during the formwork stage of the construction of a composite slab as a result of the improvements in flexural stiffness and moment capacity achieved by the reinforcing members 20 and the form of the connection of the members to the steel sheet.
- the line marked "X" is for the 1.2 mm decking panel alone, based on its strength only, which is the absolute maximum performance the unreinforced sheet can achieve if deflection of the panel under the weight of wet concrete is ignored.
- the numbers 130, etc indicate that the maximum ponding deflection of the concrete is the span length of the panel divided by 130, etc. It is clear from Fig. 13 that the performance of the decking panel in accordance with the invention has been vastly improved by adding the reinforcing members 20 and that much longer spans are possible during construction.
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Reinforcement Elements For Buildings (AREA)
- Working Measures On Existing Buildindgs (AREA)
Abstract
Description
Claims
Priority Applications (4)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
EP03722074A EP1537278A4 (en) | 2002-05-27 | 2003-05-27 | Reinforced structural steel decking |
US10/516,280 US20060225374A1 (en) | 2002-05-27 | 2003-05-27 | Reinforced structural steel decking |
AU2003229379A AU2003229379B2 (en) | 2002-05-27 | 2003-05-27 | Reinforced structural steel decking |
NZ537228A NZ537228A (en) | 2002-05-27 | 2003-05-27 | Reinforced structural steel decking with longitudinal shear connection between sheet and reinforcing member |
Applications Claiming Priority (2)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
AUPS2546A AUPS254602A0 (en) | 2002-05-27 | 2002-05-27 | Reinforced structural steel decking |
AUPS2546 | 2002-05-27 |
Publications (1)
Publication Number | Publication Date |
---|---|
WO2003100184A1 true WO2003100184A1 (en) | 2003-12-04 |
Family
ID=3836110
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
PCT/AU2003/000643 WO2003100184A1 (en) | 2002-05-27 | 2003-05-27 | Reinforced structural steel decking |
Country Status (6)
Country | Link |
---|---|
US (1) | US20060225374A1 (en) |
EP (1) | EP1537278A4 (en) |
CN (1) | CN1671930A (en) |
AU (2) | AUPS254602A0 (en) |
NZ (1) | NZ537228A (en) |
WO (1) | WO2003100184A1 (en) |
Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
WO2006125248A1 (en) * | 2005-05-23 | 2006-11-30 | Fielders Australia Pty Ltd | Structural steel decking panel |
US7555800B2 (en) * | 2005-01-19 | 2009-07-07 | Consolidated Systems, Inc. | Composite deck system |
WO2011155645A1 (en) * | 2010-06-09 | 2011-12-15 | 한국건설기술연구원 | Composite deck plate integrated with a bar truss and method for manufacturing same |
AU2006251847B2 (en) * | 2005-05-23 | 2012-10-18 | Bluescope Steel Limited | Structural steel decking panel |
WO2015059321A1 (en) * | 2013-10-25 | 2015-04-30 | Universidad De Sevilla | Method for producing a long-span post-stressed mixed slab using collaborating corrugated sheet metal |
Families Citing this family (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN102124173A (en) * | 2008-06-13 | 2011-07-13 | 蓝野钢铁有限公司 | Panel construction |
WO2009149510A1 (en) * | 2008-06-13 | 2009-12-17 | Bluescope Steel Limited | Panel assembly, composite panel and components for use in same |
CN102561213B (en) * | 2012-02-15 | 2014-01-29 | 中南大学 | Steel plate-concrete composite structure reinforcement method of structural negative moment region |
CN107916738A (en) * | 2017-12-28 | 2018-04-17 | 科信达(天津)实业股份有限公司 | A kind of novel slipway formula closed type edge sealing floor support plate |
US11242689B2 (en) * | 2018-03-29 | 2022-02-08 | Bailey Metal Products Limited | Floor panel system |
Citations (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
AU213936B2 (en) * | 1956-02-15 | 1956-08-16 | Robertson Thain Limited | Improvements in or relating to floor constructions |
US3712010A (en) * | 1970-08-17 | 1973-01-23 | Univ Iowa State Res Found | Prestressed metal and concrete composite structure |
WO1988001330A1 (en) * | 1986-08-22 | 1988-02-25 | Vainionpaeae Pentti W | Method for making a casting on a profile sheet, and profile sheet for the application of the method |
GB2248863A (en) * | 1990-10-11 | 1992-04-22 | Robert Cameron Reid | Concrete floor system |
WO1996021069A1 (en) * | 1995-01-06 | 1996-07-11 | The Broken Hill Proprietary Company Limited | A structural member |
Family Cites Families (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US3812636A (en) * | 1971-05-26 | 1974-05-28 | Robertson Co H H | Sheet metal decking unit and composite floor construction utilizing the same |
AU2263200A (en) * | 1999-03-29 | 2000-10-05 | Suntisuk Plooksawasdi | Composite steel decks |
-
2002
- 2002-05-27 AU AUPS2546A patent/AUPS254602A0/en not_active Abandoned
-
2003
- 2003-05-27 CN CNA038180480A patent/CN1671930A/en active Pending
- 2003-05-27 EP EP03722074A patent/EP1537278A4/en not_active Withdrawn
- 2003-05-27 US US10/516,280 patent/US20060225374A1/en not_active Abandoned
- 2003-05-27 WO PCT/AU2003/000643 patent/WO2003100184A1/en not_active Application Discontinuation
- 2003-05-27 AU AU2003229379A patent/AU2003229379B2/en not_active Ceased
- 2003-05-27 NZ NZ537228A patent/NZ537228A/en not_active IP Right Cessation
Patent Citations (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
AU213936B2 (en) * | 1956-02-15 | 1956-08-16 | Robertson Thain Limited | Improvements in or relating to floor constructions |
US3712010A (en) * | 1970-08-17 | 1973-01-23 | Univ Iowa State Res Found | Prestressed metal and concrete composite structure |
WO1988001330A1 (en) * | 1986-08-22 | 1988-02-25 | Vainionpaeae Pentti W | Method for making a casting on a profile sheet, and profile sheet for the application of the method |
GB2248863A (en) * | 1990-10-11 | 1992-04-22 | Robert Cameron Reid | Concrete floor system |
WO1996021069A1 (en) * | 1995-01-06 | 1996-07-11 | The Broken Hill Proprietary Company Limited | A structural member |
Non-Patent Citations (1)
Title |
---|
See also references of EP1537278A4 * |
Cited By (8)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US7555800B2 (en) * | 2005-01-19 | 2009-07-07 | Consolidated Systems, Inc. | Composite deck system |
WO2006125248A1 (en) * | 2005-05-23 | 2006-11-30 | Fielders Australia Pty Ltd | Structural steel decking panel |
AU2006251847B2 (en) * | 2005-05-23 | 2012-10-18 | Bluescope Steel Limited | Structural steel decking panel |
WO2011155645A1 (en) * | 2010-06-09 | 2011-12-15 | 한국건설기술연구원 | Composite deck plate integrated with a bar truss and method for manufacturing same |
GB2496768A (en) * | 2010-06-09 | 2013-05-22 | Korea Inst Construction Tech | Composite deck plate integrated with a bar truss and method for manufacturing same |
GB2496768B (en) * | 2010-06-09 | 2016-04-20 | Korea Inst Construction Tech | Composite deck plate integrated with a bar truss and method for manufacturing the same |
WO2015059321A1 (en) * | 2013-10-25 | 2015-04-30 | Universidad De Sevilla | Method for producing a long-span post-stressed mixed slab using collaborating corrugated sheet metal |
ES2537258A1 (en) * | 2013-10-25 | 2015-06-03 | Universidad De Sevilla | Procedure for obtaining a mixed floor by means of reinforced ribbed post-tensioned collaborator of large lights (Machine-translation by Google Translate, not legally binding) |
Also Published As
Publication number | Publication date |
---|---|
AU2003229379B2 (en) | 2009-05-07 |
AU2003229379A1 (en) | 2003-12-12 |
NZ537228A (en) | 2007-07-27 |
EP1537278A4 (en) | 2007-08-15 |
CN1671930A (en) | 2005-09-21 |
US20060225374A1 (en) | 2006-10-12 |
EP1537278A1 (en) | 2005-06-08 |
AUPS254602A0 (en) | 2002-06-13 |
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