CN1671930A - Reinforced structural steel decking - Google Patents
Reinforced structural steel decking Download PDFInfo
- Publication number
- CN1671930A CN1671930A CNA038180480A CN03818048A CN1671930A CN 1671930 A CN1671930 A CN 1671930A CN A038180480 A CNA038180480 A CN A038180480A CN 03818048 A CN03818048 A CN 03818048A CN 1671930 A CN1671930 A CN 1671930A
- Authority
- CN
- China
- Prior art keywords
- cover panels
- steel plate
- girth member
- shearing force
- concrete
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
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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
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- 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
Abstract
A structural steel decking panel for supporting wet concrete and subsequently reinforcing the concrete after it has hardened is disclosed. The decking panel includes an elongate profiled steel sheet (12) having a top side (14) and an underside (16) and a plurality of elongate reinforcing members (20) connected to the sheet. The decking panel is characterised in 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 subjected to top loading with construction loads and wet concrete.
Description
Technical field
The present invention relates to the structural iron cover panels, relate in particular to the structural iron cover panels by the shaped steel structure, concrete is poured on the described shaped steel to form composite plate.
Background technology
When using in clad steel/concrete floor, the structural iron cover panels has double action.Described panel is by supporting constructional materials and constructor's framework before hardening of concrete.After reinforcing bar (rod and/or net) is placed, concrete is poured on the surface of cover panels, in case concrete reaches sufficient compressive resistance, cover panels by with the concrete girth member of deciding, and also be like this to remaining building life.
The structural iron cover panels is rolled from band steel and is formed the long panel with even cross section.Cover panels is mainly distinguished by their shape of cross section or profile.The profile of the employed cover panels in the whole world is various now, for example trapezoidal cover plate, for example KF70 of Fielders Steel Roofing Pty company (Fielders ') and KF225 (with reference to figure 1) with " open rib (open ribs) ", its cover plate with " closed rib (closed ribs) " with the KF57 (with reference to figure 2) of Fielder is relative, but they all have a common ground: the nominal thickness of thin slice is constant around the girth of profile.Equally, roller head machine just is designed for rolls certain maximum ga(u)ge with steel plate, 1.2mm typically, and be no more than 1.6mm usually.This has limited maximum deflection rigidity and the ultimate strength with cover plate of setting geometry significantly.
The panel that they are made is revised by some cover panels manufacturers after described panel is rolled into type.Do the functional or structural performance that they are provided like this.
The importance of structural performance is bending stiffness and ultimate strength.Bending stiffness influences the degree of vertical deflection, particularly under the effect of the weight of wet concrete.Moment capacity of critical zone (moment capacity) and shearing force capacity (shear capacity) influence ultimate strength.
Be well known that by the whole base portion that crosses panel plane steel plate connected and form the cover panels that " cellular bridge floor (cellular deck) " revises roll forming.Do having produced the closed cell that is used for sensitive building service (sensitive building services) passage like this,, produce so-called " charged floor (electrified floors) " like this in particular for the cable of computer.But although flat steel sheets has improved bending stiffness and ultimate strength, " cellular bridge floor " can not provide optimum structure efficiency.In addition, need be in the application that they connect up, they are not cost-effective cover plates.
The purpose of this invention is to provide a kind of cover panels, it has the structural performance of improvement and avoids some above-mentioned at least problems with regard to bending stiffness and ultimate strength.
Summary of the invention
In the broadest sense, the invention provides a kind of structural iron cover panels that is used for support wet concrete and follows reinforced concrete after its sclerosis, described cover panels comprises:
(a) has the slender type steel plate of top side and bottom side; And
(b) be connected to a plurality of elongated girth member of described steel plate, and
(c) intensity that connects of the longitudinal shear power between wherein described as described here steel plate and the girth member is enough high, can work as cover panels because working load and wet concrete longitudinal shear destruction between prevention girth member and the described steel plate when bearing top-loaded.
Cover panels of the present invention needs to be reinforced alternatively in the zone of the higher structural performance of bending stiffness and ultimate strength alternatively therein, especially in cover panels because working load and wet concrete bear top-loaded.An aforesaid key feature of cover panels of the present invention is that the longitudinal shear power bonding strength between described steel plate and the girth member is enough high, stops the longitudinal shear between girth member and the described steel plate to destroy in the time of can working as cover panels and bear top-loaded.This is important feature because it has promoted higher structural performance, especially in cover panels because working load and wet concrete when bearing top load.
The meaning that term " longitudinal shear power bonding strength " is understood herein is such as the bonding strength between the connector of steel plate and girth member, to stop, therefore be a kind of tolerance that connects resistance longitudinal shear ability in response to by adding the longitudinal shear of the longitudinal shear power that top load produces.
In some cases, be that shearing force connects completely between preferably described as described here steel plate and the girth member.
Term " shearing force connection completely " is interpreted as that herein the moment capacity of the vertical cross-section of cover panels wherein is not subjected to the control of the intensity that the longitudinal shear power between the connector connects.
Under other situation, as described here, it is enough that the part shearing force between described plate and the girth member connects.
Term " connection of part shearing force " is interpreted as that herein the intensity that longitudinal shear power that the moment capacity of the cross section of cover panels is wherein connected connects controls.
Preferably, the connection of the shearing force between described steel plate and the girth member is 30% of complete shearing force connection at least.
Preferably, the connection of the shearing force between described steel plate and the girth member is 40% of complete shearing force connection at least.
Preferably, as described here, exist completely between described steel plate and the girth member to interact.
Term " interacts fully " and is interpreted as wherein along connector herein, be that interface between described steel plate and the girth member does not have significant longitudinal sliding motion, connector can be thought when determining bending stiffness and calculating single, the reinforced composite parts that hang down when crooked like this.
Preferably, girth member is connected to the bottom side of described plate.
Preferably, girth member is soldered or be bonded to described steel plate.
Preferably, girth member is an elongated member.
Preferably, elongated member extends on the longitudinal direction of described steel plate.
Preferably, girth member is the form of rod or bar or plate.
Preferably, profile plate comprises top and the bottom flat flanges by the web elements interconnection.
Certain embodiments of the present invention will be elaborated with reference to the accompanying drawings.But these illustrated embodiment are just for the purpose that illustrates rather than limit.
Description of drawings
The preferred embodiments of the present invention show in the accompanying drawings, wherein:
Fig. 1 and 2 has shown the viewgraph of cross-section of prior art constructions steel deck-plate panel;
Fig. 3 is the cross-sectional view according to the structural iron cover panels of the first embodiment of the present invention;
Fig. 4 is the cross-sectional view of structural iron cover panels according to a second embodiment of the present invention;
Fig. 5 is the cross-sectional view of the structural iron cover panels of a third embodiment in accordance with the invention;
Fig. 6 is the cross-sectional view of the structural iron cover panels of a fourth embodiment in accordance with the invention;
Fig. 7 is the diagrammatic side view of the structural iron cover panels of Fig. 6, has support member that is located immediately under the reinforcing area and the girth member that schematically illustrates so that the common position (and length) of described parts to be described;
Fig. 8 is the diagrammatic side view of the structural iron cover panels of Fig. 5, and reinforcing area shows the common position (and length) of described parts with signal between support member and girth member;
Fig. 9,10 and 11 viewgraph of cross-section that shown according to the additional embodiments of structural iron cover panels of the present invention;
Figure 12 is at the crooked relatively view of outer tame load that is used for assessing the test sample sample that test procedure process of the present invention produced; And
Figure 13 is a series of span curves (spanningcurve) that produced in the process of test procedure.
The specific embodiment
The first embodiment of the present invention is presented among Fig. 3.
To this embodiment, structure cover panels 10 comprises the roll forming elongate steel sheet 12 with top side 14 and bottom side 16.Cover panels 10 is section bars and comprises that top flange 40, base flange 42, interconnection web elements 44, side form part 46 that these parts make adjacent panel settle side by side in overlapping mode.
Use this embodiment of the present invention, girth member 20 is the cylindrical bars with circular cross section.But the girth member with shape of cross section of broad type can be used to be fit to specific manufacturing and designing requirement.
Use this embodiment of the present invention, girth member 20 is connected to the bottom side of described steel plate 12 and is placed in the chamber that top flange 40 middle ribs 48 by panel 10 are limited.Described layout makes that essence contacts between described steel plate 12 and the girth member 20.The essence contact helps to reinforce the intensity that the shearing force between described girth member 20 and the described steel plate 12 connects.In addition, described layout makes girth member 20 not contact with the concrete on the top that is cast to panel 10.This means the possible problem that reduces of the straight skidding resistance that does not have cover panels after hardening of concrete.In addition, girth member 20 does not disturb any common constructing operation of carrying out at the top of cover panels, for example settles girth member and casting and concrete is carried out compacting.
(not shown) in additional embodiments of the present invention, girth member 20 can be connected in the selected zone of top side 14 of described plate 12.
Girth member can be placed on the whole length of panel 12 on the short length in the selected zone continuously or alternatively, to improve economy and the passage interference of avoiding with vertical building service.
Two examples with panel of the position of part of girth member 20 and length are presented among Fig. 6,7 and 8 by signal.Fig. 6 is the viewgraph of cross-section of position of the web elements of explanation girth member relative panel 12.Girth member 20 partly extends along the length of described plate 12 and leaves.Fig. 7 has shown that the position of the girth member 20 of panel among Fig. 6 wherein is selected to be positioned at panel with supporting on 30.Fig. 8 shown the position (and length) of the girth member 20 of panel among Fig. 6 wherein selected with at panel with the layout between the support member 30.
Girth member 20 can be by the various material manufacturings that comprise steel or senior synthetic materials.
Girth member 20 can by comprise bonding, weld, be threaded, the distinct methods of stickfast and crimping is bonded on the described steel plate 12.
Preferably, girth member 20 can be soldered to or is bonded on the described steel plate 12 to produce needed connection.
Girth member 20 is connected to steel plate 12 can be taken place after the roll forming process that forms profile plate 12.Alternatively, plate 12 can be reinforced (by reinforcement by connection part 20) before to described plate roll forming.
As implied above, the bonding strength between girth member 20 and the described plate 12 is very important when cover panels is born the top load of wet concrete.Use aforesaid embodiment and other embodiment of the present invention, shearing force connects or the part shearing force connects and may reside on the critical cross-section fully.
" critical cross-section " is interpreted as that herein the design moment of deflection is maximum cross section to the ratio (perhaps when to the shearing design, design shear stress is to the ratio of design shearing force capacity) of design moment capacity to term.(this is the cross section that lost efficacy and will disperse.)
If critical cross-section may show when relatively low part shear stress connects that longitudinal shear destroys and can promptly be avoided by adjusting design load in the framework stage before hardening of concrete.Suppose that separately the moment capacity of the girth member 20 of effect compares with the moment capacity of the composite component of girth member 20 and described steel plate 12 hour, (this is such to the preferred embodiments of the present invention, then required shearing force connects degree appropriateness higher (approximately being 30% or higher) but to all other embodiment of the present invention but not necessarily).Otherwise girth member 20 can not be made significant contribution in the framework stage to the moment capacity of cover panels 10.
According to circumstances, it is so important that the bonding strength between girth member 20 and the described steel plate 12 is unlike in synthesis phase (promptly after concrete hardening and composite plate are formed).In this stage, usually bending stiffness and the ultimate strength that composite plate is provided become very important factor by cover panels 10 and the caused mechanical interlocking of hardened concrete (per unit length panel).Like this, the gummed that girth member 20 and described slab 12 are linked together disconnect or these parts between the forfeiture of the validity that connects of other form will not be a relevant problem.
Girth member 20 can be attached in any combination to the top side 14 of cover panels and the selected zone of bottom side 16.In case will keeping leaving concrete curing usually, girth member 20 promptly has zone (for example, having the web that is pressed into projection wherein) on the top side 14 of mechanical resistance of known, higher level.Importantly, the connection of the longitudinal shear power between girth member 20 and the described steel plate 12 must be able to make and avoid longitudinal shear to destroy in the framework stage.
Girth member 20 can be placed on the various discrete position of steel plate 12.The example of diverse location is presented among Fig. 4,5 and 6.
With reference to Fig. 5, girth member 20 is connected to the flange 40,42 of steel deck-plate with second moment of increase around the zone of main longitudinal axis, and increases the bending stiffness of cover panels to vertical load thus especially.
The moment capacity of critical zone also can cause the distribution of vertical bending compression stress of the early stage local buckling of cover plate flange and/or web to increase by change---and for example referring to Fig. 4, this is the situation that this cross section is in positive curve.
Asymmetric section bar around main horizontal axis can be reinforced with the compression of raising flange and the balance between the tensile capacities.An example of this situation is presented among Fig. 3, from wherein reinforcing balance between the cross section flange that narrower top flange increased top and wideer base flange 40,42 as can be seen.
Reinforcing web elements 44 also can improve shearing force (and crooked), and capacity---with reference to Fig. 6, this especially is very useful in internal support regions.
The profile shapes of wideer kind and girth member 20 can be used to reach specific designing requirement.Example is presented among Fig. 9,10 and 11.
Structural iron cover panels according to the present invention provides some or all following advantages.
● by settling the more effective structure design of girth member, this is its best effect.This has overcome a basic problem rolling steel plate---and the common thickness of described plate is constant around profile perimeter.
● longer cover plate span or thicker plate or beam or bigger working load.This has increased the scope of the application that the special cover plate of maximum thickness of slab wherein can be actually used.
● by they and more cheap are reinforced rod or the combined economy that improves the roll forming steel plate of plate such as hot rolling.
In order to prevent concrete contact girth member 20, parts can be contained in to be rolled than in the less additional rib in the steel deck-plate or the vertical bracing piece (for example referring to Fig. 3 and 9).Additional longitudinal rib can be of similar shape to assist their be connected (for example referring to Fig. 9) with girth member.
Feature of the present invention is that suitable structural iron cover panels can have or not have additional reinforcement and use.This uses additional reinforcement to increase economy when need allowing.The embodiment of shown reinforced closed rib cover panels has shown this point among Figure 10,11.
The applicant has carried out test procedure and has assessed performance of the present invention.The result of program is presented in Figure 12 and 13.
Test procedure is carried out on the embodiment of the cover panels shown in Fig. 3 (and Figure 12).The panel of being tested comprises that 1.2mm steel plate 12 and solid 20mm rectangle reinforcing bar are as girth member 20.The performance of panel and the relation of non-reinforced panels are assessed.Especially, but the test procedure panel of being tested has the profile identical with it does not have girth member.A test panel comprises the 1.2mm steel plate, and the another one test panel comprises a steel plate that 1.0mm is thick.The profile of these panels is presented among Figure 12.
Panel is supported to form the 4.2m span between described support member by simple.Panel bears the even loaded load of panel of simulation, and the middle span amount of deflection of panel and other attribute are monitored.
Figure 12 is to the plus load of 3 panels figure to middle width amount of deflection.Figure 12 has also drawn theory load/amount of deflection to each panel, under the situation of cover panels of the present invention, supposes to interact fully between described plate 12 and the girth member 20.The bending stiffness of obviously visible girth member 20 counter plates and the connection between moment capacity and steel plate 12 and the girth member 20 have remarkable influence from Figure 12, and described being connected stops longitudinal shear very effectively when bending increases.
Figure 13 is a series of span curves that cover panels according to the present invention is used.Described span curve negotiating measured with the moment capacity of calculating data, vertical shear capacity, be included in the span curve model from the bending stiffness of deflection and aforesaid similar test.The span curve has shown that identical cover plate according to the present invention can be used for process support wet concrete and the working load in the formation stage of the structure of composite plate, because realized increasing of bending stiffness and moment capacity by girth member 20 with the form that parts are connected to steel plate.Mark among the figure " X " only only is used for the cover panels of 1.2mm based on its intensity, this is if the value that the absolute maximality the subject of knowledge and the object of knowledge of the bending of panel unguyed plate when ignoring under the effect of the weight of wet concrete can be realized.Numeral indications such as 130 concrete maximum when stopping up bending panel by 130 length of being removed etc.From Figure 13, obviously as seen, realized huge raising according to the performance of cover panels of the present invention by increasing girth member 20, and in the process of constructing, may realize longer span.
Although some embodiments of the present invention are showed and are illustrated, it will be understood to those of skill in the art that under the situation that does not depart from principle of the present invention and essence, can change these embodiments, its scope also falls in claim of the present invention and the equivalent institute restricted portion thereof.
Claims (13)
1. one kind is used for support wet concrete and then reinforces described concrete structural iron cover panels after its sclerosis, and described cover panels comprises:
(a) has the slender type steel plate of top side and bottom side;
(b) be connected to a plurality of elongated girth member of described steel plate; And
(c) intensity that connects of the longitudinal shear power between wherein described as described here steel plate and the girth member is enough high, can work as and stop longitudinal shear destruction between described girth member and the described steel plate when cover panels is born top-loaded owing to working load and wet concrete.
2. cover panels according to claim 1 is characterized in that, has complete shearing force defined herein between described steel plate and the girth member and connects.
3. cover panels according to claim 1 is characterized in that, has part shearing force defined herein between described steel plate and the girth member and connects.
4. cover panels according to claim 2 is characterized in that, it is 30% of complete shearing force connection defined herein at least that the shearing force between described steel plate and the girth member connects.
5. cover panels according to claim 4 is characterized in that, it is 40% of complete shearing force connection at least that the shearing force between described steel plate and the girth member connects.
6. according to the described cover panels of aforementioned arbitrary claim, it is characterized in that having interaction fully defined herein between described steel plate and the girth member.
7. according to the described cover panels of aforementioned arbitrary claim, it is characterized in that described girth member is connected to the downside of described steel plate.
8. according to the described cover panels of aforementioned arbitrary claim, it is characterized in that described girth member is soldered or be bonded to described steel plate.
9. according to the described cover panels of aforementioned arbitrary claim, it is characterized in that described girth member is an elongated member.
10. cover panels according to claim 9 is characterized in that, described elongated member extends along the longitudinal direction of described steel plate.
11., it is characterized in that described girth member is rod or bar or tabular according to the described cover panels of aforementioned arbitrary claim.
12., it is characterized in that described shaped steel plate comprises top and the bottom flat flanges by the web elements interconnection according to the described cover panels of aforementioned arbitrary claim.
13. one kind with reference to support wet concrete that accompanying drawing limited and the structural iron cover panels of following reinforced concrete after its sclerosis.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| AUPS2546 | 2002-05-27 | ||
| AUPS2546A AUPS254602A0 (en) | 2002-05-27 | 2002-05-27 | Reinforced structural steel decking |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN1671930A true CN1671930A (en) | 2005-09-21 |
Family
ID=3836110
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNA038180480A Pending CN1671930A (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 (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102561213A (en) * | 2012-02-15 | 2012-07-11 | 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 |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US7555800B2 (en) * | 2005-01-19 | 2009-07-07 | Consolidated Systems, Inc. | Composite deck system |
| AU2006251847B2 (en) * | 2005-05-23 | 2012-10-18 | Bluescope Steel Limited | Structural steel decking panel |
| NZ564060A (en) * | 2005-05-23 | 2010-12-24 | Fielders Australia Pty Ltd | Structural steel decking panel |
| EP2304128A4 (en) * | 2008-06-13 | 2013-11-27 | Bluescope Steel Ltd | Panel construction |
| NZ590192A (en) * | 2008-06-13 | 2013-02-22 | Bluescope Steel Ltd | Panel assembly with stiffening structural members along the sides and through the body, for a cementitius composite tilt slab panel and components for use in same |
| WO2011155645A1 (en) * | 2010-06-09 | 2011-12-15 | 한국건설기술연구원 | Composite deck plate integrated with a bar truss and method for manufacturing same |
| ES2537258B1 (en) * | 2013-10-25 | 2015-12-02 | Universidad De Sevilla | Procedure for obtaining a mixed floor by means of post-tensioned collaborating ribbed sheet of large lights |
| US11242689B2 (en) * | 2018-03-29 | 2022-02-08 | Bailey Metal Products Limited | Floor panel system |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3712010A (en) * | 1970-08-17 | 1973-01-23 | Univ Iowa State Res Found | Prestressed metal and concrete composite structure |
| US3812636A (en) * | 1971-05-26 | 1974-05-28 | Robertson Co H H | Sheet metal decking unit and composite floor construction utilizing the same |
| FI863396A (en) * | 1986-08-22 | 1988-02-23 | Vainionpaeae Pentti W | FOERFARANDE FOER UTFOERING AV EN GJUTNING PAO EN PROFILSKIVA SAMT EN PROFILSKIVA, DAER FOERFARANDET TILLAEMPATS. |
| NZ240185A (en) * | 1990-10-11 | 1993-11-25 | Robert Cameron Reid | Concrete floor system with metal formwork and bar chairs |
| AUPN039595A0 (en) * | 1995-01-06 | 1995-01-27 | Bhp Steel (Rp) Pty Ltd | A structural member |
| 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 NZ NZ537228A patent/NZ537228A/en not_active IP Right Cessation
- 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 CN CNA038180480A patent/CN1671930A/en active Pending
- 2003-05-27 US US10/516,280 patent/US20060225374A1/en not_active Abandoned
- 2003-05-27 EP EP03722074A patent/EP1537278A4/en not_active Withdrawn
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102561213A (en) * | 2012-02-15 | 2012-07-11 | 中南大学 | Steel plate-concrete composite structure reinforcement method of structural negative moment region |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| AUPS254602A0 (en) | 2002-06-13 |
| NZ537228A (en) | 2007-07-27 |
| AU2003229379A1 (en) | 2003-12-12 |
| EP1537278A1 (en) | 2005-06-08 |
| AU2003229379B2 (en) | 2009-05-07 |
| US20060225374A1 (en) | 2006-10-12 |
| WO2003100184A1 (en) | 2003-12-04 |
| EP1537278A4 (en) | 2007-08-15 |
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