ComFlor210Brochure

Corus New Zealand

Composite Floor Decking

ComFlor 210

Company Profile

Corus was formed in 1999 through the merger ofBritish Steel and Koninklijke Hoogovens to create aninnovative metals company which combinesinternational expertise with local service.Corus is a global metals company with manufacturingand processing plants in Europe, North and SouthAmerica. A global presence enables us to answermore of our customers needs – wherever they are.

Corus New Zealand is an importer, manufacturer andstockist of high quality and innovative metal productsfor the architectural, building and construction markets,including products made from stainless steel,aluminium and carbon steel.

Our New Zealand operation has a dedicated StainlessSteel Cut-To-Length line and Polishing equipment. Weservice our customers from 8 Branches located in themain centres.

Corus subsidiary, PMF, has developed the mostcomprehensive range of steel composite floor deckingsystems available anywhere in the world.

Extensive testing has been undertaken in conjunctionwith The Steel Construction Institute, United Kingdom.

Corus New Zealand is now applying Corus researchand technology from the United Kingdom andNew Zealand manufacture to bring ComFlor 210 toNew Zealand.

Our vision is to see ComFlor Building Systems becomerecognised as the flooring solution of first choice forthe New Zealand built environment.

Photograph:Canary Wharf Tower, London'sDocklands, built with Corus structuralsteel and stainless steel cladding.

PMF Deep Composite Floor decks usedin Slimdek® construction offer all thebenefits of shallow deck compositeconstruction, with some significantadditional benefits.

Long span decks The deck will be designed to span 6munpropped and up to 9m propped withcorresponding reduction in steelwork.

Shallow floor depth The deck is contained within the beam depth,which produces a “slim floor”. This leads tosavings in cladding costs and either helps toreduce the overall building height or enablesan extra floor to be added for buildings of 10storeys plus.

Service integration The shape of the deep decks permits servicesto be installed between the deck ribs,effectively within the slab depth. This leads to further reductions in the floor zone.

Inherent fire resistanceA fire resistance of 60 minutes can beachieved without fire protection to thesteelwork or deck.

PMF deep composite floor decks.

Introduction

Composite Floor Decks 3

The original SlimFlor long spansteel deck, ComFlor 210 has thecapability to span up to 6 metres inunpropped construction. When usedin Corus Slimdek® construction,ComFlor 210 offers minimalstructural depth, fast constructionand many other benefits.

● With cross and longitudinal stiffeners,CF210 is structurally efficient and offersexcellent composite action with theconcrete.

● Simple single bar reinforcement in eachtrough, combined with anti-crack meshnear the top of the concrete slab gives thecomposite slab superb structural strengthand fire properties.

● The nestable profile shape reducestransport and handling costs.

● Up to 2 hours fire rating with unprotectedsoffit.

4 Composite Floor Decks

ComFlor 210 - From the PMF Deep Composite Profile Range

ComFlor 210

ComFlor 210 Design information

ComFlor 210

Volume & weight table notes

1. Deck and beam deflection (i.e. ponding isnot allowed for in the table.

2. Deck and mesh weight is not included in theweight of concrete figures.

3. Density of concrete is taken as:

Normal weight (wet) 2400 kg/m2

Normal weight (dry) 2350 kg/m2

Lightweight (wet) 1900 kg/m2

Lightweight (dry) 1800 kg/m2

Section Properties (per metre width)

Nominal Design Height to Moment of Ultimate Moment Capacitythickness thickness Profile weight Area of steel neutral axis inertia (kNm/m)

(mm) (mm) (kN/m2) (mm2/m) (mm) (cm4/m) Sagging Hogging

1.25 1.21 0.16 2009 95.00 816.00 23.20 23.20

Deck material

Zinc coated steel to AS1397 Grade 500, Z275, with a guaranteed minimum yield stressof 500 N/mm2. Minimum zinc coating mass is275 g/m2 total including both sides.

Quick reference tables

The quick reference load/span and fire designtables on the following 2 pages are intended forinitial design, based on the parameters statedbelow the tables. The PMF calculation suitecontained on the CD at the back of thisliterature provides a full design program.

Please refer to page 22 for help in using thesoftware.

Anti-crack mesh

BS 5950: Part 4 currently recommends thatanti-crack mesh should comprise 0.1% of slabarea. The Eurocode 4 recommendation is thatanti-crack mesh should comprise 0.2% of slabarea for unpropped spans and 0.4% of slabarea for propped spans. PMF in conjunctionwith the Steel Construction Institute has agreedto modify the requirement with regard to anti-crack mesh, to comply with the Eurocode 4recommendations. Accordingly, the mesh shownin the quick reference tables complies with EC4and the design program defaults to thesevalues. Where EC4 mesh rules are used, the mesh maybe reduced midspan - see Design Informationon page 10. The reduced BS mesh values maystill be used by overriding this default in thedesign program.

Mesh top cover must be a minimum of 15mm,and a maximum of 30mm. Mesh laps are to be300mm for A142 mesh and 400mm for A193,A252 & A393 mesh.

Technical services

PMF Technical Department offer acomprehensive advisory service on design of composite flooring, which is available to all specifiers and users. Should queries arisewhich are not covered by this literature or by thedesign CD, please contact us. This service isavailable by contacting Corus New Zealand.

Design Notes

Full design programon CD (inside

back page)


ComFlor 210 Composite Slab - Volume & Weight

Weight of Concrete (kN/m2

ConcreteSlab Depth volume Normal weight Concrete Lightweight Concrete

(mm) (m3/m2) Wet Dry Wet Dry270 0.100 2.36 2.31 1.87 1.77280 0.110 2.60 2.54 2.05 1.95290 0.120 2.83 2.77 2.24 2.12300 0.130 3.07 3.00 2.43 2.30305 0.135 3.18 3.12 2.52 2.39310 0.140 3.30 3.23 2.61 2.48330 0.160 3.77 3.69 2.99 2.83350 0.180 4.24 4.16 3.36 3.18375 0.205 4.83 4.73 3.83 3.62400 0.230 5.42 5.31 4.29 4.07

Mesh See notes on previous page.

Spans Measured centre to centre of supports.

Deck Standard deck material specification (see previouspage).

Bearing width The width of the support is assumed to be 200mm.

Prop width Assumed to be 100mm.

Deflection Construction stage L/130 or 30mm (ponding has beentaken into account).

Deflection Composite stage L/350.

Concrete grade The concrete is assumed to be Grade 35* with amaximum aggregate size of 20mm. The wet weight ofconcrete is taken to be normal weight 2400kg/m3 andlightweight 1900 kg/m3. The modular ratio is 10 fornormal weight and 15 for lightweight concrete.

Construction load Refer to page 9 for details. No allowance is made forheaping of concrete during the casting operation.

*Concrete grade is cube strength. Grade 35 isequivalent to 30 MPa.

Parameters assumed for quick reference span tables

ComFlor 210

ComFlor 210 Normal weight concrete - quick reference tables


ComFlor 210 Span table - Normal weight Concrete

MAXIMUM SPAN (m)Total Applied Load (kN/m2)

Props Span Fire Slab Mesh 3.5kN/m2 5kN/m2 10kN/m2

Rating Depth Bar Size (mm)(mm) 12 16 20 25 12 16 20 25 12 16 20 25

280 A142 4.8 5.4 5.4 5.4 4.3 5.4 5.4 5.4 3.4 4.5 5.4 5.41 hr 300 A193 4.8 5.2 5.2 5.2 4.4 5.2 5.2 5.2 3.5 4.6 5.2 5.2

350 A393 4.7 4.7 4.7 4.7 4.5 4.7 4.7 4.7 3.7 4.7 4.7 4.7Simple 290 A193 3.7 4.9 5.3 5.3 3.4 4.4 5.3 5.3 2.7 3.5 4.3 5.3span 1.5 hr 300 A193 3.7 4.9 5.2 5.2 3.4 4.5 5.2 5.2 2.7 3.6 4.4 5.2slab 350 A393 3.8 4.7 4.7 4.7 3.5 4.6 4.7 4.7 2.8 3.8 4.6 4.7

305 A193 2.0 2.7 3.3 4.1 1.8 2.4 3.0 3.7 1.5 1.9 2.4 3.02 hr 350 A393 2.1 2.7 3.4 4.2 1.9 2.5 3.1 3.8 1.5 2.0 2.5 3.1

400 A393 2.1 2.7 3.4 4.2 1.9 2.6 3.2 3.9 1.6 2.1 2.6 3.3280 A393 4.9 6.4 7.3 7.3 4.4 5.8 7.2 7.3 3.4 4.5 5.6 6.2

1 hr 300 A393 4.9 6.5 6.7 6.7 4.5 5.9 6.7 6.7 3.5 4.7 5.8 6.6350 2xA393 5.1 5.6 5.6 5.6 4.6 5.6 5.6 5.6 3.7 4.9 5.6 5.6

Simple 290 A393 3.7 5.0 6.2 7.0 3.4 4.5 5.5 6.9 2.7 3.5 4.4 5.4span 1.5 hr 300 A393 3.8 5.0 6.2 6.7 3.4 4.5 5.6 6.7 2.7 3.6 4.4 5.5slab 350 2xA393 3.8 5.1 5.6 5.6 3.5 4.7 5.6 5.6 2.9 3.8 4.7 5.6

305 A393 2.0 2.7 3.3 4.1 1.8 2.4 3.0 3.7 1.5 1.9 2.4 3.02 hr 350 2xA393 2.1 2.7 3.4 4.2 1.9 2.5 3.1 3.9 1.5 2.0 2.5 3.1

400 2xA393 2.1 2.8 3.4 4.3 1.9 2.6 3.2 3.9 1.6 2.1 2.6 3.3280 A393 5.7 7.1 7.3 7.3 5.1 6.3 7.3 7.3 4.0 4.9 5.9 6.7

1 hr 300 A393 5.8 6.7 6.7 6.7 5.3 6.5 6.7 6.7 4.2 5.1 6.2 6.7350 2xA393 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 4.6 5.6 5.6 5.6

Continuous 290 A393 4.3 5.4 6.5 7.0 3.9 4.8 5.8 7.0 3.0 3.8 4.6 5.6span 1.5 hr 300 A393 4.4 5.4 6.6 6.7 3.9 4.9 5.9 6.7 3.1 3.9 4.7 5.7slab 350 2x A393 4.7 5.6 5.6 5.6 4.3 5.3 5.6 5.6 3.5 4.2 5.1 5.6

305 A393 2.6 3.1 3.7 4.4 2.3 2.8 3.3 4.0 1.9 2.2 2.6 3.22 hr 350 2xA393 2.8 3.4 3.9 4.6 2.6 3.1 3.6 4.3 2.1 2.5 2.9 3.4

400 2xA393 3.1 3.6 4.2 4.8 2.9 3.4 3.9 4.5 2.4 2.8 3.2 3.7280 A393 4.9 6.4 7.6 7.8 4.4 5.8 7.2 7.4 3.4 4.5 5.6 6.2

1 hr 300 A393 4.9 6.5 7.7 8.0 4.5 5.9 7.3 7.7 3.5 4.7 5.8 6.6350 2xA393 5.0 6.6 8.0 8.3 4.6 6.1 7.6 8.2 3.7 4.9 6.1 7.4

Simple 290 A393 3.7 5.0 6.2 7.6 3.4 4.5 5.6 6.9 2.7 3.5 4.4 5.4span 1.5 hr 300 A393 3.8 5.0 6.2 7.7 3.4 4.5 5.6 6.9 2.7 3.6 4.4 5.5slab 350 2x A393 3.8 5.1 6.3 7.8 3.5 4.7 5.8 7.2 2.9 3.8 4.7 5.8

305 A393 2.0 2.7 3.3 4.1 1.8 2.4 3.0 3.7 1.5 1.9 2.4 3.02 hr 350 2xA393 2.1 2.7 3.4 4.2 1.9 2.5 3.1 3.9 1.5 2.0 2.5 3.1

400 2xA393 2.1 2.8 3.4 4.3 1.9 2.6 3.2 3.9 1.6 2.1 2.6 3.3280 A393 5.7 7.1 8.0 8.3 5.1 5.3 7.8 7.9 4.0 4.9 5.9 6.7

1 hr 300 A393 5.8 7.2 8.3 8.5 5.3 6.5 7.8 8.1 4.2 5.2 6.2 7.1350 2xA393 6.2 7.6 8.7 8.7 5.7 7.0 8.6 8.7 4.6 5.6 6.7 7.5


305 A393 2.6 3.1 3.7 4.4 2.3 2.8 3.3 4.0 1.9 2.2 2.6 3.22 hr 350 2xA393 2.8 3.4 3.9 4.6 2.6 3.1 3.6 4.3 2.1 2.5 2.9 3.4

400 2xA393 3.1 3.6 4.2 4.9 2.9 3.4 3.9 4.5 2.4 2.8 3.2 3.7

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Bar reinforcement End Anchorage for bar reinforcement. All cases requireproperly anchored L-bars at the supports, except forthose boxed in red. Cases boxed in red may havestraight bars, with an anchorage length of 70mm fromthe edge of the support. See Design Notes on page 10for further information.

One bar is placed in each profile trough, the cover todeck soffit is assumed at 70mm.

Fire The Fire Engineering method (FE) has been used tocalculate the reinforcement needed to achieve the firerating.

The minimum slab thickness indicated in each table foreach fire rating satisfies the fire insulation requirementsof BS 5950 : Part 8.

Span/depth ratio This is limited to 30 for lightweight concrete and 35 fornormal weight concrete.

ComFlor 210

ComFlor 210 Lightweight concrete - quick reference tables


ComFlor 210 Span table - Lightweight Concrete

MAXIMUM SPAN (m)Total Applied Load (kN/m2)

Props Span Fire Slab Mesh 3.5kN/m2 5kN/m2 10kN/m2

Rating Depth Bar Size (mm)(mm) 12 16 20 25 12 16 20 25 12 16 20 25

270 A142 5.0 6.0 6.0 6.0 4.5 5.9 6.0 6.0 3.5 4.6 5.6 5.81 hr 300 A193 5.1 5.6 5.6 5.6 4.6 5.6 5.6 5.6 3.6 4.8 5.6 5.6

350 A393 5.0 5.0 5.0 5.0 4.8 5.0 5.0 5.0 3.9 5.0 5.0 5.0Simple 280 A142 4.3 5.6 5.8 5.8 3.9 5.1 5.8 5.8 3.0 4.0 4.9 5.8span 1.5 hr 300 A193 4.4 5.6 5.6 5.6 4.0 5.2 5.6 5.6 3.1 4.1 5.0 5.6slab 350 A393 4.5 5.0 5.0 5.0 4.1 5.0 5.0 5.0 3.3 4.3 5.0 5.0

290 A193 3.1 4.1 5.0 5.7 2.8 3.7 4.5 5.6 2.2 2.8 3.5 4.42 hr 350 A393 3.2 4.2 5.0 5.0 2.9 3.9 4.8 5.0 2.3 3.1 3.8 4.7

400 A393 3.3 4.3 4.7 4.7 3.0 4.0 4.7 4.7 2.4 3.2 4.0 4.7270 A393 5.1 6.7 7.5 7.7 4.5 6.0 7.0 7.2 3.5 4.6 5.6 5.8

1 hr 300 A393 5.2 6.9 7.6 7.6 4.7 6.2 7.4 7.6 3.6 4.8 5.9 6.4350 2xA393 5.4 6.4 6.4 6.4 4.9 6.4 6.4 6.4 3.9 5.1 6.4 6.4

Simple 280 A393 4.4 5.8 7.2 7.8 3.9 5.1 6.4 7.4 3.0 4.0 4.9 6.0span 1.5 hr 300 A393 4.4 5.9 7.3 7.6 4.0 5.3 6.5 7.6 3.1 4.1 5.1 6.3slab 350 2xA393 4.6 6.0 6.4 6.4 4.1 5.5 6.4 6.4 3.3 4.4 5.4 6.4

290 A393 3.1 4.1 5.1 6.4 2.8 3.8 4.6 5.7 2.2 2.8 3.5 4.42 hr 350 2xA393 3.2 4.3 5.3 6.4 2.9 3.9 4.8 6.1 2.3 3.1 3.8 4.8

400 2xA393 3.3 4.4 5.4 5.6 3.0 4.0 5.0 5.6 2.4 3.2 4.0 5.0270 A393 6.0 7.4 7.9 8.1 5.3 6.6 7.4 7.6 4.0 5.0 6.0 6.2

1 hr 300 A393 6.3 7.6 7.6 7.6 5.6 6.9 7.6 7.6 4.3 5.4 6.4 6.9350 2xA393 6.4 6.4 6.4 6.4 6.1 6.4 6.4 6.4 4.8 5.9 6.4 6.4


290 A393 3.7 4.5 5.5 6.6 3.3 4.0 4.9 5.9 2.5 3.1 3.8 4.62 hr 350 2xA393 4.0 4.9 5.8 6.4 3.7 4.5 5.3 6.4 2.9 3.5 4.2 5.0

400 2xA393 4.4 5.2 5.6 5.6 4.0 4.8 5.6 5.6 3.2 3.9 4.6 5.4270 A393 5.1 6.7 7.5 7.7 4.5 6.0 7.0 7.2 3.5 4.6 5.6 5.8

1 hr 300 A393 5.2 6.9 7.9 8.1 4.7 6.2 7.5 7.7 3.6 4.8 5.9 6.4350 2xA393 5.4 7.1 8.3 8.5 4.9 6.5 8.0 8.3 3.9 5.1 6.4 7.1

Simple 280 A393 4.4 5.8 7.2 7.8 3.9 5.1 6.4 7.4 3.0 4.0 4.9 6.0span 1.5 hr 300 A393 4.4 5.9 7.3 8.1 4.0 5.3 6.5 7.7 3.1 4.1 5.1 6.3slab 350 2x A393 4.6 6.1 7.5 8.5 4.1 5.5 6.8 8.3 3.3 4.4 5.4 6.7

290 A393 3.1 4.1 5.1 6.4 2.8 3.7 4.6 5.7 2.2 2.8 3.5 4.42 hr 350 2xA393 3.2 4.3 5.3 6.6 2.9 3.9 4.8 6.0 2.3 3.1 3.8 4.8

400 2xA393 3.3 4.4 5.4 6.8 3.0 4.0 5.0 6.2 2.4 3.2 4.0 5.0270 A393 6.0 7.4 7.9 8.1 5.3 6.6 7.4 7.6 4.0 5.0 6.0 6.2

1 hr 300 A393 6.3 7.7 8.3 8.6 5.6 6.9 7.9 8.1 4.3 5.3 6.4 6.9350 2xA393 6.7 8.2 8.9 9.2 6.1 7.5 8.5 8.8 4.8 5.9 6.6 7.1


290 A393 3.7 4.5 5.5 6.6 3.3 4.0 4.9 5.9 2.5 3.1 3.8 4.62 hr 350 2xA393 4.0 4.9 5.8 7.0 3.7 4.5 5.3 6.4 2.9 3.5 4.2 5.0

400 2xA393 4.4 5.3 6.2 7.4 4.0 4.8 5.7 6.7 3.2 3.9 4.6 5.4

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Deep Composite Floor Decks -Design information

Design Information

Deep Composite Floor Decks will be considered where longer span (4m plus) floor slabs arerequired. When combined with Corus Slimdek® system, deep decks are designed to achieve avery shallow overall structural floor - hence the term Slim Floor Construction.

Deep Composite Floor DecksPMF Deep Composite Floor Decks will beused in one of these applications:

1 Corus Slimdek system.

2 Long span composite concrete/steel floordeck in composite steel construction.

3 Long span composite concrete/steel floordeck in masonry construction.

The design considerations relating to thedecking are similar for all these applications.

Corus Slimdek® SystemThe most recent slim floor developmentproduced by Corus is the Slimdek® system.This system comprises Asymmetric Slimflor®

beams and deep SD225 decking. ComFlor210 can be subsituted for SD225 decking.

The principle of Slimdek® is that the steel deck(and thus the composite concrete slab) bearson the lower flange of the beam, thuscontaining the beam within the floor slab.

Three different types of Slimflor® beams areproduced:

Asymmetric Slimflor® Beam (ASB), which is a hotrolled section with a narrower top flange than bot-tom flange.

Slimflor® Fabricated Beam (SFB), which is aUniversal Column section with a wide flange platewelded to its underside.

Rectangular Hollow Slimflor® Beam (RHSFB), which isa rectangular hollow section with a flange plate weld-ed to its lower face (generally used for edge beams).

Slimdek® Design ProcedureThere are two distinct stages for which theelements of the Slimdek® system must bedesigned. The first is the construction stage,during which the beams and decking sup-port the loads as non-composite sections.The second is the final stage, during whichthe decking and concrete act together toform composite slabs, as do (generally) theASBs and slab. SFBs and RHSFBs will actcompositely if shear studs have beenprovided.

The key design points are:● Consideration of the required spans will

allow the depth of the beams to bedetermined.

● Consideration of the required fireresistance will allow the depth of slab tobe determined, as a function of the coverrequired for the beams and the decking.

Having established these scheme designparameters, detailed design of the beamsand slab can be undertaken. The followingslab depths should be considered as typical:280 ASB sections - 290-320mm deep slab300 ASB sections - 315-340mm deep slab.

These depths will provide adequate cover tothe ASB for it to act compositely with theslab. For SFBs a greater range of slabdepths may be considered for a given depthof beam; the slab depth requirement willdepend on whether shear studs must beaccommodated to make the SFB actcompositely.

Slimdek® Beam DesignThe design of the beams in the Slimdek®

system is presented in The Corus Slimdek®

Manual and Design Software which isavailable from Corus Construction Centre.Further detailed design information isavailable in The Steel Construction Institutepublications: P300 Composite Slabs andBeams Using Steel Decking: Best Practicefor Design and Construction, P055 Designof Composite Slabs and Beams withSteel Decking. Please see references section for furtherinformation.

Decking DesignIn addition to considering the self-weight ofthe slab, the design of the deep deckingshould take into account temporary con-struction loads. These construction loads

differ slightly from those that should beconsidered for shallow decking, because ofthe considerably greater spans that can beachieved with deep decking.

Construction Stage Loading The 1.5 kN/m2 construction load required byBS 5950-4 should only be applied over themiddle 3m of the span, as shown above.

A reduced load of 0.75 kN/m2 (as specified inEC4) may be applied outside this region, asit would be overly conservative to apply thefull load of 1.5kN/m2 over the entire span.The effect of concrete ponding should betaken into account (by increasing the selfweight of the slab) if the deflection underself-weight alone exceeds the lesser ofspan/180 or 20mm.

If temporary props are used to support thedecking during construction, a constructionload of 1.5 kN/m2 should be considered asacting over the complete span (betweenpermanent supports). Although a lower valuemight be justifiable over parts of the span, aconstant load should be considered fordesign simplicity.

Temporary propping (when required) The spacing of temporary props is governedby the ability of the decking to resistcombined bending and shear in the hogging(negative) moment regions over the lines ofprops. It is recommended that the spacingbetween the props should be relativelyclose, so that local loads do not causedamage to the decking (2.5m to 3.5mspacing depending on the slab weight). A100 mm wide timber bearer should be usedto distribute the load at these points.

End BearingThe end bearing of the sheets should bespecified as 50 mm. The flange widths are such that this bearing can be achieved, whilst still allowing the sheets to be droppedvertically into position (i.e. without having to‘thread’ them between the top and bottomflanges).



Design Information

Reduced construction load0.75 kN/m2 x 1.6

Self weight x 1.4

3m

Clear span + 0.075m

Construction load1.5 kN/m2 x 1.6

Loading on deep decking at Construction stage.



Design Information

Slab Design

The design of composite slabs using deepdecking differs from that for shallow deckingin the following ways:

Placing bar reinforcement in the troughs ofthe decking increases the ultimate loadresistance of the slab. The benefit of thesebars is considered in both the ‘normal’ andfire conditions.

The slab depth may need to be chosen notonly to satisfy the structural, durability andfire resistance requirements of the slab itself,but also to provide appropriate cover overASB or Slimflor beams.

The reinforcing bars in the troughs of thedecking provide additional tensile area to thatprovided by the decking, and thus enhancethe bending resistance of the compositeslab.

Bar diameters range from 8 mm to 32 mm,depending on the span and fire resistancerequirements.

Straight bars may be used to achieve 60minutes fire resistance (provided that shearstresses are low). In other cases, L barsshould be used to provide sufficient endanchorage in fire conditions.

CrackingIt is normal for some cracking to occur in theslab over the beams. These cracks runparallel with the beams and are notdetrimental to the structural behaviour of theslab. They may be controlled by meshreinforcement provided across the tops of thebeams. Guidance on the detailing ofreinforcement to control cracking may befound in the Corus Slimdek® manual.

Additional reinforcement may be required tofulfil the following roles:● Transverse reinforcement adjacent to

shear connectors.● U-bars at composite edge beams.● Additional crack control reinforcements ● Strengthening around openings.● Strengthening at positions of

concentrated loads.

Fire Resistance

One of the principal considerations governingthe choice of slab depth is the required fireresistance period. Minimum depths are givenabove as a function of the concrete type andfire resistance required and are based oninsulation requirements.

The Fire Engineering Method: The capacityassessment in fire is based on a single ordouble layer of standard mesh at the top andone bar in each concrete rib. For CF210 orSD 225 decking, the bar is placed at an axisdistance, dependent on the fire resistanceperiod. The axis distance must not be lessthan 70mm. To maximise fire resistancecapacity the axis distance needs to be 70,90 and 120mm (from the soffit of the deck)for 60, 90 and 120 mins. fire resistance,respectively. However where fire resistance isnot the limiting factor it may be more effectivefor the axis distance to be at the minimum.

Reduced Mesh

Where EC4 mesh rules are used, asrecommended by The Steel ConstructionInstitute and PMF, the full stipulated meshapplies to the slab 1.2m either side of everysupport. Outside of this, i.e. in the midspanarea, the mesh area may be halved (to 0.2%for propped and 0.1% for unproppedconstruction), provided there are noconcentrated loads, openings etc. to beconsidered. Also the reduced midspan meshmust be checked for adequacy under fire, forthe rating required.

Concrete thickness above deckFire resistance NWC LWC

60min 70mm 60mm

90min 80mm 70mm

120min 95mm 80mm

Verticalreaction

Slip betweendeck and concrete

Longitudinalshear bond

Bar reinforcement Stressdistribution

Tension in deckingand bar reinforcement

Concrete incompression

Mid spanSupport

Action of composite slab with reinforcement in ribs.

Diagram showing full mesh area over supports

100mm100mm

50øL

12øL25

øL

øL

Detailing requirements for deep composite slabs (need for L bars depends on level of shear stress).

1.2m 1.2m

SupportBeam

SupportBeam

SupportBeam

1.2m 1.2m



Design Information

Vibration

The dynamic sensitivity of the composite slabshould be checked in accordance with the SCIpublication P076: Design guide on the vibra-tion of floors. The natural frequency is calculat-ed using the self-weight of the slab, ceiling andservices, screed and 10% imposed loads, rep-resenting the permanent loads and the floorself weight.

In the absence of more appropriate informa-tion, the natural frequency of the compositeslab should not exceed 5Hz for normal office,industrial or domestic usage. For designsusing SD225 or CF210 decking, this limit maybe reduced to 4Hz if the design has been car-ried out on the assumption of simple supportsat the ends. Conversely, for dance floor typeapplications or for floors supporting sensitivemachinery, the limit may need to be set higher.

In the Slimdek system, consideration shouldbe given to the system frequency of the flooras a whole if the natural frequency of the slaband/or the supporting beam is less than 5Hz.

For design to the Eurocodes, the loads con-sidered for the vibration check are increasedusing the psi-factor for imposed loads (typically0.5). The natural frequency limit may bereduced to 4Hz, because of this higher loadused in the calculation.

Partial Continuity

Partial continuity for deep decking: Tests haveshown that the SD 225 or CF210 compositeslabs supported on a steel beam and providedwith adequately detailed continuity mesh rein-forcement over the steel beam supportexhibits a degree of continuity at the support.The beneficial effect of partial continuity at thesupports may be taken into account by speci-fying CONTINUOUS in the Span Type field.When this option is specified, the followingassumptions are made by the design software;

● a 20% reduction in the deflections of thecomposite slab at the normal design stage.

● a 30% reduction in the deflections whenassessing the natural frequency of the slab.This is justified by the lower stress levelsduring vibration.

● stresses in the composite slab in fire condi-tions are derived from a model whichassumes full continuity at one end and asimple support at the other (i.e a proppedcantilever condition).

In this case, the amount of mesh reinforce-ment is increased to a minimum of 0.4% of thecross-sectional area of the concrete topping inorder to develop sufficient continuity in theslab.

Note that in all cases, partial continuity isignored in assessing the capacity of the com-posite slab at the normal design stage.

Service Attachments

Self-drilling self-tapping screws may be usedto attach hangers to the decking after the con-crete has been placed.

Openings in the SlabProvision for vertical service openings withinthe floor slab will necessitate careful designand planning. The following summarises theoptions that are available to the designer:

Openings up to 300 mm x 300 mm can beaccommodated anywhere in the slab over acrest section of the deck, normally withoutneeding additional reinforcement.

Openings up to 400 mm wide x 1000 mmlong may be taken through the crest of thedeep decking. Additional reinforcement, whichshould be designed in accordance with BS8110, may be required around the opening.

Openings up to 1000 mm wide x 2000 mmlong may be accommodated by removing onerib (maximum) of the decking, fixing suitableedge trims and providing additional reinforce-ment to transfer forces from the discontinuousrib. The slab should be designed as a ribbedslab in accordance with BS 8110, with deck-ing being used as permanent formwork.Guidance may be found in the Corus SlimdekManual.

Larger openings will generally require trimmingby secondary beams.

If an opening greater than 300 mm x 300 mmlies within the effective width of slab adjacentto a beam (L/8), the beam should be designedas non-composite. A close grouping of pene-trations transverse to the span direction of thedecking should be treated as a single largeopening.

Service IntegrationThe Slimdek system offers considerableopportunity for the integration of services. Thisis covered in detail in Corus ConstructionCentre publication Slimdek - Structure andservices integration.

Minimum A142 mesh throughout

≤400

T12 bar x 1500 long ASB beam

≤100

0≥5

00

300

ASB beamCentre-line of ribs

Ope

ning

Opening up to 1000mm

Design of small and medium size open-ings in the slab

50 mm min

SD225/CF210Floor Decking with 50mmminimum bear-ing ontoAsymmetricBeam

Notch in decking on beamside of diaphragm to allowviewing of concrete aroundthe beam and to alloweasy handling of the deckin the construction stage

72mm for 280ASB10075mm for 280ASB136

and 300ASB153

Beam centres

SD225/CF210 End diaphragm

Asymmetric SlimFlor Beam

End fixing onto ASB

Side fixing onto ASB

Perimeter with trim


Deep Composite Floor Decks - Construction Details

Construction Details


20 mm min

SD225/CF210 FloorDecking to extend toedge trim

Beam centres

50 mm min

SD225/CF210Floor Decking

Beam centres100 min

Edge trim

Restraint strap at 600mm centres

150 max



SD225/CF210 FloorDecking

Beam centres

Closure plate (CP153 etc)2mm flat steel plate size tosuit remainder of floor area(maximum 245mm wide)

Cut plates

Cut deck - Option 1 Cut deck - Option 2

Cut deck - Option 3




Closure flashing

240-270100 min

SD225/CF210Deck cut along

top sectiononly

Beam centres

Asymmetric SlimFlor Beam Closure flashing

165-185100 min

SD225/CF210Deck cut alongtop sectiononly

Beam centres


Closure flashing

370-405100 min

SD225/CF210Deck cut alongtop sectiononly

Beam centres


Unsupported edge with closure flashingUnsupported edge

Closureflashing

Edge trim

Restraintstrap

Temporaryprop

Reinforcementas specified

Edge trim

Reinforcementas specifiedRestraint strap at

600 mm centres

Temporaryprops required

for spansgreater than

500mm

100 min




Steel trims

Notations used on deck layout drawing

End fixing onto RHS Side fixing onto RHS

50

20

190

90(150 max)

Number of sheets

Floor levelPhaseBundle number

Prop decking in this area

Side of decking run that requires ‘Z’ flashing

Distance from centreline of tie mem-ber to sop of first decking sheet

Decking lengths

Span of decking

Slab depth

50 min (steel)

75 min(blockwork)

6-55554105

Z2

94

Beam centres


75 SD225/CF210 Floor Deckingwith 75mm minimum bearingonto steelwork100

Beam centres

RHS with steel plate(300x200 RHS shown here)

60030


Dec

k s

.o.p

.

100




End fixing onto blockwork

Side fixing onto blockwork

Cut Plate on Blockwork

Edge trim with75mm bottom leg(min) to be fixedbefore deckingsheet is laid

Blockwall width

Construction dimension


Restraint strap


SD225/CF210 Floor Decking with 100mm bearing (75 min)

75 min




75 min


A minimum gap of100mm is required toallow fixing

Blockwall width


SD225/CF210 Floor Decking


75

Blockwall width

CP245 flat plate Z flashing or decking sheet which musthave sufficient bearing for ablockwork fixingMaximum flat plate width is245 mm


Deep Composite Floor Decks - Sitework

Sitework

Deck FixingThe decking sheets are then manuallylowered individually onto the beams. In theSlimdek system, the end bearing of thesheets should be 50 mm; the flange widthsare such that this can be achieved, whilst stillbeing able to drop the sheets vertically intoposition (i.e. without having to thread thembetween the top and bottom flanges).

Once the sheets for the whole bay are inplace, they are secured to the beam flangesusing heavy duty shot-fired fixings. Therequired number of main fixings for CF 210is one main fixing per trough.

Where CF210 deck is being used withAsymmetric SlimFlor Beams, the top flangeof the profile must be notched back by50mm, so that the concrete can be observedpassing between the end diaphragm and thebeam to allow concrete to flow into thebeam.

The crown of the deck sheet is fixed to thetop of the diaphragms using one self drillingscrew for CF210.

When fixing to other types of supports suchas reinforced concrete, or load bearing walls,suitable fixings must be used (one per CF210trough), as for the steel supports.

FIXING INFORMATION FOR DEEP DECKING

To Steel Heavy duty powder actuated fixings - Hilti ENP2 - 21 L15nail/or equivalent.

Self-drilling screws. To steel up to 11mm thick - SFS SD14 - 5.5 x 32 / EJOT HS 38 or equivalent. To steel up to 17mm thick SFS TDC-T-6.3 x 38 or equivalent

To Masonry Pre drill hole - use self tapping fixing suitable for masonry/or Concrete concrete - SFS TB-T range / EJOT 4H32 or equivalent

To side laps Self drilling stitching screw typically SFS SL range / EJOTor closures etc. SF25 or equivalent

FIXING SPACINGS

ComFlor 210

End fixing 1 per trough

Side laps 1 fixing with shear clip at350mm c/c

Side fixing 1 fixing at 600mm c/conto support

End DiaphragmsSteel end diaphragms, as manufactured byCorus, are essential for both deep decksystems to ensure the structural integrity ofthe deck. The end diaphragms, are fixed firstand are supplied in lengths of 2400 mm, tocover four PMF deep deck profiles. They arefixed using at least three shot-fired pins foreach length; in the Slimdek system the enddiaphragms align with the edge of the lowerflange of the beam.

Single diaphragms are available withpre-punched service holes in two types. Type1 has one 160mm diameter hole; Type 2 hasone elongated 160mm diameter hole tomake opening 320mm wide x 160mm high.

Unpunched single diaphragms are alsoavailable. Where the deep deck lands onto asupport at a rake, the single diaphragms areused doubled up, and adjusted on site to

take up the extra length required due to thefact that the end of the deck is at a rakedangle to the support rather than at rightangles.

The concrete that the diaphragms entraparound the Asymmetric Slimflor Beam, givethe beam its fire rating, therefore thediaphragms must be placed strictlyaccording to specification.

End diaphragm for ComFlor 210

Fixing of Comflor 210

End diaphragm

End diaphragmSide laps stitched at 350mmcentres including trough shear-bond clip

1 heavy duty shot firedpin per trough for fixinginto steelwork



Sitework

1 heavy duty shot fired pin pertrough for fixing into steelwork

Deck top

Beam top

View from above

ComFlor 210 shear clip

Side Laps

Where the first and last sheet lands on asupport, the edge of the sheet must be fixedto the support at 600mm centres.

CF210 side laps are to be stitched at350mm centres with 5.5mm diameter selfdrilling screw, the location is marked by a

hole in the overlap tail. Every side lapfastener must fix and locate a trough shearconnector clip into position. The clip is partlyresponsible for the composite action of thedecking and must not be omitted unless theCF210 is being used as formwork only.



Sitework

Fit restraint straps at 600mm c/c to prevent any bowing of edge trim.Edge DetailsThe steelwork must be stable and adequatelyrestrained with support for the deck aroundcolumns and openings. The PMF deepdecking can be easily cut, and fitted, toaccommodate columns and other awkwardshapes. Where there is no supportingsteelwork, brackets fixed to the column willhave to be used for local support to thedeck.

Light steel edge trim is used to form theedges of the slab and to infill where the 600mm profile of the deck does not align withthe parallel supports. Supplied in 3m lengthsas standard, and offered in thickness of 1.2mm to 2.0 mm, the edge trims are fixed tothe perimeter steel beams, using the sameshot fired fasteners that secure the deck. The upper leg is strapped to the crown of the profile, to prevent buckling during theconcrete pouring operation.

CantileversPMF deep decks can be Cantilevered in itslength up to 500 mm during construction.When Cantilevers are required perpendicularto the span of the profile, stub beams orsome similar type of support has to besupplied. In both cases, the Cantilever must be assessed, for the final stage, in accordance with BS8110 Part 1, todetermine whether additional reinforcement isrequired.

ReinforcementThe decking forms a part of the slab rein-forcement, with the remainder being suppliedby a bar in each trough of the decking and amesh placed near to the top of the slab.Reinforcement should be fixed in accordancewith the requirements of the StructuralDesigner. Normally, circular plastic spacersare used to position the bars 70 mm from thebase of the trough. This distance canincrease to 90 or 120 mm (respectively) when90 or 120 minutes fire resistance arerequired. There may be additional mesh orbar requirements to fix adjacent to thesupports or edge beams, or above beamsfor crack control purposes.

Any shear studs that are required (to makeSFBs or RHSFBs composite) may be weldedto these sections during fabrication, becausethey do not interfere with the decking.

Edge trims selector

Maximum Cantilever (mm)

Galv. Steel Edge trim thickness (mm)

1.6 2.0

270 100 135300 0 100350 x 0400 x 0

x = not recommended

Edgetrim

depth(mm)

Temporary PropsIn instances when the design spans exceedthe construction stage capacity of thedecking, it is necessary to support the weightof the wet concrete and construction loads,by using additional temporary supports. Thesupports should offer a continuous bearingof at least 100 mm width to the underside ofthe deck. Where temporary supports areused it is important that: The timbers andsupports are of adequate strength. Theprops are placed at mid-span, or at thirdspan, as required. The propping structure isnot to be removed until the concrete hasachieved 75% of its design strength. Thehorizontal bearer timbers must be at least100mm wide and should be propped at nomore than 1m centres. Sometimes thespecification may call for 150mm widebearers.

PenetrationsOpenings should be made through the widecrown of the profile. The openings should beboxed out prior to the pouring of theconcrete, and the metal of the deck only cutonce the concrete has achieved 75% of itsdesign strength.

Casting ConcreteAll grease, dirt and debris, which could havean adverse effect upon the performance ofthe cured slab, must be cleared before theapplication of the concrete can commence.The deck may have some lubricant from theroll forming process on its surface. This doesnot have to be removed. Care should betaken during the application of the concrete,to avoid heaping, and the close working ofunnecessarily large number of operatives.

Unsupported EdgesAll unsupported edges must be propped,and may require additional reinforcement.TEMPORARY PROPS

Timber Bearer Guide (deep decks)All to be min. 100mm wide

Slab Depth Bearer Depth(mm) (mm)280 150320 200360 250



Sitework

Dense polystyrene block for opening

Timber shutter for opening

Temporary support using an ’Acrow’ type prop


Information of particular interest toComposite Flooring Contractors is givenbelow.

Receiving Decking

ComFlor 210 Decking is packed into bundlesof up to 30 sheets, and the sheets aresecured with metal banding. Each bundle is650mm wide (the overall width of a singlesheet) by 450 mm high, and may weigh upto 2.5 tonnes, depending on sheet length(average weight is about 1.5 tonnes). Loadsare normally delivered by articulated lorriesapproximately 16 m long with a maximumgross weight of up to 40 tonnes, and aturning circle of approximately 19 m. TheMain Contractor should ensure that there issuitable access and appropriate standingand off-loading areas.

Each bundle has an identification tag. Theinformation on each tag should be checkedby operatives from the decking contractor (or,if they are not on site, the Main Contractor)immediately upon arrival. In particular, thestated sheet thickness should be checkedagainst the requirement specified on thecontract drawings, and a visual inspectionshould be made to ensure that there is nodamage.

Lifting Bundles

The bundles should be lifted from the lorry.Bundles should never be off-loaded bytipping, dragging, dropping or otherimprovised means.

Care is needed when lifting the deckingbundles; protected chain slings arerecommended. Unprotected chain slings candamage the bundle during lifting; whensynthetic slings are used there is a risk of thesevering them on the edges of the deckingsheets.

If timber packers are used, they should besecured to the bundle before lifting so thatwhen the slings are released they do not fallto the ground (with potentially disastrousresults). Bundles must never be lifted usingthe metal banding.

Positioning the Decking

The support steelwork should be prepared toreceive the decking before lifting the bundlesonto it. The top surface of the underlyingbeams should be reasonably clean.

The identification tags should be used toensure that bundles are positioned on theframe at the correct floor level, and in thenominated bay shown on the deck layoutdrawing. The bundles should be positionedsuch that the interlocking side laps are on thesame side. This will enable the decking to belaid progressively without the need to turnthe sheets. The bundles should also bepositioned in the correct span orientation,and not at 90o to it. Care should be taken toensure that the bundles are not upside down.

Placement of Decking

The breaking open of bundles and installationof decking should only begin if all the sheetscan be positioned and secured. This willrequire sufficient time and suitable weather.The decking layout drawing should also bechecked to ensure that any temporarysupports that need to be in position prior todeck laying are in place.

Access for installation will normally beachieved using ladders connected to thesteel frame. Once they have started layingout the sheets, the erectors will create theirown working platform by securely fixing thedecking as they progress.

The laying of sheets should begin at thelocations indicated on the decking layoutdrawings. These would normally be at thecorner of the building at each level; to reducethe number of ‘leading edges’, i.e.unprotected edges, where the decking isbeing laid. When the bundles have beenproperly positioned, as noted above, thereshould be no need to turn the sheetsmanually, and there should be no doubtwhich way up the sheet should be fixed.

Individual sheets should be slid into placeand, where possible, fixed to the steelworkbefore moving onto the next sheet.

This will minimise the risk of an accidentoccurring as a result of movement of a sheetwhen it is being used as a platform.(However, for setting-out purposes, it may benecessary to lay out an entire bay using aminimum number of temporary’ fixings beforefully securing the sheets later).

Sheets should be positioned to provide aminimum bearing of 50 mm on the steelsupport beams. The ends of adjacent sheetsshould be butted together. A gap of up to 5mm is generally considered not to allowexcessive seepage, but, if necessary, theends of the sheets may be taped together.When end gaps are greater than 5 mm, it isnormally sufficient to seal them with anexpanding foam filler. The longitudinal edgesshould be overlapped, to minimise concreteseepage.

Cutting Sheets

Where necessary, sheets may be cut using agrinder or a nibbler. However, field cuttingshould be kept to a minimum and shouldonly be necessary where a column or otherobstruction interrupts the decking. Gapsadjacent to the webs of columns should befilled in with off-cuts or thin strips of steel.Decking sheets shown as continuous on thedecking layout drawing should never be cutinto more than one length. Also, sheetsshould never be severed at the location of atemporary support, and the decking shouldnever be fastened to a temporary support.

As the work progresses, unwanted scrapsand off-cuts should be disposed of in a skipplaced alongside the appropriate level ofworking. The skip should be positionedcarefully over a support beam to avoidoverloading the decking. If a skip is notavailable, scraps should be gathered forcollection by the Main Contractor as soon asis possible. Partially used bundles should besecured, to avoid individual sheets moving instrong winds.

Transport & HandlingReference


References - Health & SafetyReference

British StandardsThe design guidance given in this brochure

and on the attached software complies,

where relevant, with the following Standards.

Composite Floor Deck 1. BS 5950: Part 4 1994. Structural use of

steelwork in building: Code of practice for

design of composite slabs with profiled

steel sheeting.

Composite Steel Beams 2. BS 5950: Part 3: 1990. Design in

composite construction: Section 3.1:

1990. Code of practice for design of

simple and continuous composite beams.

Profiled Steel Deck3. BS 5950: Part 6 1995. Structural use of


design of light gauge profiled steel

sheeting.

Fire Resistance4. BS 5950: Part 8 1990. Structural use of


fire resistant design.

Concrete5. BS 8110: Part 1: 1997 Structural use of

concrete: Code of practice for design andconstruction.

6. BS 8110: Part 2: 1985 Structural use ofconcrete: Code of practice for specialcircumstances.

Reinforcement7. BS 4483: 1998 Specification for steel

fabric for the reinforcement of concrete.

8. BS4449:1997 Specification for carbonsteel bars for the reinforcement ofconcrete.

Eurocode 4

9. ENV 1993 - 1 - 3: Design of steelstructures. Supplementary rules for coldformed thin gauge members anssheeting.

10. ENV 1994 - 1 - 1: Design of Compositesteel and concrete structures. Generalrules for building.

11. ENV 1994 - 1 - 2: Design of compositesteel and concrete structures. Structuralfire design.

12. SCI - P - 076 : Design guide on thevibration of floors.

SCI in association with CIRIA (1989).

Health & SafetyHandling HazardsZinc coated steel decking should be handledwith care; it may be delivered with solubleprotective layer of oil, which can causecontamination to lacerated skin. Decking willhave sharp edges and corners. Adequategloves and protective clothing should beworn when handling decking.

Eye HazardsEye protectors conforming to the specificationin BS 2092:1987 should always be worn,when breaking the strapping around bundlesbecause the sudden release of tension createsa risk to eyes.Particles of metal also create eye hazardswhen cutting steel, and eye protection shouldbe worn, during this activity.

Noise HazardsNoise may be hazardous whilst handling orcutting decking, shot firing, etc, adequate eardefenders should be worn.

Respiratory HazardsFumes containing oxides of iron and zinc areproduced during welding or flame cutting andif inhaled these may cause metal fume fever;this is a short-lasting condition withsymptoms similar to those of influenza. Inconditions of exposure to such hazards, theuse of respiratory equipment isrecommended.

Explosives and Fumes

When using shot fired fixings explosives andfumes may create a hazard.

Occupational Exposure LimitsLimits for iron and zinc oxides are 5g/m≥ (8hours TWA) and 10mg/m≤ (10 minutesTWA). (OE recommendation)

Summary of Protective MeasuresWear adequate gloves and protectiveclothing and safety goggles.Ensure adequate ventilation and use personalprotective equipment. Follow instructions for safe handling, use,disposal and control of cartridges issued byequipment supplier. Ensure adequate ventilation and / or usepersonal respiratory protective equipment.Use appropriate ear defenders or earplugs.

General Safety PointsFollow the good practice outlined here and inSCI publications.

● Always fix deck securely before using as aworking platform.

● Steel end diaphragms, as manufactured by PMF, are essential for both deep decksystems to ensure the structural integrity of the deck.

● Rigorously employ all personal safetymeasures such as hard hats, protectiveclothing.

● Rigorously employ all site safety measuressuch as safety lines, edge protection,properly tied ladders.

● Don’t leave any unfixed decking sheets.

● Don’t heap concrete or drop from anyheight.

● Don’t put heavy loads on unprotecteddeck.

● Don’t place props on uncured concrete.

● Don’t cut holes/voids in the deck prior toconcreting.


Composite Floor Design DiscReference

Use of the CDThe Composite Floor Design disc is available.If it is missing, Corus will send or email areplacement version free of charge. Pleasealso refer to www.corusconstruction.comThis website brings together a vast amountof product and design information for speci-fiers. Please note that the software will beupdated from time to time without priornotice.

The disc is for use on Windows based PCsand does not Auto-start. Place CD in drive,click Start - Run - Browse. When in CD drive,double click ComDek folder - setup. Thesoftware must be installed, i.e. will not rundirectly from the CD; it requires less than2MB of disc space once installed.

The program COMDEK was developed by theSteel Construction Institute for Corus PMF.

Use of the design programChoose BS5950 or Eurocodes.All the variables start with a default value,however check or input new variables onboth Datasheet1 and Datasheet2. Whensatisfied click analyse to run the calculations.

Job details may be entered for a formalprintout.

It is not necessary to put in shear connectors(shear studs) for the composite slab design(shear connectors are used primarily for thebenefit of the beam not the slab). However ifshear connectors are to be used, then thedesign software allows end anchorage to be

accounted for which in some cases willimprove the load capacity of the compositeslab.

Before accepting a particular design assatisfactory, it is highly advisable to print outthe calculations and check that all the inputparameters are correct.

Design criteria and methodsThe design program has been produced bythe Steel Construction Institute on behalf ofPMF.

Help function on disc.The Help function on the design programcontains all the detailed information that isused to produce the calculations.

Hoofdkantoor ING Amsterdam;ASB – ComFlor 100/210

Care has been taken to ensure that thisinformation is accurate, but Corus Group plc,including its subsidiaries, does not acceptresponsibility or liability for errors orinformation which is found to be misleading.

Copyright 2002 Corus

www.corusnz.com

Corus New Zealand Ltd14 Mahunga DriveMangere BridgePO Box 59033, Mangere BridgeAuckland, New ZealandTelephone +64 9 634 1179Facsimile +64 9 634 2901Email [email protected] Site www.corusnz.com

Documents

ComFlor210Brochure