Composite Floor Decks - · PDF fileact compositely with the floor slab. Deep Composite Floor...

Precision Metal Forming

Steel Floor Decking Systems

Composite Floor Decks

Shallow Composite Floor Decks

Four different PMF profiles provide theoptimum solution for short to mediumunpropped or propped span conditions. Insteel construction the composite floor profileis placed on the top flange of the beam. The steel section is generally designed to act compositely with the floor slab.

Deep Composite Floor Decks

PMF can offer two deep deck profiles that can span approximately six metres unpropped.The Deep Composite decks are generally usedwith Slimdek construction, which is used inconjunction with the Asymmetric Slimflor Beam(ASB). The composite floor deck is supportedby the lower flange of the ASB, which is widerthan the top flange.

Formwork (non-composite)

Five steel profiles which act as permanentformwork, i.e. they remain in situ for the life of the building but, unlike composite profiles,do not act as reinforcement in the concreteslab. The five profiles range in height from 32 mm to 100mm to offer the optimumsolution to every design.

PMF Floor Decking The most comprehensive range of steel floor decking systems available anywhere in the world.

SpeedLarge areas of deck can be rapidly craned intoposition and up to 400m2 laid by one team perday. With minimal mesh reinforcement andpumped concrete, the completed floor canquickly follow.

Working platform Once laid, the deck acts as a safe workingplatform for all following trades. Temporaryprops can usually be eliminated.

Construction stage bracing The deck acts as lateral restraint to the beamsand acts as a diaphragm, transmitting windload from the outer steelwork to the core. Thus once the decking is fixed, it contributessignificantly to the stability of the structure.

WeightDue to the intrinsic efficiency of compositeconstruction and the displacement of concreteby the profile shape, considerably lessconcrete is used than in conventionalreinforced concrete construction. This reduces both the primary structure andfoundations.

The benefits of PMF Composite Floor Decking

HeightComposite beams use the slab as acompression element, which increases theirstiffness and reduces their size. The compositeslab itself has a very low centre ofreinforcement compared to a conventionallyreinforced slab and therefore does not needthe same depth.These savings translate to a reduced floorzone and thus overall floor height.

FireExtensive testing and fire engineering work byPMF and The Steel Construction Institute haveresulted in fire ratings of up to 4 hours beingavailable with the use of light mesh within thecomposite slab and no protection to the deck.

ServicesPMF composite floor decks incorporatesystems for the easy attachment of services,negating the requirement to fix into concrete.

Introduction

Composite Floor Decks 1

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 10storys 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

2 Composite Floor Decks

Design DetailsConstruction DetailsInstallation Guidance

Shallow CompositeFloor Decks

ComFlor 70

Optimum design, combinedtrapezoidal and re-entrant profile.Typical unpropped span 3.5m

ComFlor 51

Traditional re-entrant profile.Typical unpropped span 3.0m

ComFlor 46

Cost effective ultra nestable profile.Typical unpropped span 3.0m

4

ComFlor 100

For European style, longer span,non composite beam applications.Typical unpropped span 4.5m

SD 225

Longest span deck, used for Corus Slimdek applications.

Typical unpropped span 6.0m

ComFlor 210

Long span deck, can be used with Corus Slimdek system.Typical unpropped span 5.5m

Profile range

12

8

16

36

32

52

Deep Composite Floor Decks

Formwork (non composite)

References

Health & Safety

Transport & Handling

Design Cd

Page

54

40 - 4344 - 4748 - 51

Design DetailsConstruction DetailsInstallation Guidance

20 - 2324 - 2728 - 31

Product Selector

Product Selector


ComFlor 46 - From the PMF Shallow Composite Profile Range

ComFlor 46, first introduced in 1985, is a simple trapezoidal composite deck with a strong and reliable shear bond performance. The profile is economic and nestable, reducingtransport and handling costs.

● Nestable.The ultra efficient nesting capability ofComFlor 46 reduces the transport volumeof the product. This fact combined with thesimplicity of ComFlor 46 also makes it idealfor export.

● Easy service suspension.Ceilings and lightweight services can easilybe attached to the punched hangar tabs,which can be included with ComFlor 46.These must be specified at time of order.

● Low concrete usageThe trapezoidal shape profile of ComFlor46 reduces the volume of concrete used,with resultant savings in structural andfoundation costs.

ComFlor 46


ComFlor 46 Design information

ComFlor 46

Volume & weight table notes

1. Deck and beam deflection (i.e. ponding is notallowed 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

0.90 0.86 0.09 1137 20.38 41.50 4.63 4.67

1.20 1.16 0.13 1534 20.44 53.00 5.99 6.23

Deck material

Zinc coated steel to BS EN 10147:1992, Fe E 280G, Z275, with a guaranteed minimumyield stress of 280 N/mm2. Minimum zinc coatingmass is 275 g/m2 total including both sides.

Quick reference tables

The quick reference load/span and fire designtables, on the following 2 pages are intended asa guide for initial design, based on theparameters stated below the tables. The PMFcalculation suite contained on the CD at the backof this literature provides a full design program.

Please refer to page 56 for help on using thesoftware.

Anti-crack mesh

BS 5950: Part 4 currently recommends that anti-crack mesh should comprise 0.1% of slab area.The Eurocode 4 recommendation is that anti-crack mesh should comprise 0.2% of slab areafor unpropped spans and 0.4% of slab area forpropped spans. PMF in conjunction with The Steel Construction Institute has agreed tomodify the requirement with regard to anti-crackmesh, to comply with the Eurocode 4recommendations. Accordingly, the mesh shownin the quick reference tables complies with EC4and the design program defaults to these values.Where EC4 mesh rules are used, the mesh maybe reduced midspan - see Design Information onpage 20. The reduced British Standard meshvalues may still be used by overriding this defaultin the design 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.

Fire

For details of the performance of compositeslabs comprising ComFlor 46 decking under a fire condition with nominal anti-crack mesh,please refer to the quick reference fire load tablesin this brochure. For other simplified designcases or for full fire engineering, refer to thedesign CD.

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.

Design Notes

Full design programon CD (inside back page)


ComFlor 46 Composite Slab - Volume & Weight

Weight of Concrete (kN/m2 )Concrete

Slab Depth volume Normal weight Concrete Lightweight Concrete(mm) (m3/m2) Wet Dry Wet Dry110 0.091 2.14 2.10 1.69 1.60115 0.096 2.26 2.21 1.79 1.69120 0.101 2.38 2.33 1.88 1.78130 0.111 2.61 2.56 2.07 1.96140 0.121 2.85 2.79 2.25 2.13145 0.126 2.96 2.90 2.35 2.22150 0.131 3.08 3.02 2.44 2.31180 0.161 3.79 3.71 3.00 2.84200 0.181 4.26 4.17 3.37 3.19240 0.221 5.20 5.09 4.12 3.90

ComFlor 46 Span table - Normal weight ConcreteMAXIMUM SPAN (m)Deck Thickness (mm)

Props Span Fire Slab Mesh0.9 1.2

Rating Depth Total Applied Load (kN/m2)(mm) 3.5 5.0 10.0 3.5 5.0 10.0

1 hr 120 A193 2.4 2.4 2.4 2.8 2.8 2.6Simple 1.5 hr 130 A193 2.4 2.4 2.2 2.7 2.7 2.3

span slab 145 A252 2.3 2.4 2.2 2.6 2.6 2.2& deck 2 hr 200 A393 2.0 2.0 2.0 2.3 2.3 2.3

240 A393 1.9 1.9 1.9 2.2 2.2 2.21 hr 120 A193 2.7 2.7 2.7 3.2 3.2 3.1

Double 1.5 hr 130 A193 2.6 2.6 2.6 3.1 3.1 2.7span slab 145 A252 2.5 2.5 2.5 2.9 2.9 2.6

& deck 2 hr 200 A393 2.2 2.2 2.2 2.5 2.5 2.5240 A393 2.0 2.0 2.0 2.3 2.3 2.3120 A393 3.6 3.2 2.5 3.8 3.4 2.7

1 hr 130 A393 3.6 3.3 2.6 3.9 3.5 2.7145 2xA252 3.5 3.2 2.5 3.8 3.4 2.7

Simple1.5 hr

130 A393 3.3 3.0 2.3 3.5 3.1 2.5span slab 145 2xA252 3.2 2.9 2.3 3.3 3.0 2.4

145 2xA252 2.9 2.6 2.1 3.0 2.7 2.22 hr 200 2xA393 2.7 2.5 2.0 2.8 2.5 2.1

240 2xA393 2.6 2.4 2.0 2.7 2.5 2.1120 A393 4.4 4.0 2.9 4.6 4.1 3.2

1 hr 130 A393 4.6 4.1 3.1 4.8 4.3 3.4145 2xA252 4.7 4.3 3.4 4.9 4.5 3.5

Double1.5 hr

130 A393 3.9 3.5 2.8 4.1 3.6 2.9span slab 145 2xA252 4.0 3.6 2.9 4.1 3.7 3.0

145 2xA252 3.5 3.2 2.5 3.6 3.3 2.62 hr 200 2xA393 4.0 3.8 3.1 4.2 3.8 3.1

240 2xA393 3.7 3.7 3.6 4.5 4.4 3.6

ComFlor 46

ComFlor 46 Normal weight concrete - quick reference tables


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ComFlor 46 Span table - Lightweight ConcreteMAXIMUM SPAN (m)Deck Thickness (mm)

Props Span Fire Slab Mesh0.9 1.2

Rating Depth Total Applied Load (kN/m2)(mm) 3.5 5.0 10.0 3.5 5.0 10.0

1 hr 110 A142 2.7 2.7 2.2 3.1 3.1 2.4Simple 1.5 hr 120 A193 2.7 2.7 2.2 3.0 2.7 2.3

span slab 130 A193 2.6 2.6 2.0 3.0 2.7 2.1& deck 2 hr 200 A393 2.3 2.3 2.3 2.6 2.6 2.6

240 A393 2.1 2.1 2.1 2.4 2.4 2.41 hr 110 A142 3.1 3.1 2.7 3.5 3.5 2.8

Double 1.5 hr 120 A193 3.0 3.0 2.9 3.4 3.4 2.9span slab 130 A193 2.9 2.9 2.7 3.4 3.4 2.7

& deck 2 hr 200 A393 2.4 2.4 2.4 2.8 2.8 2.8240 A393 2.3 2.3 2.3 2.6 2.6 2.6110 A393 3.7 3.3 2.5 3.9 3.5 2.7

1 hr 120 A393 3.8 3.3 2.6 4.0 3.6 2.7130 A393 3.8 3.4 2.6 4.1 3.6 2.8

Simple1.5 hr

120 A393 3.4 3.1 2.4 3.6 3.2 2.5span slab 130 A393 3.5 3.1 2.4 3.6 3.2 2.5

130 A393 3.2 2.8 2.2 3.3 2.9 2.32 hr 200 2xA393 2.9 2.6 2.1 2.9 2.7 2.1

240 2xA393 2.8 2.6 2.1 2.9 2.7 2.2110 A393 4.2 3.8 2.9 4.4 4.0 3.1

1 hr 120 A393 4.5 4.1 3.1 4.7 4.3 3.3130 A393 4.8 4.4 3.3 4.9 4.6 3.5

Double1.5 hr

120 A393 4.5 4.0 3.1 4.7 4.2 3.2span slab 130 A393 4.8 4.2 3.3 4.9 4.4 3.4

130 A393 4.4 3.9 3.0 4.5 4.0 3.12 hr 200 2xA393 4.5 4.5 4.1 5.5 5.2 4.1

240 2xA393 4.1 4.1 4.1 5.1 5.1 4.8

ComFlor 46

ComFlor 46 Lightweight concrete - quick reference tables


Mesh See notes on previous page.

Spans Measured centre to centre of supports.

Deck Standard deck material specification (see previous page).

Bearing width The width of the support is assumed to be 150mm.

Prop width Assumed to be 100mm.

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

Deflection Composite stage L/350.

Concrete grade The concrete is assumed to be Grade 35 with a maximumaggregate size of 20mm. The wet weight of concrete istaken to be normal weight 2400kg/m3 and lightweight1900 kg/m3. The modular ratio is 10 for normal weight and 15 for lightweight concrete.

Construction load 1.5 kN/m2 construction load is taken into account,inaccordance with BS 5950:Part 4. No allowance is madefor heaping of concrete during the casting operation. See design notes.

Applied load The applied load stated in the tables is to cover imposedlive load, partition loads, finishes, ceilings and services.However the dead load of the slab itself has already beentaken into account and need not be considered as part ofthe applied load.

Simplified fire The fire recommendations in the tables are based on thedesign method simplified design method.

Fire engineering The fire engineering (FE) method may be used tomethod calculate the additional reinforcement needed for fire, load

and span conditions beyond the scope of these tables.The FE method of design is provided in the design CD.

Fire insulation The minimum slab thickness indicated in each table, foreach fire rating satisfies the fire insulation requirements ofBS 5950: Part 8.

Span/depth ratio Slab span to depth ratio is limited to 30 for lightweightconcrete and 35 for normal weight concrete.

Parameters assumed for quick reference span tables

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ComFlor 51- From the PMF Shallow Composite Profile Range

ComFlor 51 is a traditional dovetail re-entrant composite floor deck. This profileprovides an excellent mechanical key into the concrete slab, offering a strong shear bond performance, which isaugmented by cross stiffeners located in the profile trough. ComFlor 51 presents avirtually flat soffit and a relatively thin slab isrequired to meet fire design requirements.

● Shear studs

The wide trough of ComFlor 51 permits aflexible and efficient placement of shearstuds.

● Fire performance of the composite beams

Even for two hours fire rating, the topflange of the steel beam does not requirefire protection, when used with ComFlor 51composite deck.

● Under floor services

Services are easy to attach to ComFlor 51,with the ribs presenting a dovetailedrecessed groove in the concrete slab at152.5mm centres. This provides theperfect connection for service hangars via awedge nut or similar type device.

● Fire performance of the slabThe dovetail presents a very small openingand contributes little to the transfer of heatthrough the slab in the event of fire. Thus alesser slab depth is needed for fire designpurposes.

ComFlor 51


ComFlor 51












0.90 0.86 0.13 1579 16.74 55.70 5.69 6.991.00 0.96 0.14 1759 16.73 62.10 6.34 7.931.10 1.06 0.16 1938 16.73 68.50 7.00 8.881.20 1.16 0.17 2118 16.72 74.90 7.65 9.81


Deck material



The quick reference load/span and fire designtables, on the following 2 pages are intended asguide for initial design, based on the parametersstated below the tables. The PMF calculation suitecontained on the CD at the back of this literatureprovides a full design program.


Anti-crack mesh

BS 5950: Part 4 currently recommends that anti-crack mesh should comprise 0.1% of slab area.The Eurocode 4 recommendation is that anti-crack mesh should comprise 0.2% of slab area forunpropped spans and 0.4% of slab area forpropped spans. PMF in conjunction with TheSteel Construction Institute has agreed to modifythe requirement with regard to anti-crack mesh, to comply with the Eurocode 4 recommendations.Accordingly, the mesh shown in the quickreference tables complies with EC4 and thedesign program defaults to these values. Where EC4 mesh rules are used, the mesh maybe reduced midspan - see Design Information onpage 20. The reduced British Standards meshvalues may still be used by overriding this defaultin the design program.


Fire

For details of the performance of composite slabscomprising ComFlor 51 decking under a fire condition with nominal anti-crack mesh,please refer to the quick reference fire load tablesin this brochure. For other simplified design casesor for full fire engineering, refer to the design CD.

Technical services

PMF Technical Department offer a comprehensiveadvisory 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.

Design Notes





ComFlor 51 Span table - Normal weight Concrete

MAXIMUM SPAN (m)Deck Thickness (mm)

Props Span Fire Slab Mesh 0.9 1.0 1.1 1.2Rating Depth Total Applied Load (kN/m2)

(mm) 3.5 5.0 10.0 3.5 5.0 10.0 3.5 5.0 10.0 3.5 5.0 10.0

1 hr 101 A142 2.8 2.8 2.5 2.9 2.9 2.6 3.1 3.1 2.7 3.2 3.2 2.8Simple 1.5 hr 110 A142 2.7 2.7 2.2 2.9 2.9 2.3 3.0 3.0 2.4 3.1 3.0 2.4

span slab 125 A193 2.6 2.5 2.0 2.7 2.5 2.0 2.8 2.6 2.0 2.9 2.6 2.1& deck 2 hr 200 A393 2.2 2.2 2.2 2.4 2.4 2.4 2.5 2.5 2.5 2.6 2.6 2.6

240 A393 2.1 2.1 2.1 2.2 2.2 2.2 2.3 2.2 2.3 2.4 2.4 2.41 hr 101 A142 3.2 3.2 2.6 3.4 3.4 2.7 3.5 3.5 2.8 3.7 3.7 3.0

Double 1.5 hr 110 A142 3.2 3.2 2.5 3.3 3.3 2.6 3.5 3.3 2.7 3.6 3.4 2.7 span slab 125 A193 3.1 3.0 2.4 3.2 3.1 2.4 3.3 3.1 2.5 3.4 3.2 2.5

& deck 2 hr 200 A393 2.6 2.6 2.6 2.8 2.8 2.8 2.9 2.9 2.9 3.0 3.0 3.0240 A393 2.4 2.4 2.4 2.6 2.6 2.6 2.7 2.7 2.7 2.8 2.8 2.8101 A252 3.6 3.1 2.4 3.8 3.3 2.5 3.9 3.5 2.7 4.0 3.6 2.8

1 hr 110 A252 3.7 3.3 2.5 3.8 3.4 2.6 4.0 3.5 2.8 4.1 3.7 2.9125 A393 3.8 3.4 2.6 4.1 3.6 2.8 4.3 3.8 2.9 4.4 4.0 3.1

Simple1.5 hr

110 A252 3.2 2.9 2.2 3.3 3.0 2.3 3.4 3.0 2.4 3.5 3.1 2.4span slab 125 A393 3.5 3.2 2.5 3.6 3.3 2.6 3.7 3.3 2.6 3.8 3.4 2.7

125 A393 3.0 2.7 2.1 3.1 2.8 2.2 3.1 2.8 2.2 3.1 2.8 2.22 hr 200 2xA393 3.0 2.8 2.3 3.1 2.8 2.3 3.2 2.9 2.4 3.2 3.0 2.4

240 2xA393 3.0 2.8 2.3 3.1 2.9 2.4 3.2 3.0 2.4 3.3 3.0 2.5101 A252 3.6 3.1 2.4 3.8 3.3 2.5 3.9 3.5 2.7 4.1 3.6 2.8

1 hr 110 A252 3.7 3.3 2.5 3.9 3.4 2.6 4.1 3.6 2.8 4.2 3.8 2.9125 A393 3.8 3.4 2.6 4.1 3.6 2.8 4.3 3.8 2.9 4.4 4.0 3.1

Double1.5 hr

110 A252 3.7 3.3 2.5 3.9 3.4 2.6 4.0 3.5 2.8 4.0 3.6 2.8span slab 125 A393 3.8 3.4 2.6 4.1 3.6 2.8 4.3 3.8 2.9 4.4 4.0 3.1

125 A393 3.6 3.2 2.5 3.6 3.3 2.6 3.7 3.3 2.6 3.7 3.3 2.62 hr 200 2xA393 4.4 4.0 3.2 4.7 4.3 3.4 4.8 4.4 3.6 4.8 4.4 3.6

240 2xA393 4.6 4.3 3.5 4.9 4.5 3.7 5.2 4.7 3.8 5.4 5.0 4.0


ComFlor 51

ComFlor 51 Normal weight concrete - quick reference tablesN

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ComFlor 51 Span table - Lightweight Concrete



(mm) 3.5 5.0 10.0 3.5 5.0 10.0 3.5 5.0 10.0 3.5 5.0 10.0

1 hr 101 A142 3.0 3.0 2.6 3.1 3.1 2.7 3.3 3.3 2.8 3.4 3.4 2.9Simple 1.5 hr 105 A142 2.9 2.9 2.2 3.1 3.0 2.3 3.2 3.1 2.4 3.4 3.1 2.5


240 A393 2.3 2.3 2.3 2.4 2.4 2.4 2.5 2.5 2.5 2.7 2.7 2.71 hr 101 A142 3.4 3.4 2.6 3.6 3.6 2.7 3.8 3.8 2.9 3.9 3.9 3.0


& deck 2 hr 200 A393 2.8 2.8 2.8 3.0 3.0 3.0 3.2 3.2 3.2 3.3 3.3 3.3240 A393 2.6 2.6 2.6 2.8 2.8 2.8 3.0 3.0 3.0 3.1 3.1 3.1101 A252 3.7 3.2 2.4 3.9 3.4 2.6 4.0 3.6 2.7 4.2 3.7 2.8

1 hr 105 A252 3.8 3.3 2.5 4.0 3.5 2.6 4.1 3.6 2.8 4.2 3.7 2.9115 A393 3.9 3.4 2.6 4.1 3.6 2.7 4.3 3.8 2.9 4.5 4.0 3.0

Simple1.5 hr

105 A252 3.3 2.9 2.3 3.5 3.0 2.3 3.5 3.1 2.4 3.6 3.2 2.5span slab 115 A393 3.7 3.3 2.5 3.8 3.4 2.6 3.9 3.4 2.6 3.9 3.5 2.7

115 A393 3.2 2.8 2.2 3.2 2.9 2.2 3.3 2.9 2.2 3.3 2.9 2.32 hr 200 2xA393 3.2 2.9 2.4 3.3 3.0 2.4 3.4 3.1 2.5 3.4 3.1 2.5

240 2xA393 3.2 3.0 2.4 3.3 3.1 2.5 3.4 3.1 2.5 3.5 3.2 2.6101 A252 3.7 3.2 2.4 3.9 3.4 2.6 4.1 3.6 2.7 4.3 3.8 2.8

1 hr 105 A252 3.8 3.3 2.5 4.0 3.5 2.6 4.2 3.7 2.8 4.4 3.8 2.9115 A393 3.9 3.4 2.6 4.1 3.6 2.7 4.3 3.8 2.9 4.5 4.0 3.0

Double1.5 hr

105 A252 3.8 3.3 2.5 4.0 3.5 2.6 4.2 3.7 2.8 4.3 3.8 2.9span slab 115 A393 3.9 3.4 2.6 4.1 3.6 2.7 4.3 3.8 2.9 4.5 4.0 3.0

115 A393 3.9 3.4 2.6 4.1 3.6 2.7 4.3 3.8 2.9 4.4 3.9 3.02 hr 200 2xA393 4.7 4.3 3.3 5.0 4.5 3.5 5.3 4.7 3.7 5.5 5.0 3.9

240 2xA393 5.0 4.5 3.6 5.3 4.8 3.8 5.5 5.0 4.0 5.8 5.3 4.2

ComFlor 51








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


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 1.5 kN/m2 construction load is taken into account,inaccordance with BS 5950:Part 4. No allowance is madefor heaping of concrete during the casting operation.See design notes.

Applied load The applied load stated in the tables is to cover imposedlive load, partition loads, finishes, ceilings and services.However the dead load of the slab itself has alreadybeen taken into account and need not be considered aspart of the applied load.


Fire engineering The fire engineering (FE) method may be used tomethod calculate the additional reinforcement needed for fire,

load and span conditions beyond the scope of thesetables. The FE method of design is provided In thedesign CD.

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



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ComFlor 70 is designed for optimumperformance in span capacity, economy,composite performance and concrete usage.The economy and spanning capacity of atrapezoidal profile is combined with the interlocking shear performance of a re-entrant to give major performanceadvantages.

● Standard shear studs are fullyeffective with ComFlor 70 The profile is 70mm deep, including the top re-entrant section, but the height of themain trapezoidal section at 55mm definesthe critical zone projecting from the base of the shear connector to the web-to-flange junction of the profile. This point was confirmed in The Steel ConstructionInstitute note AD147, following tests. The shear connector should project at least 35mm above the main trapezoidalsection, meaning that a standard 95mmstud is conservatively adequate for use with ComFlor 70 profile.

● Reduced slab depth and concreteusage The slab depth required for fire andstructural design is minimised by the profiledesign. The concrete usage is furtherreduced by the profile shape, whicheliminates another effective 26mm from theslab depth. Reduced slab depth andconcrete usage results in lower overall floorheight, lower dead load structure andfoundations, lower concrete cost.

● Optimum shear stud placement The arrangement of stiffeners in theComFlor 70 trough allows shear studs tobe positioned centre trough, which makesthem fully effective in both directions, forcomposite beam design ie. no reductionsin stud capacity due to deck geometry.

● Fire properties of 55mm deepprofileNot only can the top re-entrant section bedisregarded for stud design, tests havealso confirmed that it is too small tocontribute to the transmission of heatenergy through the slab in a fire. Taking theeffective profile height as 55mm results in areduced overall slab depth being requiredfor any particular fire rating.

● Low cost and fast serviceconnection Low cost connector devices can be usedwith the small sized re-entrant, for thehanging of ceilings and services direct tothe profile.

ComFlor 70



ComFlor 70












0.90 0.86 0.10 1178 30.34 54.80 6.18 6.181.00 0.96 0.11 1312 30.33 61.80 7.94 7.941.10 1.06 0.12 1445 30.33 68.80 9.70 9.701.20 1.16 0.13 1578 30.32 76.00 11.48 11.48

Design Notes


Deck material



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 this literatureprovides a full design program.


Anti-crack mesh

BS 5950: Part 4 currently recommends that anti-crack mesh should comprise 0.1% of slab area.The Eurocode 4 recommendation is that anti-crack mesh should comprise 0.2% of slab areafor unpropped spans and 0.4% of slab area forpropped spans. PMF in conjunction with The Steel Construction Institute has agreed tomodify the requirement with regard to anti-crackmesh, to comply with the Eurocode 4recommendations. Accordingly, the mesh shownin the quick reference tables complies with EC4and the design program defaults to these values. Where EC4 mesh rules are used, the mesh maybe reduced midspan - see Design Information onpage 20. The reduced BS mesh values may stillbe used by overriding this default in the designprogram.


Fire

For details of the performance of compositeslabs under a fire condition with nominal anti-crack mesh, please refer to the quick referencefire load tables. For other simplified design casesor for full fire engineering, refer to the design CD.

Technical services








(mm) 3.5 5.0 10.0 3.5 5.0 10.0 3.5 5.0 10.0 3.5 5.0 10.0

1 hr 125 A142 2.8 2.8 2.4 3.0 3.0 2.4 3.1 3.1 2.5 3.2 3.2 2.6Simple 1.5 hr 135 A193 2.7 2.7 2.2 3.0 2.8 2.3 3.1 2.9 2.3 3.2 3.0 2.4


250 A393 2.2 2.2 2.2 2.5 2.5 2.5 2.6 2.6 2.6 2.6 2.6 2.61 hr 125 A142 3.2 3.2 2.8 3.4 3.4 2.8 3.8 3.7 2.9 4.0 3.7 3.0


& deck 2 hr 200 A393 2.5 2.5 2.5 2.9 2.9 2.9 3.2 3.2 3.2 3.5 3.5 3.5250 A393 2.1 2.1 2.1 2.5 2.5 2.5 2.8 2.8 2.8 3.2 3.2 3.2125 A393 3.8 3.4 2.6 3.9 3.5 2.7 3.9 3.5 2.8 4.0 3.6 2.8

1 hr 135 A393 3.8 3.4 2.7 3.9 3.5 2.7 4.0 3.5 2.8 4.1 3.6 2.9150 A393 3.8 3.4 2.7 3.9 3.5 2.8 3.9 3.6 2.9 4.1 3.7 2.9

Simple1.5 hr

135 A393 3.4 3.1 2.4 3.5 3.1 2.5 3.5 3.2 2.5 3.6 3.2 2.5span slab 150 A393 3.4 3.1 2.5 3.5 3.2 2.5 3.6 3.2 2.5 3.6 3.3 2.6

150 A393 3.1 2.8 2.2 3.2 2.9 2.3 3.2 2.9 2.3 3.2 2.9 2.32 hr 200 2xA393 2.8 2.6 2.1 2.8 2.6 2.1 2.9 2.6 2.1 3.0 2.7 2.1

250 2xA393 2.7 2.5 2.1 2.7 2.5 2.1 2.8 2.6 2.1 2.8 2.6 2.2125 A393 4.3 3.8 2.8 4.5 4.0 2.9 4.7 4.1 3.1 4.8 4.3 3.2

1 hr 135 A393 4.5 3.9 2.9 4.7 4.1 3.0 4.9 4.3 3.2 5.0 4.5 3.3150 A393 4.7 4.1 3.1 4.9 4.3 3.2 5.1 4.5 3.4 5.2 4.7 3.5

Double 1.5 hr

135 A393 4.0 3.6 2.8 4.1 3.7 2.9 4.2 3.7 2.9 4.2 3.8 3.0span slab 150 A393 4.2 3.8 3.0 4.3 3.9 3.1 4.4 3.9 3.1 4.4 4.0 3.2

150 A393 3.7 3.3 2.6 3.8 3.4 2.7 3.8 3.4 2.7 3.8 3.5 2.72 hr 200 2xA393 4.2 3.8 3.1 4.2 3.8 3.1 4.2 3.9 3.1 4.2 3.9 3.1

250 2xA393 3.8 3.8 3.7 4.3 4.3 3.7 4.9 4.6 3.8 5.0 4.6 3.8

ComFlor 70


6 Composite Floor Decks14 Composite Floor Decks

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3.5 5.0 10.0 3.5 5.0 10.0 3.5 5.0 10.0 3.5 5.0 10.0

1 hr 115 A142 3.1 3.0 2.4 3.4 3.1 2.4 3.5 3.2 2.5 3.6 3.3 2.6Simple 1.5 hr 125 A142 3.0 2.7 2.1 3.1 2.8 2.2 3.1 2.9 2.2 3.2 2.9 2.3


250 A393 2.4 2.4 2.4 2.7 2.7 2.7 2.8 2.8 2.7 2.8 2.8 2.81 hr 115 A142 3.5 3.5 2.8 3.8 3.7 2.8 4.2 3.7 2.9 4.3 3.8 3.0

Double 1.5 hr 125 A142 3.4 3.4 2.6 3.7 3.4 2.6 3.8 3.5 2.7 3.9 3.5 2.7span slab 135 A193 3.3 3.3 2.7 3.6 3.5 2.8 3.9 3.6 2.8 4.0 3.6 2.8

& deck 2 hr 200 A393 2.8 2.8 2.8 3.2 3.2 3.2 3.5 3.5 3.5 3.7 3.7 3.7250 A393 2.4 2.4 2.4 2.9 2.9 2.9 3.2 3.2 3.2 3.5 3.5 3.5115 A393 3.9 3.5 2.6 4.0 3.5 3.5 4.0 3.6 2.7 4.1 3.6 2.8

1 hr 125 A393 4.0 3.5 2.7 4.0 3.7 2.8 4.1 3.7 2.8 4.2 3.7 2.9135 A393 4.0 3.6 2.7 4.1 3.6 2.8 4.2 3.7 2.9 4.3 3.8 2.9

Simple1.5 hr

125 A393 3.6 3.2 2.4 3.6 3.2 2.5 3.7 3.3 2.5 3.8 3.3 2.6span slab 135 A393 3.6 3.2 2.5 3.7 3.3 2.5 3.7 3.3 2.6 3.8 3.4 2.6

135 A393 3.3 2.9 2.3 3.3 2.9 2.3 3.3 3.0 2.3 3.4 3.0 2.32 hr 200 2xA393 3.0 2.7 2.1 3.0 2.7 2.1 3.0 2.7 2.2 3.0 2.8 2.2

250 2xA393 2.9 2.7 2.2 2.9 2.7 2.2 3.0 2.7 2.2 3.0 2.8 2.2115 A393 4.2 3.8 2.7 4.3 3.9 2.8 4.3 3.9 3.1 4.4 4.0 3.1

1 hr 125 A393 4.5 3.9 2.8 4.5 4.1 3.0 4.6 4.2 3.1 4.7 4.3 3.3135 A393 4.7 4.1 3.0 4.8 4.3 3.1 4.9 4.5 3.3 4.9 4.6 3.4

Double1.5 hr

125 A393 4.5 3.9 2.8 4.5 4.1 3.0 4.6 4.2 3.1 4.7 4.3 3.3span slab 135 A393 4.7 4.1 3.0 4.8 4.3 3.1 4.9 4.5 3.3 4.9 4.5 3.4

135 A393 4.6 4.1 3.0 4.6 4.1 3.1 4.6 4.1 3.1 4.6 4.1 3.22 hr 200 2xA393 4.8 4.8 3.7 5.5 5.1 3.9 5.7 5.1 4.0 5.7 5.1 4.1

250 2xA393 4.3 4.3 4.1 4.9 4.9 4.3 5.5 5.5 4.5 6.1 6.0 4.7


ComFlor 70













Fire engineering The fire engineering (FE) method may be used tomethod calculate the additional reinforcement needed for fire,

load and span conditions beyond the scope of thesetables. The FE method of design is provided in thedesign CD.




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ComFlor 100, has a very strong profile shape andoffers the capability to span up to 4.5metres withoutprops. Designed particularly for ContinentalEuropean application, the ComFlor 100 also bringsconsiderable benefits to the British designer lookingfor longer unpropped spans. The profile is notsuitable for use with shear stud connectors.

● No temporary propsComFlor 100 can carry wet concrete andconstruction loads to 4.5m withouttemporary propping, (depending on slabdepth) thereby leaving a clear area beneaththe floor under construction. Further savingsof labour and prop hire are also realised.

● Large concrete volume reductionAlthough a deep slab is required, theComFlor 100 profile greatly reduces thevolume of concrete needed and thus thecost and weight of concrete.

● Suitable for traditional constructionComFlor 100 is suitable to be placed ontomasonry walls or standard design non-composite steel beams.

ComFlor 100






Secret Fix Product Selector 9

ComFlor 100









ComFlor 100 is not designed for use withshear studs (i.e. not for composite beamdesign)




1.00 0.96 0.14 1687 58.00 257.0 11.84 14.961.10 1.06 0.15 1855 58.00 278.0 12.08 16.801.20 1.16 0.16 2022 58.00 298.0 12.40 18.64

Deck material



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 this literatureprovides a full design program.


Anti-crack mesh

BS 5950: Part 4 currently recommends that anti-crack mesh should comprise 0.1% of slab area.The Eurocode 4 recommendation is that anti-crack mesh should comprise 0.2% of slab areafor unpropped spans and 0.4% of slab area forpropped spans. PMF in conjunction withThe Steel Construction Institute has agreed tomodify the requirement with regard to anti-crackmesh, to comply with the Eurocode 4recommendations. Accordingly, the mesh shownin the quick reference tables complies with EC4and the design program defaults to these values.Where EC4 mesh rules are used, the mesh maybe reduced midspan - see Design Information onpage 20. The reduced BS mesh values may stillbe used by overriding this default in the designprogram.


Fire

For details of the performance of compositeslabs under a fire condition with nominal anti-crack mesh, please refer to the quick referencefire load tables. For other simplified design casesor for full fire engineering, refer to the design CD.

Technical services


Design Notes




MAXIMUM SPAN (m)Deck Thickness

Props Span Fire Slab Mesh Bar 1.0 1.1 1.2Rating Depth Reinforcement Total Applied Load (kN/m2)

(mm) 12mm 3.5 5.0 10.0 3.5 5.0 10.0 3.5 5.0 10.0

1 hr 170 A252 None 3.9 3.5 2.8 4.0 3.6 2.8 4.0 3.7 2.9Simple

1.5 hr 180 A393 None 3.8 3.5 2.8 3.9 3.6 2.8 3.9 3.6 2.9span slab

2 hr195 A393 None 3.6 3.2 2.6 3.6 3.3 2.6 3.6 3.3 2.6

& deck250 A393 None 3.3 3.2 2.6 3.3 3.2 2.6 3.3 3.2 2.6

1 hr 170 A142 None 4.3 3.9 3.1 4.4 4.0 3.1 4.5 4.1 3.2Double


2 hr195 A393 None 4.2 3.8 3.1 4.2 3.9 3.1 4.3 3.9 3.1

& deck250 A393 None 3.5 3.5 3.4 3.8 3.8 3.5 3.8 3.8 3.5

1 hr170 A393 One per trough 5.9 5.3 4.2 5.9 5.3 4.2 5.9 5.3 4.2250 2xA393 One per trough 5.8 5.8 4.9 6.3 6.0 4.9 6.5 6.0 4.9

Simple1.5 hr

180 A393 One per trough 4.8 4.4 3.4 4.8 4.3 3.4 4.8 4.3 3.4span slab

250 2xA393 One per trough 3.5 4.8 3.9 5.2 4.8 3.9 5.2 4.8 3.9& deck



Simple1.5 hr




ComFlor 100



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ComFlor100













Simplified fire The fire recommendations in the “No Prop” section of design method these tables are based on the simplified design method.

Fire engineering The fire engineering (FE) method has been used tomethod calculate the reinforcement needed for fire,load and

span conditions in the “propped” section of thesetables. The FE method of design is provided in thedesign CD which may be used for further designsituations.





MAXIMUM SPAN (m)Deck Thickness

Props Span Fire Slab Mesh Bar 1.0 1.1 1.2Rating Depth Reinforcement Total Applied Load (kN/m2)

(mm) 12mm 3.5 5.0 10.0 3.5 5.0 10.0 3.5 5.0 10.0

1 hr 160 A252 None 4.1 3.6 2.8 4.2 3.7 2.9 4.3 3.8 2.9Simple


2 hr180 A393 None 3.8 3.4 2.7 3.9 3.5 2.7 3.9 3.5 2.7

& deck250 A393 None 3.6 3.4 2.7 3.6 3.4 2.7 3.6 3.4 2.7

1 hr 160 A142 None 4.5 4.1 3.1 4.6 4.1 3.1 4.7 4.2 3.2Double


2 hr180 A393 None 4.7 4.7 3.6 4.7 4.7 3.6 4.8 4.7 3.6

& deck250 A393 None 3.9 3.9 3.9 4.1 4.1 4.1 4.1 4.1 4.1


Simple1.5 hr





Simple1.5 hr




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Design Parameters

● Fire rating – dictates minimum slab depth.

● Concrete type – also dictates minimum slab depth and influences unpropped deck span.

● Deck span – (unpropped) usually dictates general beam spacing.

● Slab span – (propped deck) dictates maximum beam spacing.

Two Stage Design

All Composite Floors must be considered intwo stages.

● Wet Concrete and Construction load– carried by deck alone.

● Cured Concrete– carried by composite slab.

General design aims

Generally designers prefer to reduce therequirement to provide temporary proppingand so the span and slab depth requiredgoverns the deck selection. Fire requirementsusually dictate slab depth. For mostapplications, the imposed load on the slabwill not limit the design.

Quick Reference and Full Design.

The combination of this manual and designCD makes both quick reference and fulldesign easy. Indicative design may be carriedout from the printed tables, however thesoftware on the CD greatly increases thescope available to the Design Engineer andallows the engineer to print a full set ofcalculations which can be used forsubmission to a Local Authority.

British Standards and Eurocodes

The Software user is offered a choice todesign to either BS5950 Parts 4 and 3 or toEurocode 4.

The quick reference tables are designed toBS5950 Part 4, with the important exceptionof the mesh recommendations.

Anti-crack mesh

BS5950 : Part 4 currently recommends thatanti-crack mesh should comprise 0.1% ofslab area. The Eurocode 4 recommendationis that anti-crack mesh should comprise0.2% of slab area for unpropped spans and0.4% of slab area for propped spans. PMF inconjunction with The Steel ConstructionInstitute has agreed to modify therequirement with regard to anti-crack mesh,to comply with the Eurocode 4recommendations. Accordingly, the meshshown in the quick reference tables complieswith EC4 and the design program defaults tothese values. The reduced BS mesh valuesmay still be used by overriding this default inthe design program.

In slabs subject to line loads, the meshshould comprise 0.4% of the cross-sectionalarea of the concrete topping, propped andunpropped.

These limits ensure adequate crack control invisually exposed applications (0.5 mmmaximum crack width). The meshreinforcement should be positioned at amaximum of 30 mm from the top surface.Elsewhere, 0.1% reinforcement may be usedto distribute local loads on the slab (or 0.2%to EC4).

Mesh laps are to be 300mm for A142 meshand 400mm for A193, A252 & A393.

Reduced Mesh

Where EC4 mesh rules are used, asrecommended by Steel Construction Instituteand PMF, the full stipulated mesh applies tothe slab 1.2m either side of every support.Outside of this, i.e. in the midspan area, 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.

Bar Reinforcement

The Axis Distance of bar reinforcementdefines the distance from the bottom of theribs to the centre of the bar, which has aminimum value of 25 mm, and a maximumvalue of the profile height. Where used, bar reinforcement is placed at one bar perprofile trough.

Transverse Reinforcement.

PMF composite floor decks contribute totransverse reinforcement of the compositebeam, provided that the decking is eithercontinuous across the top flange of the steelbeam or alternatively that it is welded to thesteel beam by stud shear connectors. Forfurther information refer to BS5950:Part 3:Section 3.1.Clause 5.6.4.

Concrete choice

Lightweight concrete (LWC) uses artificiallyproduced aggregate such as expandedpulverised fuel ash pellets. LWC leads toconsiderable advantages in improved fireperformance, reduced slab depth, longerunpropped spans and reduced dead load.However, LWC is not readily available insome parts of the country. Normal weightconcrete uses a natural aggregate and iswidely available.

The strength of the concrete must meet therequirements for strength for the compositeslab and shall not be less than 25N/mm2 forLWC or 30N/mm2 for NWC. Similarly, themaximum value of concrete strength shall not be taken as greater than 40 for LWC or50 for NWC.

The modular ratio defines the ratio of theelastic modulus of steel to concrete, asmodified for creep in the concrete.

In design to BS5950 and BS8110, the cubestrength is used (in N/mm2). In design toEC3, the cylinder strength is used (in N/mm2).The concrete grade (C30/37) defines the(cylinder/cube strength) to EC3.

Shallow Composite Floor Decks -Design information

Composite Floor Decking design is generally dictated by the construction stage condition, theload and span required for service and the fire resistance required for the slab. The deck designis also influenced by the composite beam design.

Design Information


1.2m 1.2m

Support�Beam

Support�Beam

Support�Beam

1.2m 1.2m

Diagram showing full mesh area over supports

Concrete Density

In the absence of more precise information,the following assumptions may be made:

The wet density is used in the design of theprofiled steel sheets and the dry density, inthe design of the composite slab.

Fire DesignFire insulation

The fire insulation requirements of BS 5950:Part 8, must be satisfied and are taken intoaccount in the tables and design software.

Span/depth ratio

Slab span to depth ratio is limited to amaximum of 30 for lightweight concrete and35 for normal weight concrete.

Shear connectors in fire situation

If shear connectors are provided, anycatenary forces transferred from the slab tothe support beams can be ignored within thefire resistance periods quoted.

Fire Design methods

There are two requirements for fire design:

* Bending resistance in fire conditions.

* Minimum slab depth for insulation purposes.

The capacity of the composite slab in firemay be calculated using either the SimpleMethod or the Fire Engineering Method. Thesimple method will be the most economic.The fire engineering method should be usedfor design to Eurocodes.

The Simple Method: The Simple Method maybe used for simply supported decks or fordecks continuous over one or more internalsupports. The capacity assessment in fire isbased on a single or double layer of standardmesh. Any bar reinforcement is ignored.

The Fire Engineering Method: The FireEngineering Method is of general application.The capacity assessment in fire is based on asingle or double layer of standard mesh atthe top and one bar in each concrete rib. Forthe shallow decks, the program assumes thebar is positioned just below the top of thesteel deck. For CF70 with a raised dovetail in

the crest, the bar will be placed below thedovetail.

The quick reference tables for shallowcomposite floors generally use the simplifiedfire design method (except CF100), whichutilises the anti-crack mesh as firereinforcement. Increased load span capabilityunder fire may be realised by including barreinforcement and using the fire engineeringmethod of design.

Deflection Limits

Deflection Limits would normally be agreedwith the client. In the absence of moreappropriate information, the following limitsshould be adopted:

Construction Stage

Le/130 (but not greater than 30mm)

Imposed load deflection


Total load deflection


According to BS5950 Part 4, ponding,resulting from the deflection of the decking isonly taken into account if the constructionstage deflection exceeds Ds/10. Le is theeffective span of the deck and Ds is the slaboverall depth (excluding non-structuralscreeds).

The deflection under construction loadshould not exceed the span/180 or 20mmoverall, whichever is the lesser, when theponding of the concrete slab is not taken intoaccount. Where ponding is taken intoaccount the deflection should not exceed thespan/130 or 30mm overall. The quickreference tables do take ponding intoaccount, if deflection exceeds Ds/10, or Le/180, and thus use span/130 or 30mmas a deflection limit.

It is recommended that the prop widthshould not be less than 100mm otherwisethe deck may mark slightly at prop lines.

Vibration

The dynamic sensitivity of the composite slabshould be checked in accordance with theSteel Construction Institute publication P076:Design guide on the vibration of floors. Thenatural frequency is calculated using the self-weight of the slab, ceiling and services,screed and 10% imposed loads, representingthe permanent loads and the floor.

In the absence of more appropriateinformation, the natural frequency of thecomposite slab should not exceed 5Hz fornormal office, industrial or domestic usage.Conversely, for dance floor type applicationsor for floors supporting sensitive machinery,the limit may need to be set higher.

For design to the Eurocodes, the loadsconsidered for the vibration check areincreased using the psi-factor for imposedloads (typically 0.5). The natural frequencylimit may be reduced to 4Hz, because of thishigher load, used in the calculation.

Loads and Load Arrangement

Loading information would normally beagreed with the clients. Reference shouldalso be made to BS 6399 and to EC1.

Factored loads are considered at the ultimatelimit state and unfactored loads at theserviceability limit state. Unfactored loads arealso considered in fire conditions.

Partial factors are taken from BS5950, EC3and EC4.

Loads considered at the construction stageconsist of the slab self weight and the basicconstruction load. The basic constructionload is taken as 1.5 kN/m2 or 4.5/Lp(whichever is greater), where Lp is the spanof the profiled steel sheets between effectivesupports in metres. For multi spanunpropped construction, the basicconstruction load of 1.5 kN/m2 is consideredover the one span only. On other spans, theconstruction load considered is half this value(i.e. 0.75 kN/m2). Construction loads areconsidered as imposed loads for this check.

Loads considered at the normal servicestage consist of the slab self weight,superimposed dead loads and imposedloads.



Design Information

Density kg/m3

Wet Dry Modular Ratio

LWC 1900 1800 15

NWC 2400 2350 10


Design Information


OpeningsOpenings can be accommodated readily incomposite slabs, by boxing out prior topouring concrete and cutting out the deckafter concrete has cured (see siteworksection on page 31. The design of openingsdepends on their size:

SmallOpenings up to 300 mm square - do notnormally require additional reinforcement.

MediumOpenings between 300 mm and 700 mmsquare - normally require additionalreinforcement to be placed in the slab. This isalso the case if the openings are placed closetogether.

LargeOpenings greater than 700mm square - shouldbe trimmed with additional permanentsteelwork back to the support beams.

Opening Rules

Where W = width of opening across the spanof the deck.

1. The distance between the opening andunsupported edge must be greater than500mm or W, whichever is the greater.

2. Openings must not be closer together than1.5W (of the largest opening) or 300mm,whichever is the greater. If they are closerthey must be considered as one opening.

3. Not more than 1/4 width of any bay is to beremoved by openings.

4. Not more than 1/4 width of deck span is tobe removed by openings.

Where these rules are not satisfied, theopenings must be fully trimmed with supportsteelwork.

If the opening falls within the usual effectivebreadth of concrete flange of any compositebeams (typically span/8 each side of the beamcentre line), the beam resistance should bechecked assuming an appropriately reducedeffective breadth of slab.

Slab design around openingsIt may be assumed that an effective system of‘beam strips’ span the perimeter of theopening. The effective breadth of the beamstrips should be taken as do/2, where do is thewidth of the opening in the direction transverseto the decking ribs. Only the concrete abovethe ribs is effective. The transverse beam stripsare assumed to be simply supported, andspan a distance of 1.5 do. The longitudinalbeam strips are designed to resist the loadfrom the transverse beam strips, in addition totheir own proportion of the loading.

Reinforcement

Extra reinforcement is provided within the‘beam strips’ to suit the applied loading. Thisreinforcement often takes the form of barsplaced in the troughs of the decking.

Additional transverse or diagonal bars maybe used to improve load transfer around theopening.

Mesh

Extra bars in troughs

Extra bars over deck

Section A-A

Section B-B

Mesh

Reinforcement around opening

Centre Line�of Floor Beam

Centre Line�of Floor Beam

Deck Span

Transverse reinforced �concrete beam strip

Longitudinal reinforced�concrete beam strips

Effective span of �transverse beam �strips = 1do

do/2

do/2

do

do/2 do/2

Load paths and beam strips around medium to large openings

Opening

A

B

B

A

Extra bars in slab (over the deck)

Extra bars in troughs

Design of Shear StudsComposite beam design.Savings in beam weight of up to 50% can beachieved when the composite slab is effectivelyanchored to the steel beam. The slab will thenact as a compression flange to the beam.

The methods of connection between slab andbeam is generally by means of through deckwelding of 19mm diameter shear studs ofvarying height, which are fixed to the beamafter the decking has been laid.

Headed studsWhen deck profile ribs are runningperpendicular to the steel beam i.e.compositely connected to the composite slab,the capacity of headed studs should be takenas their capacity in a solid slab but multipliedby the reduction factor “k”.The table relates to 95mm high, 19mmdiameter shear studs. The calculation methodfor “k” differs between BS5950 Part 3 andEurocode 4.

Suitability of decksShear studs cannot be placed on profilestiffeners, and with CF70 and CF46, theposition of the stiffeners dictates the shear studposition. With CF70, the trough containing theside lap rib prevents central placement of studsbut the other two troughs have twin stiffeners,which allow central placement of studs whichmeans site supervision is kept to a minimum.The profile height of CF70 is taken at 55mmsee page 12. NB: CF100 is not suitable for use withshear studs.

Non-welded shear connectorsHilti shear connectors may be used. Refer toHilti for further information.

Design guideThe Steel Construction Institute / MetalCladding & Roofing ManufacturersAssociation P300 “Composite Slabs andBeams using Steel Decking: Best Practice forDesign and Construction” is recommendedby PMF for further reference.



Design Information

EC4 Ribs perpendicular Ribs parallel(transverse) to beam to beam

1 stud/rib 2 studs /rib

CF70,CF46 & CF51 - 1mm or less 0.85 0.70 1.00

CF46 & CF51 1.00 0.80 1.00

CF70,CF46 & CF51 - greater than 1mm 1.00 0.80 1.00

CENTRAL STUDS OFFSET PLACED STUDS NON-CENTRAL STUDS

76*mmmin

*76mm = 4d for 19mm studs57mm = 3d for 19mm studs

20mm min, edge of stud to edge of beam

76*mmmin

57*mmmin

CrushingForce applied �to slab

Force applied �to shear stud

Crushing

Non-beneficial side Beneficial side

Top Flange of beam

Off-centre welding of shear-connectors

THROUGH DECK WELDED STUD REDUCTION FACTOR k

BS5950 Part 3 centre placed, Unfavourably placedfavourably placed or studs

offset placed studs (2)

1 stud/rib 2 studs /rib 1 stud/rib 2 studs /rib

CF70 1.00 0.80 0.71 0.50

CF46 & CF51 1.00 0.80 1.00 0.80


Shallow Composite Floor Decks - Construction details

Construction Details

Edge trim reference

Indicates cut plate�245 mm wide

Indicates cut deck

Edge trim�dimensions

F75

F75

Distance (mm)�from centreline �of tie member�to Setting Out�Point (s.o.p.)�of decking�first sheet.

X = distance (mm) �from centreline of�beam to edge of �slab (parallel to �deck span)��Y = distance (mm)�from centreline of tie�member to edge of �slab (perpendicular �to deck span)

Indicates bay�which requires�temporary�propping.

94

245C P

F75

F75

X X

Beam�member�

centreline

Tie�member�

dimensions

Y

Y

C D

6-1000�2107

Plan view of typical floor layout Deck notation

Typical side detail

CF70 FloorDecking

YTie Member centres

For Cantileversover 150mm,additionalreinforcementis required.See table p.27for maximumCantileverswithout props.

See typical plan fordimension ‘X’ & ‘Y’

Universal Beam

Edge trim

Cantileverdimension

Steel stud

20 min

Typical side detail Unsupported edge detail

CF51 Floor Decking

XTie Member centres

Universal Beam

Edge trim

Restraint strapat 600mmcentres

Steel stud

20 min

Number of sheets

Bundle number

PhaseFloor level

Span of decking

6-10002107

Edge trim

Restraintstrap

Temporaryprop

Reinforcementas specified

100mmminimum

Timberbearer

Decking lengths

50 min


Shallow Composite Floor Decks - Construction details


Typical end detail Butt joint

Typical end Cantilever Step in floor

Floor decking to have a 50mmminimum bearing ontop flange of beam

When studs areused deck is toextend 20mmminimum beyondthe stud

CF70 Floor Decking

Studs in pairs orstaggered where abutt joint occurs

Deck to be buttjointed overcentreline of beam

X Beam centres

Edge of flangeto side of stud

Restraintstraps at600mmcentres

Stud on centrelineof beam

X Beam centres

Restraint straps at600mm centres

Universal Beam

Universal Beam

Universal Beam

20 min

CF70 FloorDecking to extend toedge trim

CF70 Decking to centreline of beam

RSA to be wideenough to providesufficient bearingand allow fixing ofdeck without drillfouling top flangeof beam above CF70 Decking

with a minimum50mm bearing

Cantileverdimensions seetable p.29

Dimension ‘X’ required

Maximum Cantilever500mm, greaterCantilevers requiretemporary props andadditional reinforcement or steelwork bracketsconnected to the Universal Beam

Steel stud ifapplicable

Edge trim

Edge trimfixed todeckingsheet

Edge trim fixedto align withedge of beam

Universal Beam


Shallow Composite Floor Decks -Construction details


End detail alternative 1 End detail alternative 2

Side cantilever with stub bracket Typical edge with plate

Universal Beam

CF51 Floor Decking to extend to edge trim

X Beam centres

Edge trim

Stud on centrelineof beam

Restraintstrap at600mmcentres

Universal Beam

CF51 Floor Decking to centreline of beam

For Cantilevers over150mm additionalreinforcement is required.See table on p.27 formaximum cantileverwithout props

X

20 mm min.

Beam centres

Edgetrim

Steel stud

Restraint strap

Cantileverdimension

Universal Beam

CF70 FloorDecking

Steel stub asdesigned bythe engineer

Edge Trim

Dimension required

Steel stud

Universal Beam

CF70 Floor Decking

Closure plate in 2mmflat steel strip to suitremainder of floor areato a maximum of245mm. ReferenceCP245 (plate width)

Y Beam centres

Edge trim

Restraintstrap

20 mmmin


Shallow Composite Floor Decks -Construction details


Beam at perimeter wall Typical wall end detail

Typical wall side detail Deck Inside of wall detail

Universal Beam

Perimeterwall

CF51 Floor Decking to extend to edge trim

CF70 Floor Decking with 75mm (minimum)bearing onto wall

CF70 Floor Decking with 75mm (minimum)bearing onto wall

CF70 Floor Decking with 50mm (minimum) bearingonto steel angle

X25 Beam centres

CE100 edgetrim leaving

room for25mm

Korkpak joint

Stud on centreline of beam

Restraint strap

Overall wall dimension

Edge trim to alignwith edge of wall

100mm wallshown here

Masonry fixing to wall at 500mm c/c

Edge trim to align with edge of wall

100mm wallshown here

Wall outer dimensions Steel or wall to wall

10 mm min

Perimeter wall

RSA, RSC orUniversal Beam

Deck fixingImmediately after laying, the deck must befixed through its trough to the top of thesupporting structure. Powder actuated pins or self-drilling screws are used.Side lap fixings are required at 1000mmcentres for CF46, CF70 and CF100.Where shear studs are being used, the deckrequires two fixings per sheet per support atsheet ends and one fixing per sheet atintermediate supports.Where shear studs are not employed, thedeck must be fixed as follows:

Telephone numbers of fixingssuppliersEJOT 0113 247 0880Erico 0118 958 8386Hilti 0161 886 1000SFS 0113 208 5500Spit 0141 764 2700


Shallow Composite Floor Decks -Sitework

Sitework

FIXING INFORMATION FOR SHALLOW DECKING

To Steel Heavy duty powder actuated fixings - Hilti ENP2nail/Spit SBR14 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 46 ComFlor 51 ComFlor 100& ComFlor 70

End fixing 3 per sheet(2 per sheet when 2 per sheet 2 per sheetusing shear studs)

Intermediate 2 per sheetsupports (1 per sheet when 1 per sheet 1 per sheet

using shear studs)

Side laps 1 fixing at 1000mm c/c (not required for CF 51)

Side fixing onto support 1 fixing at 600mm c/c

3 fixings per sheet(CF46 & CF70)2 fixings per sheet(CF51 & CF100)on both sides ofbutt joint

2 fixings per sheet(CF46 & CF70)1 fixing per sheet(CF51 & CF100)

Side lap, CF46 & CF70,CF100 fixing at 1000mmCF51 does not requireside lap fixing

3 fixings per sheet(CF46 & CF70)2 fixings per sheet(CF51 & CF100)

Butt joint indecking

Intermediatesupport

Deck fixing on CF 70



Sitework

Bearing requirementsEnd bearing and shared bearing (minimum) Continuous bearing (minimum)

Edge trimThis is used to retain the wet concrete to thecorrect level at the decking perimeters. It isfixed to the supports in the same manner as the deck and the top is restrained by straps at600mm centres, which are fixed to the top ofthe deck profile, by steel pop rivets or self-drilling screws.

50mm

Steel Section

50mm

Steel Section

75mm

70mm

Masonry

70mm

Masonry

100mm

Edge trim Selector

Edge Maximum Cantilever (mm)trim Galv. Steel Edge Trim Thickness (mm)

depth 0.9 1.2 1.6 2.0

130 100 125 160 195

150 0 115 150 185

200 x 100 130 160

250 x 0 100 135

300 x x 0 100

350 x x x 0

x - not recommended


Sitework

Shear connectorsMost commonly used shear connectors are 19mm diameter headed studs, which arewelded to the support beam through thedeck, a process carried out by specialist stud welding contractors.Site conditions must be suitable for weldingand bend tests carried out as appropriate.The spacing and position of the shearconnectors is important and must be definedby the design engineer on the deck set outdrawings.

Minimum Spacing: The minimum centre-to-spacing of stud shear connectors should be5d along the beam and 4d between adjacentstuds, where d is the nominal shank diameter.Where rows of studs are staggered, theminimum transverse spacing of longitudinallines of studs should be 3d.The shear stud should not be closer than20mm to the edge of the beam. See page 23.Further guidance on shear studs for designers and installers may be found in The Steel Construction Institutionpublications: P300 Composite Slabs andBeams Using Steel Decking: Best Practice forDesign and Construction, P055 Design ofComposite Slabs and Beams with SteelDecking.

Mesh placementStandard reinforcing mesh, such as A142,A193 and A252 is usually required, positionedtowards the top of the slab. The top cover tothe reinforcement mesh should be a minimumof 15mm and a maximum of 30mm. Supportstools are required to maintain the correctmesh height. The mesh must be lapped by 300mm forA142 and A193 mesh, and by 400mm forA252 and A393 mesh.

Casting concreteBefore the concrete is poured, the deckingmust be cleared of all dirt and grease, whichcould adversely influence the performance ofthe hardened slab. The oil left on the deckingfrom the roll forming process does not have tobe removed. Concrete should be pouredevenly, working in the direction of span. Care should be taken to avoid heaping ofconcrete in any area during the castingsequence.Construction and day joints should occur over a support beam, preferably also at a deck joint.

Ceilings and services hanger systemsThe dovetail shaped re-entrant rib onComFlor 51 and the 15mm high raised mini-dovetail re-entrant stiffener on ComFlor 70profiles allow for the quick and easysuspension of ceiling and services, usingeither of the two following suspensionsystems.

(a) Threaded wedge nut fixings

Wedges are dovetail shaped steel blocks,which are threaded to take metric bolts orthreaded rods. The wedge nut hanger systemis installed after the concrete of the compositeslab has been poured and is hardened.

InstallationFor installation of the system, wedge nuts areinserted into the raised re-entrants of theprofile before being rotated 90 degrees, afterwhich the dovetail shaped wedge nuts willlock into the dovetail re-entrants under verticalloading. Finally, the bolts or threaded rods arefinger tightened up to the roof of the re-entrants and mechanically tightened.

(b) GTD-clip hangar fixings

GTD-clip hangar fixings are cold formed thinsteel hangers with circular openings in the soffitto take metric bolts, threaded rods or furtherpipe clamp hangers. The system is installedafter the composite slab has been poured andthe concrete is sufficiently hardened.

InstallationTo install the GTD-clips, the two dovetailshaped ends are compressed by hand andinserted into the dovetail re-entrant of theprofile, before being rotated 90 degrees. Onethen lets go of the two ends and the clip willsnap into position and is tightly connected.Finally, bolts, threaded rods or pipe clampsare connected into the soffit opening of theGTD-clip.


ComFlor 51

ComFlor 70

Loadbearing Capacities

Thread MaximumSystem Size Static Working

Load (kg)

Wedge Nut 4 1006 1008 100

GTD - Clip 6 908 9010 90

GTD - Clip & N/A 45Pipe Clamp

A minimum safety factor of 4 has been applied to the safe working load capacities

Temporary supportsThe safe design and installation of temporaryprops is the responsibility of the maincontractor or designated sub-contractor.Where temporary supports are required bythe design, these must provide continuoussupport to the profiled sheeting. Spreaderbeams (timbers) are used, supported bytemporary props at one metre centres. [a] The timbers and props must be ofadequate strength and construction[b] The temporary supports are placed atmidspan or at other suitable centres if moresupports per span are required. Pleasecontact PMF Technical Department

[c] The spreader beams or timbers are toprovide a minimum bearing width of l00mm.The spreaders must not deflect more than10mm and should be placed narrow edge up,see diagram. [d] The propping structure is not to beremoved until the concrete has reached atleast 70% of its characteristic strength.The horizontal bearer timbers must be at least100mm wide and should be propped at nomore than 1m centres. Sometimes thespecification may call for 150mm widebearers, as determined by the structuralengineer or concreting contractor.


Sitework

Temporary support using an’Acrow’ type prop

OpeningsOpenings greater than 300mm must bedesigned by the engineer, with extrareinforcement placed around the opening.Openings up to 700mm can beaccommodated readily in composite slabs, byboxing out prior to pouring concrete and cuttingout the deck after concrete has cured.Larger openings require support trimmingsteel, which must be installed prior to thedecking. The decking is cut away immediatelyand the opening edges are then treated likeany other perimeter with edge trim.

Note:– do not cut the opening in the steeldeck prior to concreting, or before theconcrete has cured. Timber shutter Dense polystyrene block

Temporary Props

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

Slab depth (mm) Bearer depth(mm)

up to120 150

130 - 160 200

170 - 200 250


The original SlimFlor long spansteel deck, ComFlor 210 has thecapability to span up to 6 metres inunpropped construction. Suitablefor use in Corus Slimdek®

construction, which 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.

ComFlor 210


ComFlor 210 - From the PMF Deep Composite Profile Range


ComFlor 210










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


1.25 1.21 0.16 2009 95.00 816.00 23.20 23.20

Deck material



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 this literatureprovides a full design program.

Please refer to page 56 for help in using thesoftware.

Anti-crack mesh

BS 5950: Part 4 currently recommends that anti-crack mesh should comprise 0.1% of slab area.The Eurocode 4 recommendation is that anti-crack mesh should comprise 0.2% of slab areafor unpropped spans and 0.4% of slab area forpropped spans. PMF in conjunction with theSteel Construction Institute has agreed to modifythe 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 these values. Where EC4 mesh rules are used, the mesh maybe reduced midspan - see Design Information onpage 42. The reduced BS mesh values may stillbe used by overriding this default in the designprogram.


Technical services


Design Notes




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









Construction load Refer to page 41 for details. No allowance is made forheaping of concrete during the casting operation.


ComFlor 210




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 42for 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







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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SD 225 is the latest addition toPMF’s flooring range. Developedspecifically for Corus Slimdek®

system, SD225 offers up to 6.5metres unpropped span.

Corus Slimdek® engineeredflooring solution is a uniquestructural floor system whichuses Asymmetric SlimFlorBeams, where the bottom flange is wider than the top flange. The SD225 steel deck bears on the lowerflange of the beam which results in a minimaloverall floor depth, the concrete that surroundsthe beam provides composite action without

the need for shear studs, and fire protection tothe beam. The Slimdek® system is fast,eliminates temporary props, is structurallyoptimized and saves on cladding costs. The system also reduces building height orenables extra floors to be built.

● SD 225 deck is a state of the art coldformed profile design offering fullyoptimized composite and load carryingcharacteristics.

● The re-entrant section to the top flange ofthe profile enhances composite action andoffers easy services attachment.

● The deck is designed to offer flexibleservice integration (as described in SteelConstruction Institute publication “ServiceIntegration in Slimdek”).

● Up to 2 hours fire rating with unprotectedsoffit.

SD 225

SD 225 - From the PMF DeepComposite Profile Range


SD 225 Design information

SD 225












1.25 1.21 0.18 2186 107.00 968.00 30.80 30.80


Deck material



The quick reference load/span and fire designtables, on the following 2 pages are intended asa guide for initial design, based on theparameters stated below the tables. The PMFcalculation suite contained on the CD at the backof this literature provides a full design program.

Please refer to page 56 for help in using thesoftware.

Anti-crack mesh

BS 5950: Part 4 currently recommends that anti-crack mesh should comprise 0.1% of slab area.The Eurocode 4 recommendation is that anti-crack mesh should comprise 0.2% of slab areafor unpropped spans and 0.4% of slab area forpropped spans. PMF in conjunction with TheSteel Construction Institute has agreed to modifythe 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 these values.Where EC4 mesh rules are used, the mesh maybe reduced midspan - see Design Information onpage 42. The reduced BS mesh values may stillbe used by overriding this default in the designprogram.


Technical services


Design Notes



Weight of Concrete (kN/m2

ConcreteSlab Depth volume Normal weight Concrete Lightweight Concrete

(mm) (m3/m2) Wet Dry Wet Dry285 0.116 2.74 2.68 2.17 2.05290 0.121 2.85 2.79 2.26 2.14295 0.126 2.97 2.91 2.35 2.23300 0.131 3.09 3.02 2.45 2.32305 0.136 3.21 3.14 2.54 2.41310 0.141 3.32 3.26 2.63 2.49320 0.151 3.56 3.49 2.82 2.67350 0.181 4.27 4.18 3.38 3.20380 0.211 4.97 4.87 3.94 3.73400 0.231 5.44 5.33 4.31 4.08

SD 225

SD 225 Normal weight concrete - quick reference tables










Construction load Refer to page 41 for details. No allowance is made forheaping of concrete during the casting operation. See design notes.


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sSD 225 Span table - Normal weight Concrete




295 A142 5.9 5.9 5.9 5.9 5.7 5.9 5.9 5.9 4.6 5.7 5.9 5.91 hr 320 A193 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 4.7 5.6 5.6 5.6

350 A252 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 4.9 5.3 5.3 5.3305 A193 5.8 5.8 5.8 5.8 5.4 5.8 5.8 5.8 4.4 5.4 5.8 5.8

Simple 1.5 hr 320 A193 5.6 5.6 5.6 5.6 5.6 5.6 5.6 5.6 4.5 5.5 5.6 5.6span slab 350 A252 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 4.6 5.3 5.3 5.3

320 A193 4.5 5.5 5.6 5.6 4.2 5.1 5.6 5.6 3.3 4.1 5.1 5.62 hr 350 A393 4.6 5.3 5.3 5.3 4.2 5.2 5.3 5.3 3.4 4.3 5.3 5.3

400 A393 4.6 4.9 4.9 4.9 4.3 4.9 4.9 4.9 3.6 4.4 4.9 4.9295 A393 6.5 7.3 7.3 7.3 5.9 7.3 7.3 7.3 4.6 5.7 6.6 7.0

1 hr 320 A393 6.6 6.6 6.6 6.6 6.0 6.6 6.6 6.6 4.8 5.9 6.6 6.6350 2xA252 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 4.9 5.9 5.9 5.9305 A393 6.1 7.0 7.0 7.0 5.5 6.9 6.9 6.9 4.4 5.5 6.8 6.9

Simple 1.5 hr 320 A393 6.2 6.6 6.6 6.6 5.6 6.6 6.6 6.6 4.5 5.6 6.6 6.6span slab 350 2xA252 5.9 5.9 5.9 5.9 5.7 5.9 5.9 5.9 4.6 5.7 5.9 5.9

320 A393 4.6 5.7 6.6 6.6 4.2 5.2 6.5 6.6 3.4 4.2 5.2 6.52 hr 350 2xA252 4.6 5.8 5.9 5.9 4.3 5.3 5.9 5.9 3.5 4.3 5.3 5.9

400 2xA393 4.7 5.0 5.0 5.0 4.4 5.0 5.0 5.0 3.6 4.5 5.0 5.0295 A393 7.3 7.3 7.3 7.3 6.6 7.3 7.3 7.3 5.2 6.2 7.0 7.3

1 hr 320 A393 6.6 6.6 6.6 6.6 6.6 6.6 6.6 6.6 5.4 6.5 6.6 6.6350 2xA252 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.7 5.9 5.9 5.9305 A393 6.7 7.0 7.0 7.0 6.0 7.0 7.0 7.0 4.8 5.8 7.0 7.0

Continuous 1.5 hr 320 A393 6.6 6.6 6.6 6.6 6.2 6.6 6.6 6.6 4.9 5.9 6.6 6.6Slab 350 2xA252 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.2 5.9 5.9 5.9

320 A393 5.2 6.2 6.6 6.6 4.7 5.6 6.6 6.6 3.7 4.5 5.4 6.62 hr 350 2xA252 5.3 5.9 5.9 5.9 4.9 5.8 5.9 5.9 3.9 4.7 5.6 5.9

400 2xA393 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 4.3 5.0 5.0 5.0295 A393 6.5 7.7 8.0 8.4 5.9 7.3 7.7 8.0 4.6 5.7 6.6 7.0

1 hr 320 A393 6.6 7.9 8.1 8.5 6.0 7.4 8.0 8.3 4.8 5.9 7.0 7.4350 2xA252 6.7 8.0 8.3 8.7 6.1 7.6 8.2 8.6 4.9 6.1 7.5 7.8305 A393 6.1 7.6 8.1 8.4 5.6 6.9 7.8 8.1 4.4 5.5 6.8 7.1


320 A393 4.6 5.7 7.1 8.5 4.2 5.2 6.5 8.2 3.4 4.2 5.2 6.52 hr 350 2xA252 4.6 5.8 7.2 8.7 4.3 5.3 6.6 8.4 3.5 4.3 5.3 6.8

400 2xA393 4.7 5.9 7.3 7.9 4.4 5.4 6.8 7.9 3.6 4.5 5.6 7.1295 A393 7.3 8.3 8.5 8.9 6.6 7.8 8.1 8.5 5.2 6.2 7.0 7.3

1 hr 320 A393 7.5 8.5 8.8 9.2 6.8 8.1 8.4 8.8 5.4 6.5 7.4 7.7350 2xA252 7.7 8.8 9.1 9.2 7.1 8.4 8.8 9.2 5.7 6.8 7.9 8.0305 A393 6.7 8.0 8.6 9.0 6.0 7.3 8.2 8.6 4.8 5.8 7.0 7.5

Continuous 1.5 hr 320 A393 6.8 8.2 8.8 9.2 6.2 7.41 8.4 8.8 4.9 5.9 7.2 7.7Slab 350 2xA252 7.0 8.4 9.1 9.2 6.4 7.7 8.8 9.2 5.2 6.2 7.5 8.0

320 A393 5.2 6.2 7.5 9.2 4.7 5.6 6.8 8.4 3.7 4.5 5.4 6.72 hr 350 2xA252 5.3 6.3 7.6 9.2 4.9 5.8 7.0 8.7 3.9 4.7 5.6 7.0

400 2xA393 5.6 6.6 7.8 7.9 5.2 6.1 7.3 7.9 4.3 5.0 6.0 7.4

SD 225

SD 225 Lightweight concrete - quick reference tables


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 42for 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.

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sSD 225 Span table - Lightweight Concrete




285 A142 6.5 6.5 6.5 6.5 6.0 6.5 6.5 6.5 4.7 5.7 6.2 6.51 hr 320 A193 6.1 6.1 6.1 6.1 6.1 6.1 6.1 6.1 4.9 6.0 6.1 6.1

350 A252 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.1 5.8 5.8 5.8295 A193 6.4 6.4 6.4 6.4 5.9 6.4 6.4 6.4 4.6 5.7 6.4 6.4

Simple 1.5 hr 320 A193 6.1 6.1 6.1 6.1 6.0 6.1 6.1 6.1 4.8 5.9 6.1 6.1span slab 350 A252 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.0 5.8 5.8 5.8

305 A193 5.4 6.3 6.3 6.3 4.9 6.0 6.3 6.3 3.9 4.8 5.9 6.32 hr 350 A252 5.6 5.8 5.8 5.8 5.1 5.8 5.8 5.8 4.1 5.1 5.8 5.8

400 A393 5.3 5.3 5.3 5.3 5.2 5.3 5.3 5.3 4.3 5.3 5.3 5.3285 A252 6.8 7.7 7.9 8.2 6.1 7.3 7.5 7.8 4.7 5.8 6.2 6.5

1 hr 320 A393 7.0 7.5 7.5 7.5 6.3 7.5 7.5 7.5 4.9 6.1 6.8 7.2350 2xA252 6.8 6.8 6.8 6.8 6.5 6.8 6.8 6.8 5.1 6.3 6.8 6.8295 A393 6.7 7.8 8.1 8.3 6.0 7.4 7.6 7.9 4.6 5.8 6.7 6.7


305 A393 5.5 6.9 8.0 8.0 5.0 6.2 7.6 8.0 3.9 4.8 6.0 6.92 hr 350 2xA252 5.7 6.8 6.8 6.8 5.2 6.4 6.8 6.8 4.1 5.1 6.3 6.8

400 2xA393 5.8 5.9 5.9 5.9 5.3 5.9 5.9 5.9 4.3 5.4 5.9 5.9285 A252 7.9 8.2 8.4 8.6 7.0 7.7 7.9 8.2 5.4 6.4 6.6 7.0

1 hr 320 A393 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 6.0 7.0 7.3 7.5350 2xA252 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.4 6.8 6.8 6.8295 A393 7.9 8.3 8.3 8.3 7.1 7.9 8.1 8.3 5.5 6.4 6.8 7.1

Continuous 1.5 hr 320 A393 7.5 7.5 7.5 7.5 7.3 7.5 7.5 7.5 5.7 6.7 7.2 7.5Slab 350 2x A252 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.1 6.8 6.8 6.8

305 A393 6.8 8.0 8.0 8.0 6.1 7.1 8.0 8.0 4.8 5.6 6.6 7.32 hr 350 2xA252 6.8 6.8 6.8 6.8 6.6 6.8 6.8 6.8 5.2 6.1 6.8 6.3

400 2xA393 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.7 5.9 5.9 5.9285 A252 6.8 7.7 7.9 8.2 6.1 7.3 7.5 7.8 4.7 5.8 6.2 6.5

1 hr 320 A393 7.0 8.1 8.4 8.7 6.3 7.7 8.0 8.3 4.9 6.1 6.8 7.2350 2xA252 7.1 8.3 8.6 9.0 6.4 8.0 8.3 8.7 5.1 6.4 7.3 7.6295 A393 6.7 7.9 8.1 8.4 6.0 7.4 7.7 8.0 4.6 5.8 6.4 6.7

Simple 1.5 hr 320 A393 6.8 8.1 8.4 8.7 6.1 7.6 8.0 8.3 4.8 6.0 6.8 7.2span slab 350 2x A252 6.9 8.3 8.6 9.0 6.3 7.8 8.3 8.7 5.0 6.2 7.3 7.6

305 A393 5.5 6.9 8.2 8.5 5.0 6.2 7.7 8.1 3.9 4.8 6.0 6.92 hr 350 2xA252 5.7 7.1 8.6 9.0 5.2 6.4 8.0 8.7 4.1 5.1 6.3 7.6

400 2xA393 5.8 7.2 8.9 9.2 5.3 6.6 8.2 9.2 4.3 5.4 6.7 8.3285 A252 7.9 8.2 8.4 8.7 7.0 7.7 7.9 8.2 5.4 6.4 6.6 7.0

1 hr 320 A393 8.4 8.6 8.9 9.2 7.7 8.2 8.4 8.8 6.0 7.0 7.3 7.6350 2xA252 8.8 9.0 9.2 9.6 8.1 8.5 8.8 9.2 6.4 7.4 7.7 8.0295 A393 7.9 8.3 8.5 8.9 7.1 7.9 8.1 8.4 5.5 6.4 6.8 7.1

Continuous 1.5 hr 320 A393 8.2 8.6 8.9 9.2 7.4 8.2 8.4 8.8 5.8 6.8 7.3 7.6Slab 350 2x A252 8.5 9.0 9.2 9.6 7.7 8.5 8.8 9.2 6.1 7.2 7.7 8.0

305 A393 6.8 8.0 8.7 9.0 6.1 7.1 8.2 8.6 4.8 5.6 6.6 7.32 hr 350 2xA252 7.3 8.4 9.2 9.6 6.6 7.7 8.8 9.2 5.2 6.1 7.1 8.0

400 2xA393 7.8 8.9 9.2 9.2 7.1 8.2 9.2 9.2 5.7 6.6 7.7 8.6


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.

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® beam areproduced:

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

Slimflor® Fabricated Beam (SFB), which is a UniversalColumn section with a wide flange plate welded to itsunderside.

Rectangular Hollow Slimflor® Beam (RHSFB), which isa rectangular hollow section with a flange plate weldedto 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 supportthe loads as non-composite sections. Thesecond is the final stage, during which thedecking and concrete act together to formcomposite slabs, as do (generally) the ASBsand 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 to bedetermined, 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 slab depthsmay be considered for a given depth ofbeam; 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 Centre01724 405060. Further detailed designinformation is available in The SteelConstruction Institute publications: P300Composite Slabs and Beams Using SteelDecking: Best Practice for Design andConstruction, P055 Design of CompositeSlabs and Beams with Steel 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 temporaryconstruction 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, as itwould be overly conservative to apply the fullload of 1.5kN/m2 over the entire span. Theeffect of concrete ponding should be takeninto account (by increasing the self weight ofthe slab) if the deflection under self-weightalone exceeds the lesser of span/180 or20mm.

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 relatively close,so that local loads do not cause damage tothe decking (2.5m to 3.5m spacingdepending on the slab weight). A 100 mmwide timber bearer should be used todistribute 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 load�0.75 kN/m2 x 1.6

Self weight x 1.4

3m

Clear span + 0.075m

Construction load�1.5 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 and fireresistance requirements of the slab itself, butalso to provide appropriate cover over ASB orSlimflor 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 composite slab.

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, 90and 120mm (from the soffit of the deck) for60, 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

Vertical�reaction

Slip between�deck and concrete

Longitudinal�shear bond

Bar reinforcement Stress�distribution

Tension �in decking�and bar �reinforcement

Concrete in�compression

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

Support�Beam

Support�Beam

Support�Beam

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 vibrationof floors. The natural frequency is calculatedusing the self-weight of the slab, ceiling andservices, screed and 10% imposed loads,representing the permanent loads and the floorself weight.

In the absence of more appropriate information,the natural frequency of the composite slabshould not exceed 5Hz for normal office,industrial or domestic usage. For designs usingSD225 or CF210 decking, this limit may bereduced to 4Hz if the design has been carriedout on the assumption of simple supports atthe ends. Conversely, for dance floor typeapplications or for floors supporting sensitivemachinery, the limit may need to be set higher.

In the Slimdek system, consideration should begiven to the system frequency of the floor as awhole if the natural frequency of the slab and/orthe supporting beam is less than 5Hz.

For design to the Eurocodes, the loadsconsidered for the vibration check areincreased using the psi-factor for imposedloads (typically 0.5). The natural frequency limitmay be reduced to 4Hz, because of this higherload used 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 meshreinforcement 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 byspecifying CONTINUOUS in the Span Typefield. 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 fireconditions 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 reinforcementis increased to a minimum of 0.4% of thecross-sectional area of the concrete topping inorder to develop sufficient continuity in the slab.

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

Service Attachments

The SD225 decking facilitates the fixing ofservices and suspended ceilings. Hangars canbe used to support services running eitherparallel or perpendicular to the decking span.Special Lindapter fixing clips can achieve a safeworking load of 1kN per fixing. These allowservice pipes to be suspended directly from thedecking between the ribs. Alternatively, self-drilling self-tapping screws may be used toattach hangers to the decking after theconcrete has been placed.

Openings in the SlabProvision for vertical service openings within thefloor slab will necessitate careful design andplanning. The following summarises the optionsthat 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 mm longmay be taken through the crest of the deepdecking. 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 additionalreinforcement to transfer forces from thediscontinuous rib. The slab should be designedas a ribbed slab in accordance with BS 8110,with decking being used as permanentformwork. Guidance may be found in theCorus Slimdek Manual.

Larger openings will generally require trimmingby secondary beams.

If an opening greater than 300 mm x 300 mmlies within the effective width of slab adjacent toa beam (L/8), the beam should be designed asnon-composite. A close grouping ofpenetrations transverse to the span direction ofthe decking 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 openingsin the slab

50 mm min

SD225 FloorDecking with 50mmminimumbearing 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 End diaphragm

Asymmetric SlimFlor Beam

End fixing onto ASB

Side fixing onto ASB

Perimeter with trim


Deep Composite Floor Decks - Construction Details



20 mm min

SD225 Floor Decking to extend to edge trim

Beam centres

50 mm min

SD225Floor Decking

Beam centres100 min

Edge trim

Restraint strap at 600mm centres

150 max



SD225 Floor Decking

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 Deckcut along topsection only

Beam centres

Asymmetric SlimFlor Beam Closure flashing

165-185100 min


Beam centres


Closure flashing

370-405100 min


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 tiemember to sop of first decking sheet

Decking lengths

Span of decking

90(150 max)

Slab depth

50 min (steel)

75 min(blockwork)

50

220

6-55554105

Z2

94

Beam centres

SD225 End diaphragm

75 SD225 Floor Decking with75mm minimum bearingonto steelwork100

Beam centres

RHS with steel plate(300x200 RHS shown here)

60030

SD225 Floor Decking

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 End diaphragm

SD225 Floor Decking with 100mm bearing (75 min)

75 min




75 min


A minimum gap of100mm is required toallow fixing

Blockwall width


SD225 Floor Decking

SD225 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 SD225 istwo per trough, one on both sides of thecentre dovetail section. CF 210 requires onemain fixing per trough.

Where CF210 deck is being used withAsymmetric SlimFlor Beams, the top flange ofthe profile must be notched back by 50mm,so that the concrete can be observed passingbetween the end diaphragm and the beam toallow concrete to flow into the beam. (SD225is supplied pre-punched).

The crown of the deck sheet is fixed to thetop of the diaphragms using two self drillingscrews for SD225, or one self drilling screwfor CF210.

When fixing to other types of supports suchas reinforced concrete, or load bearing walls,2 suitable fixings must be used in eachSD225 trough (one per CF210 trough), as forthe steel supports.

Telephone numbers of fixingssuppliersEJOT 0113 247 0880Hilti 0161 886 1000Lindapter 0127 452 1444SFS 0113 208 5500Spit 0141 764 2700

FIXING INFORMATION FOR DEEP DECKING

To Steel Heavy duty powder actuated fixings - Hilti ENP2nail/Spit SBR14 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

SD225 ComFlor 210

End fixing 2 per trough 1 per trough

Side laps 1 fixing through top flat of 1 fixing with shear clip atsmall dovetail at 1000mm c/c 350mm c/c

Side fixing 1 fixing at 600mm c/c 1 fixing at 600mm c/conto support

End DiaphragmsSteel end diaphragms, as manufactured byPMF, are essential for both deep decksystems to ensure the structural integrity ofthe deck. The end diaphragms, are fixed firstand are supplied in lengths of 1800 mm, tocover three PMF deep deck profiles. They arefixed using at least two 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 with pre-punched service holes in two types. Type 1has one 160mm diameter hole; Type 2 hasone elongated 160mm diameter hole to makeopening 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 the factthat the end of the deck is at a raked angle tothe support rather than at right angles.

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

End diaphragm for ComFlor 210

End diaphragm for SD225

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

Side LapsThe SD225 dovetail shaped side lap detailoffers a positive interlock and once engagedshould be stitched using self drilling fastenersthrough the top flat of the dovetail at 1000mmcentres.With both profiles, where the first and lastsheet lands on a support, the edge of thesheet must be fixed to the support at 600mmcentres.

CF210 side laps are to be stitched at 350mmcentres with 5.5mm diameter self drillingscrew, the location is marked by anindentation 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

1 heavy duty shot fired pin pertrough for fixing into steelwork

Deck top

Beam top

View from above

ComFlor 210 shear clip



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 the deck.

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, to determine whether additional reinforcement is required.

ReinforcementThe decking forms a part of the slabreinforcement, with the remainder beingsupplied by a bar in each trough of thedecking and a mesh placed near to the topof the slab. Reinforcement should be fixed inaccordance with the requirements of theStructural Designer. Normally, circular plasticspacers are used to position the bars 70 mmfrom the base of the trough. This distancecan increase to 90 or 120 mm (respectively)when 90 or 120 minutes fire resistance arerequired. There may be additional mesh orbar requirements to fix adjacent to thesupports or edge beams, or above beams forcrack 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. If theyare to be welded on site, the precautions andprocedures outlined on page 28 should beconsidered.

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 bearing ofat least 100 mm width to the underside of thedeck. where temporary supports are used it isimportant that: The timbers and supports areof adequate strength. The props are placed atmid-span, or at third span, as required. Thepropping structure is not to be removed untilthe concrete has achieved 75% of its designstrength. The horizontal bearer timbers mustbe at least 100mm wide and should bepropped at no more than 1m centres.Sometimes the specification may call for150mm wide bearers.

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, andmay 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


PMF manufacture a range of five profileswhich are used as permanent formwork.Permanent formwork remains in situ for the life of the building but, unlike compositeflooring profiles, it does not act asreinforcement in the concrete slab.

● The steel decking supports the wetconcrete and construction loads.

● Temporary propping can be eliminated.

● The concrete slab requires full structural bar or meshreinforcement.

● The wide range of PMF formwork profilesensure the optimum solution is available.

Construction DetailsThese are similar to shallow compositeflooring. Refer to pages 24 - 27.

SiteworkThis is similar to shallow composite flooring.Refer to pages 28 - 31.

Formwork(non-composite)PMF Permanent Formwork Profile Range

Formwork

Maximum Spans of Permanent Single or Double span

Profile Steel Thickness Profile weight 100mm 150mm 200mm 250mm(mm) (kN/m2)

F32S0.9 0.09 1.66 1.48 1.36 1.28

1.2 0.12 1.82 1.62 1.49 1.39

F350.9 0.09 1.88 1.68 1.55 1.45

1.2 0.13 2.11 1.89 1.74 1.63

F460.9 0.09 2.37 2.13 1.96 1.84

1.2 0.13 2.55 2.30 2.12 1.99

F600.9 0.11 2.81 2.53 2.31 2.14

1.2 0.14 3.06 2.80 2.58 2.43

F1000.9 0.12 3.69 3.31 3.04 2.82

1.2 0.16 4.16 3.85 3.52 3.27

Concrete Usage Table

Weight of Concrete (kN/m2)

Profile Slab Depth above profile (mm) “ED” (mm)

100mm 150mm 250mm

F32S 2.68 3.90 5.12 10

F35 2.75 3.79 5.19 13

F46 2.90 4.11 5.33 19

F60 3.11 4.33 5.55 28

F100 3.40 4.62 5.84 40

To determine concrete usage increase slab depth above profile by “ED” mm.

Mesh

Concrete

Reinforcement

Formwork

ConcreteSlabDepth

ProfileHeight

Cover width 960

87.5 72.5

32

16027


Formwork

Formwork (non-composite)PMF Permanent Formwork Profile Range

F32S

Cover width 900

75 75

35

15035

F35

Cover width 900

120 105 22567

46

F46

Cover width 800

110 90 20064

60

F60

Cover width 700

100

63

109 124.3 233.3

F100


For general information on Transport,Handling and Storage, refer to the relevantCorus PMF leaflet, contained within the mainring binder.

Information of particular interest to CompositeFlooring Contractors is given below.

Receiving Decking

Composite Floor Decking is packed intobundles of up to 24 sheets, and the sheetsare secured with metal banding. Each bundlemay be up to 950mm wide (the overall widthof a single sheet) by 750 mm deep, and mayweigh up to 2.5 tonnes, depending on sheetlength (average weight is about 1.5 tonnes).Loads are normally delivered by articulatedlorries approximately 16 m long with amaximum gross weight of up to 40 tonnes,and a turning circle of approximately 19 m.The Main Contractor should ensure that thereis suitable 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. Whenthru-deck welding of shear studs is specified,the tops of the flanges should be free of paintor galvanising.

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 turn thesheets. The bundles should also bepositioned in the correct span orientation, andnot at 90o to it. Care should be taken toensure that the bundles are not upside down,particularly with trapezoidal profiles. Theembossments should be oriented so that theyproject upwards.

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 the steelframe. Once they have started laying out thesheets, the erectors will create their ownworking 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 doubt whichway 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 be necessaryto lay out an entire bay using a minimumnumber of temporary’ fixings before fullysecuring 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 should onlybe 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 ans sheeting.

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 be wornwhen handling decking.

Eye HazardsEye protectors conforming to the specificationin BS 2092:1987 should always be worn, whenbreaking the strapping around bundlesbecause the sudden release of tension createsa risk to eyes.Particles of metal also create eye hazards whencutting steel, and eye protection should beworn, 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 minutes TWA).(OE recommendation)

Summary of Protective MeasuresWear adequate gloves and protective clothingand 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 to befound opposite. If it is missing, PMF will sendor email a replacement version free of charge.Please note that the software will be updatedfrom time to time without prior notice.

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 than 2MBof 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 on bothDatasheet1 and Datasheet2. When satisfiedclick 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 beaccounted for which in some cases will improvethe load capacity of the composite slab.

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

Whilst Precision Metal Forming have takenevery care to ensure the accuracy of theinformation, data or advice contained in thisbrochure, no liability in respect of suchinformation or advice whether given negligentlyor not, can be accepted by the company.Precision Metal Forming retain the right toamend the technical specifications of any rangeof profiles, coatings and colours shown withoutprior notice.

Copyright 2002Corus

Designed by Plum Design & Advertising Ltd.

www.coruspanelsandprofiles.co.uk

Precision Metal FormingSevern DriveTewkesbury Business ParkTewkesburyGloucestershireGL20 8TXTel: +44 (0) 1684 856600Fax: +44 (0) 1684 856601E-mail:[email protected]:[email protected]

PMFCFD01:5000:UK:09/2002

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