comflor manual october08 corus

ComFlor®

Corus Panels and Profiles

Composite Floor Decks

July 2008

Cl/Sfb

UniclassL3321:P4142

EPICC321:X442

(23.9) Hh2

Contents composite floor decks Contents composite floor decks

Shallow Composite floor DecksContents Contents Deep Composite floor Decks

Formwork

ComFlor® 46 Page 6

FibreFlor

PrincipalInstallers

Page 4 and 28

Page 31

Design Information

Construction Details

Installation Guidance

Page 32

Page 38

Page 40

ComFlor® 51 Page 10 Typical unpropped span 3.0m• Provides an excellent mechanical key into

concrete slab• Excellent fire performance• Design of profile allows for flexible and

efficient placement of shear studs

ComFlor® 60 Page 14 Typical unpropped span 4.5m• New state-of-the-art profile with

exceptional spanning capabilities• Utilises new roll forming technology and is

ideal for use in multi storey car parks• Engineered with optional closed ends

providing excellent acoustic performance

ComFlor® 210 Page 46 Typical unpropped span 5.5m• The original SlimFlor long span steel deck

with capability to achieve unpropped spanof up to 6 metres

• Structurally efficient and offers excellentcomposite action with the concrete

• Excellent fire rating

ComFlor® 225(For use with theSlimdek® system)

Page 50 Typical unpropped span 6.0m• State-of-the-art cold formed profile with

fully optimised composite and loadcarrying characteristics

• Developed specifically for Corus Slimdek®

system and with excellent fire properties• Unique structural flooring system using

asymmetric SlimFlor beams. Bottomflange wider than top

Design Information



Page 54

Page 58

Page 62

Profile Range Page 66 • Corus manufactures a range of fiveprofiles, used as permanent formwork

• Wide range ensuring optimum solutionavailable

• Temporary propping can be eliminated

Transport & Handling

References

Health & Safety

Page 68

Page 69

Page 69

ComFlor® 80 Page 18 Typical unpropped span 5.0m• Ultra long span 80mm profile available in

Colorcoat® pre-finished steel coating tothe underside

• Reduced construction costs due to largespan availability

• Excellent acoustic properties and ideal foruse in multi-storey car parks

ComFlor® 100 4 Typical unpropped span 4.5m• Very strong profile with large unpropped

span capabilities• Massively reduces concrete usage• Suitable for use on masonry walls

Typical unpropped span 3.0m• Simple trapezoidal composite deck with

strong shear bond performance• Ultra efficient nesting capability reduces

transport and handling costs• Easy suspension allows ceilings and

lightweight services to be attached

Composite Floor Decks 32 Composite Floor Decks

Contents composite floor decks Contents composite floor decks

Shallow Composite floor DecksContents Contents Deep Composite floor Decks

Formwork

ComFlor® 46 Page 6

FibreFlor

PrincipalInstallers

Page 4 and 28

1

Design Information



Page 32

Page 38

Page 40

ComFlor® 51 Page 10 Typical unpropped span 3.0m• Provides an excellent mechanical key into

concrete slab• Excellent fire performance• Design of profile allows for flexible and

efficient placement of shear studs

ComFlor® 60 Page 14 Typical unpropped span 4.5m• New state-of-the-art profile with

exceptional spanning capabilities• Utilises new roll forming technology and is

ideal for use in multi storey car parks• Engineered with optional closed ends

providing excellent acoustic performance

ComFlor® 210 Page 46 Typical unpropped span 5.5m• The original SlimFlor long span steel deck

with capability to achieve unpropped spanof up to 6 metres

• Structurally efficient and offers excellentcomposite action with the concrete

• Excellent fire rating

ComFlor® 225(For use with theSlimdek® system)

Page 50 Typical unpropped span 6.0m• State-of-the-art cold formed profile with

fully optimised composite and loadcarrying characteristics

• Developed specifically for Corus Slimdek®

system and with excellent fire properties• Unique structural flooring system using

asymmetric SlimFlor beams. Bottomflange wider than top

Design Information



Page 54

Page 58

Page 62

Profile Range Page 66 • Corus manufactures a range of fiveprofiles, used as permanent formwork

• Wide range ensuring optimum solutionavailable

• Temporary propping can be eliminated

Transport & Handling

References

Health & Safety

Page 68

Page 69

Page 69

ComFlor® 80 Page 18 Typical unpropped span 5.0m• Ultra long span 80mm profile available in

Colorcoat® pre-finished steel coating tothe underside

• Reduced construction costs due to largespan availability

• Excellent acoustic properties and ideal foruse in multi-storey car parks

ComFlor® 100 Page 24 Typical unpropped span 4.5m• Very strong profile with large unpropped

span capabilities• Massively reduces concrete usage• Suitable for use on masonry walls

Typical unpropped span 3.0m• Simple trapezoidal composite deck with

strong shear bond performance• Ultra efficient nesting capability reduces

transport and handling costs• Easy suspension allows ceilings and

lightweight services to be attached


Composite Floor Decks 5

Features and benefits

4 Composite Floor Decks

Introduction

FibreFlor Mesh Free Composite Floor System

Benefits of FibreFlorCost Savings

• Labour cost savings

• Up to 20% programme savings

• No mesh to purchase, transport or store

• Reduction in crane hire costs

• Potential concrete volume savings

Easier to Install

• No hoisting / lifting or manual handling of mesh

• No steel fixing/tying requirements

• No spacer requirements

• 3-Dimensional reinforcement delivered ready mixed

in concrete

• Easier concrete application (No trip hazards or snagging

from mesh)

• Fibre reinforcement always in the correct position

Technical Superiority

• Independent testing proves that the FibreFlor system

provides equivalent or superior performance to traditional

welded wire mesh solutions.

• Quality assured concrete reinforcement system.

• FibreFlor is proven to reduce plastic shrinkage and

settlement cracking.

• Unlike macro-synthetic fibres, the micro-synthetic fibres

in FibreFlor are also proven to mitigate the explosive

spalling tendency of concrete during fires.

• The inclusion of steel fibres in FibreFlor provides load

bearing capabilities, increased toughness and long term

crack control.

FibreFlor is a partnership between Corus and Propex

Concrete Systems, the world’s largest supplier of fibre

reinforcement for concrete. FibreFlor uses a combination

of high performance steel fibres and polypropylene

micro-synthetic fibres to provide a three dimensional

fibre reinforced concrete composite slab.

Traditionally composite metal deck construction utilises

mesh fabric reinforcement. This involves the delivery, lifting

and installation of welded wire mesh on to the floor prior to

the pouring of concrete. The time and costs involved make

mesh relatively unpopular with contractors and the mesh

itself is a hindrance to other site operations. Maintaining

the correct mesh height, position, concrete cover and laps

can be difficult during mesh placement and concrete

pouring.

FibreFlor reinforcement is provided within the concrete,

delivered and ready to pump at site. Significantly this can

reduce installation times by up to 20%.

FibreFlor is a certified floor deck system that eliminates the

need for steel wire mesh and is currently available as

FibreFlor CF51, FibreFlor CF60 & FibreFlor CF80.

Introduction

The benefits of Corus composite floor decking

Professional SupportCorus Panels and Profiles maintains a friendly technical

help desk, which is freely available to all Consulting

Engineers and Contractors to assist in Composite flooring

design issues. The technical help desk is available

on 0845 30 88 330.

The comprehensive Comdek software is also freely

available to all professionals who register at

www.coruspanelsandprofiles.co.uk

QualityTo provide the best quality and the most up to date design

information, Corus Panels and Profiles is quality assured to

BS ISO 9001:2000 Quality systems. Corus Panels and

Profiles is an active member of MCRMA (Metal Cladding

and Roll Forming Manufacturers Association), The SCI

(Steel Construction Institute), BCSA (British Constructional

Steelwork Association) and supports the research and

development industry wide.

The widest range of shallow decksFrom ComFlor® 46 all the way to ComFlor® 100 the Corus

range of decks provides the optimum solution for all over

beam applications.

Covering unpropped construction from 2.5 to 4.5 metres

each ComFlor® profile offers particular application benefits.

The shallow decks are suitable for conventional composite

construction where the deck is placed onto the top flange

of the steel support beam.

Two deep composite floor decksComFlor® 210 and ComFlor® 225 are both designed to be

used with the Corus Slimdek system, which uses

asymmetric beams. The floor deck lands on the wider

bottom flange of the Asymmetric beam.

With typical unpropped spans extending to 6 metres and

propped spans to 9 metres the deep decks provide clear

open space between beams. The deck is contained within

the beam depth, which provides a very shallow floor zone.

The shape of the deck profiles allow for service integration

and the whole system provides inherent fire resistance.

ComFlor® 46


ComFlor® 46

• Nestable

The ultra efficient nesting capability

of ComFlor® 46 reduces the

transport volume of the product.

This fact combined with the

simplicity of ComFlor® 46 also

makes it ideal for export.

• Easy service suspension

Ceilings and lightweight services

can easily be attached to the

punched hangar tabs, which can be

included with ComFlor® 46. These

must be specified at time of order.

• Low concrete usage

The trapezoidal shape profile of

ComFlor® 46 reduces the volume

of concrete used, with resultant

savings in structural and foundation

costs.

ComFlor® 46Shallow composite profile

Project: Crowngate Car Park, Worcester.Main Contractor: AMEC Construction


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, reducing transport and handling costs.

ComFlor® 46 Design Information

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

Volume & weight table notes

1. Deck and beam deflection (i.e. ponding)is not allowed for in the table.

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

3. Density of concrete is taken as:

Normal weight (wet) 2400 kg/m3

Normal weight (dry) 2350 kg/m3

Lightweight (wet) 1900 kg/m3

Lightweight (dry) 1800 kg/m3

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

Design NotesDeck materialCorus Galvatite, hot dip zinc coated steel EN10326-S280GD+Z275. Guaranteed minimumyield stress 280N/mm2. Minimum zinc coatingmass 275g/m2 total both sides.

Quick reference tablesThe 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. Full designcan be carried out using the free Comdeksoftware. Please refer to page 70 for help on using the software.

Anti-crack meshBS 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 for

propped spans. The mesh shown in the quickreference tables complies with EC4 and thedesign program defaults to these values. WhereEC4 mesh rules are used, the mesh may bereduced midspan - see Design Information onpage 32. The reduced British Standard meshvalues may still be used by overriding this defaultin the design program.

Where forklift truck (or other similar concentratedloading) is expected 0.5% minimum percentagereinforcement should be used over the supportsand 2% elsewhere to control cracking. Forfurther information refer to Design Notes on page 32 or SCI AD150.

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.

FireFor 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 theComdek software.

Technical servicesThe Technical Department at Corus offers acomprehensive advisory service on design ofcomposite flooring, which is available to allspecifiers and users. Should queries arise whichare not covered by this literature or by theComdek software, please contact us.

Technical Hotline

0845 30 88 330

Co

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ComFlor® 46 ComFlor® 46


ComFlor® 46 Using Mesh - quick reference tables ComFlor® 46 Using Mesh - quick reference tables

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 2.6Single 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

Single1.5 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 Span table - lightweight concreteMAXIMUM SPAN (m)Deck Thickness (mm)



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


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


& 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

Single1.5 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

Parameters assumed for quick reference span tablesMesh See notes on page 7

Spans Measured centre to centre of supports.

Deck Standard deck material specification (see previouspage).

Bearing width The width of the support is assumed to be 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 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 ismade for heaping of concrete during the castingoperation. See design notes.

Applied load The applied load stated in the tables is to coverimposed live load, partition loads, finishes, ceilings andservices. However the dead load of the slab itself hasalready been taken into account and need not beconsidered as part of the applied load.

Simplified fire The fire recommendations in the tables are based ondesign method the 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 thesetables. The FE method of design is provided in thedesign CD.

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

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

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sTechnical Hotline

0845 30 88 330

Project: Alexandrium III Shopping Centre,Rotterdam. Main Contractor: Nelissen Van Egteren BVInstaller: Prince Cladding BVPhoto courtesy of Dutch Engineering

Co

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ComFlor® 46 Span table - normal weight concreteMAXIMUM SPAN (m)

Deck Thickness (mm)



1 hr 120 A193 2.4 2.4 2.4 2.8 2.8 2.6Single 1.5 hr 130 A193 2.4 2.4 2.2 2.7 2.7 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


& 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

Single1.5 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 Span table - lightweight concreteMAXIMUM SPAN (m)Deck Thickness (mm)



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


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


& 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

Single1.5 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

Parameters assumed for quick reference span tablesMesh See notes on page 7







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.








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Technical Hotline

0845 30 88 330

Project: Alexandrium III Shopping Centre,Rotterdam. Main Contractor: Nelissen Van Egteren BVInstaller: Prince Cladding BVPhoto courtesy of Dutch Engineering

Co

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46

ComFlor® 51


ComFlor® 51

• Shear studs

The wide trough of ComFlor® 51

permits a flexible and efficient

placement of shear studs.

• Fire performance of the

composite beams

Even for two hours fire rating, the

top flange of the steel beam does

not require fire protection, when

used with ComFlor® 51 composite

deck.

• Under floor services

Services are easy to attach to

ComFlor® 51, with the ribs

presenting a dovetailed recessed

groove in the concrete slab at

152.5mm centres. This provides the

perfect connection for service

hangars via a wedge nut or similar

type device.

• Fire performance of the slab

The dovetail presents a very small

opening and contributes little to the

transfer of heat through the slab in

the event of fire. Thus a lesser slab

depth is needed for fire design

purposes.



ComFlor® 51 is a traditional dovetail re-entrant composite

floor deck. This profile provides an excellent mechanical

key into the concrete slab, offering a strong shear bond

performance, which is augmented by cross stiffeners

located in the profile trough. ComFlor® 51 presents a

virtually flat soffit and a relatively thin slab is required to

meet fire design requirements.





















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 77.29 10.24 9.81




ComFlor® 51 shown withFibreFlor reinforcedconcrete.

Technical Hotline

0845 30 88 330Left:Project: Milton Keynes Football Stadium.Main Contractor: The Buckingham GroupInstaller: Studwelders

Co

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51

ComFlor® 51


ComFlor® 51

• Shear studs

The wide trough of ComFlor® 51

permits a flexible and efficient

placement of shear studs.

• Fire performance of the

composite beams

Even for two hours fire rating, the

top flange of the steel beam does

not require fire protection, when

used with ComFlor® 51 composite

deck.

• Under floor services

Services are easy to attach to

ComFlor® 51, with the ribs

presenting a dovetailed recessed

groove in the concrete slab at

152.5mm centres. This provides the

perfect connection for service

hangars via a wedge nut or similar

type device.

• Fire performance of the slab

The dovetail presents a very small

opening and contributes little to the

transfer of heat through the slab in

the event of fire. Thus a lesser slab

depth is needed for fire design

purposes.



ComFlor® 51 is a traditional dovetail re-entrant composite

floor deck. This profile provides an excellent mechanical

key into the concrete slab, offering a strong shear bond

performance, which is augmented by cross stiffeners

located in the profile trough. ComFlor® 51 presents a

virtually flat soffit and a relatively thin slab is required to

meet fire design requirements.





















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 77.29 10.24 9.81





Technical Hotline

0845 30 88 330Left:Project: Milton Keynes Football Stadium.Main Contractor: The Buckingham Group

Co

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51




ComFlor® 51 Using Mesh - quick reference tablesFibreFlor CF51 Mesh Free - quick reference tables

Parameters assumed for quick reference span tables

Mesh See notes on page 11. (Mesh is not required forFibreFlor)







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.








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 2.8Single 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 2.4 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 2.3 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

Single1.5 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

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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 2.9Single 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

Single1.5 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

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FibreFlor CF51 - Span table - normal weight concrete


Props Span Fire Slab FibreFlor 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 hr101 26 2.8 2.8 2.5 2.9 2.9 2.7 3.1 3.1 2.8 3.2 3.2 3.0

Single 130 26 2.5 2.5 2.5 2.7 2.7 2.7 2.8 2.8 2.8 3.0 3.0 3.0span deck

1.5 hr110 31 2.7 2.7 2.2 2.9 2.9 2.3 3.0 3.0 2.4 3.1 3.1 2.4

& slab 140 31 2.5 2.5 2.5 2.6 2.6 2.6 2.8 2.8 2.7 2.9 2.9 2.8

2 hr125 36 2.6 2.6 2.1 2.7 2.7 2.2 2.9 2.9 2.3 3.0 3.0 2.3150 36 2.5 2.5 2.5 2.6 2.6 2.6 2.7 2.7 2.6 2.8 2.8 2.7

1 hr101 26 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 130 26 3.1 3.1 2.9 3.2 3.2 3.1 3.3 3.3 3.2 3.4 3.4 3.4 span deck

1.5 hr110 31 3.2 3.2 2.3 3.3 3.1 2.4 3.4 3.2 2.5 3.6 3.3 2.6

& slab 140 31 3.0 3.0 2.7 3.2 3.2 2.8 3.3 3.3 2.9 3.4 3.4 3.0

2 hr125 36 3.1 2.9 2.3 3.2 3.0 2.3 3.3 3.1 2.4 3.4 3.1 2.5150 36 2.9 2.9 2.7 3.1 3.1 2.7 3.2 3.2 2.8 3.4 3.4 2.9

1 hr101 26 3.6 3.1 2.4 3.8 3.3 2.5 3.9 3.5 2.7 4.1 3.6 2.8130 26 3.9 3.5 2.7 4.1 3.7 2.8 4.3 3.9 3.0 4.5 4.0 3.1

Double1.5 hr

110 31 3.3 3.0 2.3 3.4 3.1 2.4 3.5 3.2 2.5 3.6 3.3 2.6span slab 140 31 3.7 3.4 2.7 3.8 3.5 2.8 3.9 3.6 2.9 4.1 3.7 3.0

2 hr125 36 3.1 2.9 2.3 3.2 3.0 2.3 3.3 3.1 2.4 3.4 3.1 2.5150 36 3.7 3.3 2.7 3.8 3.4 2.7 3.8 3.5 2.8 3.9 3.6 2.9

FibreFlor dosage

26 – Steel fibres 25kg/m3, Polypropylene fibres 0.9kg/m3



No

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Technical Hotline

0845 30 88 330

Project: The Eagle Shopping Centre, Derby.Main Contractor: Westfield

Co

mFl

or®

51






Mesh See notes on page 11. (Mesh is not required forFibreFlor)


















(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 2.8Single 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


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


& 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

Single1.5 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

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(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 2.9Single 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

Single1.5 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

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(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 hr101 26 2.8 2.8 2.5 2.9 2.9 2.7 3.1 3.1 2.8 3.2 3.2 3.0

Single 130 26 2.5 2.5 2.5 2.7 2.7 2.7 2.8 2.8 2.8 3.0 3.0 3.0span deck

1.5 hr110 31 2.7 2.7 2.2 2.9 2.9 2.3 3.0 3.0 2.4 3.1 3.1 2.4

& slab 140 31 2.5 2.5 2.5 2.6 2.6 2.6 2.8 2.8 2.7 2.9 2.9 2.8

2 hr125 36 2.6 2.6 2.1 2.7 2.7 2.2 2.9 2.9 2.3 3.0 3.0 2.3150 36 2.5 2.5 2.5 2.6 2.6 2.6 2.7 2.7 2.6 2.8 2.8 2.7

1 hr101 26 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 130 26 3.1 3.1 2.9 3.2 3.2 3.1 3.3 3.3 3.2 3.4 3.4 3.4 span deck

1.5 hr110 31 3.2 3.2 2.3 3.3 3.1 2.4 3.4 3.2 2.5 3.6 3.3 2.6

& slab 140 31 3.0 3.0 2.7 3.2 3.2 2.8 3.3 3.3 2.9 3.4 3.4 3.0

2 hr125 36 3.1 2.9 2.3 3.2 3.0 2.3 3.3 3.1 2.4 3.4 3.1 2.5150 36 2.9 2.9 2.7 3.1 3.1 2.7 3.2 3.2 2.8 3.4 3.4 2.9

1 hr101 26 3.6 3.1 2.4 3.8 3.3 2.5 3.9 3.5 2.7 4.1 3.6 2.8130 26 3.9 3.5 2.7 4.1 3.7 2.8 4.3 3.9 3.0 4.5 4.0 3.1

Double1.5 hr

110 31 3.3 3.0 2.3 3.4 3.1 2.4 3.5 3.2 2.5 3.6 3.3 2.6span slab 140 31 3.7 3.4 2.7 3.8 3.5 2.8 3.9 3.6 2.9 4.1 3.7 3.0

2 hr125 36 3.1 2.9 2.3 3.2 3.0 2.3 3.3 3.1 2.4 3.4 3.1 2.5150 36 3.7 3.3 2.7 3.8 3.4 2.7 3.8 3.5 2.8 3.9 3.6 2.9

FibreFlor dosage




No

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Technical Hotline

0845 30 88 330

Project: The Eagle Shopping Centre, Derby.Main Contractor: WestfieldInstaller: Studwelders

Co

mFl

or®

51

ComFlor® 60


ComFlor® 60

• Long-span capability

Optimised profile design gives

exceptional unpropped spanning

capability of up to 4.5 metres,

reducing structural steel

requirements and hence cost.

• Reduced concrete usage

ComFlor® 60 requires a reduced

concrete volume for any slab depth,

providing a more sustainable

solution and reducing costs.

• Enhanced shear-stud interaction

Profile design guarantees central

shear-stud positioning to optimise

composite action, reducing the need

for on-site checking.

• Excellent acoustic and

fire performance

Manufactured with closed ends to

give exceptional fire protection and

acoustic performance, while

simplifying installation.

• Minimal maintenance

Available with Colorcoat® pre-

finished steel for durability and

improved appearance.

• Safer manual handling

With a cover width of 600mm,

sheets are lightweight, making them

safer and easier to handle.

ComFlor® 60The latest addition to the comprehensive

range of flooring profiles by Corus


The ComFlor® 60 composite floor profile offers the

ultimate in lightweight steel decking for all multi-rise

buildings. It combines exceptional spanning capabilities

with reduced concrete useage to provide a cost-effective

and attractive floor solution that’s easy to install.

The state-of-the-art profile has been developed using

roll-forming techniques pioneered by Corus, drawing on

our 20 years of experience in designing advanced

composite floor systems.

Engineered with optional closed ends, ComFlor® 60

provides excellent acoustic performance and fire

protection, with no requirement for filler blocks. Its profile

has been specially designed with trough stiffeners and side

laps positioned to guarantee centrally placed shear studs.

The cover width is just 600mm, creating lightweight

sheets that are easy to handle – delivering significant

on-site safety benefits.

ComFlor® 60 sheets are available with a Colorcoat®

pre-finished steel coated underside giving a durable and

attractive appearance and minimising future maintenance.


12018029.7

Cover width 600mm

75

45 37.516

37.5

120 300 180 14

60

15

15.8












0.90 0.86 0.103 1276 29.6 92.77 9.30 7.50

1.00 0.96 0.114 1424 30.5 106.15 11.27 9.36

1.10 1.06 0.125 1572 31.2 119.53 13.24 11.21

1.20 1.16 0.137 1721 31.7 132.91 15.21 13.07


Quick reference tablesThe 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. Full designcan be carried out using the free Comdeksoftware available. Please refer to page 70 forhelp on using the software.

Anti-crack meshBS 5950: Part 4 currently recommends that anti-crack mesh should comprise 0.1% of slabarea. The Eurocode 4 recommendation is thatanti-crack mesh should comprise 0.2% of slabarea for unpropped spans and 0.4% of slab area

for propped spans. The mesh shown in the quickreference tables complies with EC4 and thedesign program defaults to these values. WhereEC4 mesh rules are used, the mesh may bereduced midspan - see Design Information onpage 32. The reduced British Standard meshvalues may still be used by overriding this defaultin the design program.

Where forklift truck (or other similar concentratedloading) is expected 0.5% minimum percentagereinforcement should be used over the supportsand 2% elsewhere to control cracking. Forfurther information refer to Design Notes on page 32, or SCI AD150.







Taking the 60 profile concept to a new dimension.

Closed ends: Produced on line during theroll-forming operation, ideal for single-spanconstruction, acoustic reduction, firestopping and to avoid filler blocks.


Decking material: Corus Galvatite, hot dip zinc coated steel EN 10326-S350GD+Z275

Technical Hotline

0845 30 88 330

Co

mFl

or®

60






Mesh See notes on previous page. (Mesh is not required forFibreFlor)


















(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

130 A142 3.5 3.2 2.3 3.6 3.3 2.3 3.7 3.4 2.4 3.9 3.4 2.51 hr 130 A252 3.5 3.5 2.6 3.6 3.6 2.7 3.7 3.7 2.7 3.9 3.9 2.8

Single 160 A252 3.2 3.2 2.9 3.4 3.4 3.0 3.5 3.5 3.0 3.6 3.6 3.1span slab

1.5 hr140 A193 3.4 2.9 2.1 3.5 3.0 2.2 3.6 3.1 2.2 3.7 3.1 2.3

& deck 170 A252 3.1 3.1 2.4 3.3 3.3 2.5 3.4 3.4 2.5 3.5 3.5 2.6

2 hr150 A193 2.9 2.5 1.9 3.0 2.5 1.9 3.0 2.5 1.9 3.0 2.6 1.9180 A252 3.1 3.0 2.1 3.2 3.0 2.1 3.3 3.0 2.2 3.5 3.0 2.2130 A142 3.6 3.6 2.7 3.9 3.8 2.8 4.2 3.9 2.9 4.5 3.9 2.9

1 hr 130 A252 3.6 3.6 3.2 3.9 3.9 3.2 4.2 4.2 3.3 4.5 4.5 3.3Double 160 A252 3.3 3.3 3.3 3.7 3.7 3.7 4.0 4.0 3.8 4.2 4.2 3.8

span slab1.5 hr

140 A193 3.5 3.5 2.6 3.8 3.6 2.6 4.1 3.6 2.7 4.1 3.6 2.7 & deck 170 A252 3.2 3.2 3.2 3.6 3.6 3.2 3.9 3.9 3.3 4.1 4.1 3.3

2 hr150 A193 3.4 3.0 2.3 3.5 3.1 2.3 3.5 3.1 2.4 3.5 3.1 2.4180 A252 3.1 3.1 2.8 3.5 3.5 2.8 3.8 3.8 2.9 4.1 3.9 2.9

1 hr130 A393 4.6 4.1 3.2 4.7 4.2 3.3 4.8 4.3 3.3 4.8 4.3 3.4160 2xA252 5.0 4.5 3.6 5.1 4.6 3.7 5.2 4.7 3.7 5.2 4.7 3.8

Double1.5 hr

140 A393 4.1 3.7 2.9 4.1 3.7 2.9 4.2 3.8 2.9 4.2 3.8 3.0span slab 170 2xA252 4.3 3.9 3.1 4.4 4.0 3.2 4.5 4.1 3.2 4.5 4.1 3.3

2 hr150 A393 3.7 3.3 2.6 3.7 3.4 2.6 3.8 3.4 2.7 3.8 3.4 2.7180 2xA252 3.9 3.5 2.8 3.9 3.6 2.9 4.0 3.6 2.9 4.0 3.6 2.9

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(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 hr130 26 3.5 3.5 2.9 3.6 3.6 3.0 3.7 3.7 3.1 3.9 3.9 3.2

Single 160 26 3.2 3.2 3.2 3.4 3.4 3.3 3.5 3.5 3.5 3.6 3.6 3.6span slab

1.5 hr140 31 3.2 2.9 2.3 3.3 3.1 2.4 3.5 3.2 2.5 3.6 3.3 2.6

& deck 170 31 3.1 3.1 2.7 3.3 3.3 2.8 3.4 3.4 2.9 3.5 3.5 3.0

2 hr150 36 2.810 3.112 3.216 2.810 3.012 3.216 3.412 3.112 3.216 3.412 3.012 3.216

180 36 3.010 3.112 3.116 3.010 3.212 3.216 3.312 3.212 3.316 3.512 3.212 3.516

1 hr130 26 3.6 3.6 3.0 3.9 3.9 3.1 4.2 4.1 3.2 4.5 4.2 3.3

Double 160 26 3.3 3.3 3.3 3.7 3.7 3.5 4.0 4.0 3.6 4.2 4.2 3.7 span slab

1.5 hr140 31 3.5 3.1 2.5 3.6 3.2 2.5 3.8 3.4 2.6 3.9 3.5 2.8

& deck 170 31 3.2 3.2 2.7 3.6 3.6 2.9 3.9 3.8 3.0 4.1 3.9 3.1

2 hr150 36 3.312 3.416 3.116 3.312 3.816 3.116 3.312 4.016 3.116 3.312 4.016 3.116

180 36 3.112 3.112 3.116 3.512 3.212 3.416 3.512 3.212 3.416 3.512 3.212 3.416

1 hr130 26 4.3 3.8 3.0 4.5 3.9 3.1 4.6 4.2 3.2 4.8 4.3 3.3160 26 4.7 4.2 3.3 4.9 4.4 3.5 5.0 4.6 3.6 5.2 4.7 3.7

Double1.5 hr

140 31 3.5 3.1 2.5 3.6 3.2 2.5 3.8 3.4 2.6 3.9 3.5 2.8span slab 170 31 3.9 3.6 2.7 4.1 3.7 2.9 4.2 3.8 3.0 4.3 3.9 3.1

2 hr150 36 4.316 4.720 3.720 4.316 4.720 3.720 4.316 4.720 3.720 4.316 4.720 3.720

180 36 4.516 5.120 4.120 4.516 5.120 4.120 4.516 5.120 4.120 4.516 5.120 4.120

XXSS The superscript is the size of bar required (2hour fire ratings); one bar per deck trough - cover 25mm

FibreFlor dosage




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Technical Hotline

0845 30 88 330

Co

mFl

or®

60






Mesh See notes on previous page. (Mesh is not required forFibreFlor)


















(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

130 A142 3.5 3.2 2.3 3.6 3.3 2.3 3.7 3.4 2.4 3.9 3.4 2.51 hr 130 A252 3.5 3.5 2.6 3.6 3.6 2.7 3.7 3.7 2.7 3.9 3.9 2.8

Single 160 A252 3.2 3.2 2.9 3.4 3.4 3.0 3.5 3.5 3.0 3.6 3.6 3.1span slab

1.5 hr140 A193 3.4 2.9 2.1 3.5 3.0 2.2 3.6 3.1 2.2 3.7 3.1 2.3

& deck 170 A252 3.1 3.1 2.4 3.3 3.3 2.5 3.4 3.4 2.5 3.5 3.5 2.6

2 hr150 A193 2.9 2.5 1.9 3.0 2.5 1.9 3.0 2.5 1.9 3.0 2.6 1.9180 A252 3.1 3.0 2.1 3.2 3.0 2.1 3.3 3.0 2.2 3.5 3.0 2.2130 A142 3.6 3.6 2.7 3.9 3.8 2.8 4.2 3.9 2.9 4.5 3.9 2.9

1 hr 130 A252 3.6 3.6 3.2 3.9 3.9 3.2 4.2 4.2 3.3 4.5 4.5 3.3Double 160 A252 3.3 3.3 3.3 3.7 3.7 3.7 4.0 4.0 3.8 4.2 4.2 3.8

span slab1.5 hr

140 A193 3.5 3.5 2.6 3.8 3.6 2.6 4.1 3.6 2.7 4.1 3.6 2.7 & deck 170 A252 3.2 3.2 3.2 3.6 3.6 3.2 3.9 3.9 3.3 4.1 4.1 3.3

2 hr150 A193 3.4 3.0 2.3 3.5 3.1 2.3 3.5 3.1 2.4 3.5 3.1 2.4180 A252 3.1 3.1 2.8 3.5 3.5 2.8 3.8 3.8 2.9 4.1 3.9 2.9

1 hr130 A393 4.6 4.1 3.2 4.7 4.2 3.3 4.8 4.3 3.3 4.8 4.3 3.4160 2xA252 5.0 4.5 3.6 5.1 4.6 3.7 5.2 4.7 3.7 5.2 4.7 3.8

Double1.5 hr

140 A393 4.1 3.7 2.9 4.1 3.7 2.9 4.2 3.8 2.9 4.2 3.8 3.0span slab 170 2xA252 4.3 3.9 3.1 4.4 4.0 3.2 4.5 4.1 3.2 4.5 4.1 3.3

2 hr150 A393 3.7 3.3 2.6 3.7 3.4 2.6 3.8 3.4 2.7 3.8 3.4 2.7180 2xA252 3.9 3.5 2.8 3.9 3.6 2.9 4.0 3.6 2.9 4.0 3.6 2.9

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(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 hr130 26 3.5 3.5 2.9 3.6 3.6 3.0 3.7 3.7 3.1 3.9 3.9 3.2

Single 160 26 3.2 3.2 3.2 3.4 3.4 3.3 3.5 3.5 3.5 3.6 3.6 3.6span slab

1.5 hr140 31 3.2 2.9 2.3 3.3 3.1 2.4 3.5 3.2 2.5 3.6 3.3 2.6

& deck 170 31 3.1 3.1 2.7 3.3 3.3 2.8 3.4 3.4 2.9 3.5 3.5 3.0

2 hr150 36 2.810 3.112 3.216 2.810 3.012 3.216 3.412 3.112 3.216 3.412 3.012 3.216

180 36 3.010 3.112 3.116 3.010 3.212 3.216 3.312 3.212 3.316 3.512 3.212 3.516

1 hr130 26 3.6 3.6 3.0 3.9 3.9 3.1 4.2 4.1 3.2 4.5 4.2 3.3

Double 160 26 3.3 3.3 3.3 3.7 3.7 3.5 4.0 4.0 3.6 4.2 4.2 3.7 span slab

1.5 hr140 31 3.5 3.1 2.5 3.6 3.2 2.5 3.8 3.4 2.6 3.9 3.5 2.8

& deck 170 31 3.2 3.2 2.7 3.6 3.6 2.9 3.9 3.8 3.0 4.1 3.9 3.1

2 hr150 36 3.312 3.416 3.116 3.312 3.816 3.116 3.312 4.016 3.116 3.312 4.016 3.116

180 36 3.112 3.112 3.116 3.512 3.212 3.416 3.512 3.212 3.416 3.512 3.212 3.416

1 hr130 26 4.3 3.8 3.0 4.5 3.9 3.1 4.6 4.2 3.2 4.8 4.3 3.3160 26 4.7 4.2 3.3 4.9 4.4 3.5 5.0 4.6 3.6 5.2 4.7 3.7

Double1.5 hr

140 31 3.5 3.1 2.5 3.6 3.2 2.5 3.8 3.4 2.6 3.9 3.5 2.8span slab 170 31 3.9 3.6 2.7 4.1 3.7 2.9 4.2 3.8 3.0 4.3 3.9 3.1

2 hr150 36 4.316 4.720 3.720 4.316 4.720 3.720 4.316 4.720 3.720 4.316 4.720 3.720

180 36 4.516 5.120 4.120 4.516 5.120 4.120 4.516 5.120 4.120 4.516 5.120 4.120

XXSS The superscript is the size of bar required (2hour fire ratings); one bar per deck trough - cover 25mm

FibreFlor dosage




No

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Technical Hotline

0845 30 88 330

Co

mFl

or®

60

Photo courtesy of Studwelders

ComFlor® 80


ComFlor® 80

• Central stud placement provides

superb composite action between

the beam and concrete due to the

stud being positioned exactly in the

centre of the trough. This ensures

the correct concrete cover to the

stud and hence, the full design

capacity of the stud is developed.

The central location of the stud also

reduces on-site checking to ensure

that the stud has been positioned

correctly.

• Ideal for car parks

ComFlor® 80 is available with a

Colorcoat® pre-finished steel

underside for use in car parks,

giving a durable and attractive

appearance and minimising future

maintenance.

• Excellent concrete usage means

that ComFlor® 80 is very economical

compared to other similar decks.

• Improved manual handling

The cover width of ComFlor® 80 is

600mm, to reduce sheet weight and

improve handling.

The innovative profile design provides real benefits.

ComFlor® 80 is fully tested with the

Fibreflor system to provide all the no

mesh benefits. See following pages

for the load tables and further design

information.

FibreFlor mesh free system

ComFlor® 80The next generation of

profiled steel composite decks


ComFlor® 80 – is the next generation of profiled steel

composite decks; it is the only 80mm profile available in

Colorcoat® pre-finished steel to provide a durable and

attractive appearance.

The large corner curvature detail provides a very efficient

profile. In conjunction with the higher grade of steel, it ensures

typical unpropped spans of 4.4m simply supported and in the

continuous condition, spans of 5m can be achieved.

The large spans achievable means less structural steel

and thus cost saving in the overall construction cost,

providing more scope for architects and engineers in their

design process.


90 120180

Cover width 600mm

95

50 3517.2

35

180 300 120

8015

15.8












0.90 0.86 0.12 1387 47.6 185 15.4 12.5

1.20 1.16 0.15 1871 47.6 245 22.2 18.5











Slab Depth volume Normal weight Concrete Lightweight Concrete(mm) (m3/m2) Wet Dry Wet Dry130 0.086 2.03 1.99 1.61 1.53140 0.096 2.27 2.22 1.80 1.70150 0.106 2.51 2.45 1.98 1.88160 0.116 2.74 2.68 2.17 2.06170 0.126 2.98 2.91 2.36 2.23180 0.136 3.21 3.14 2.54 2.41190 0.146 3.45 3.38 2.73 2.59200 0.156 3.68 3.61 2.92 2.76250 0.206 4.86 4.76 3.85 3.64


Technical Hotline

0845 30 88 330

Project: Apartments, St. Catherine’s Court,Pontypridd.Main Contractor: OPCO Construction

Co

mFl

or®

80

ComFlor® 80


ComFlor® 80

• Central stud placement provides

superb composite action between

the beam and concrete due to the

stud being positioned exactly in the

centre of the trough. This ensures

the correct concrete cover to the

stud and hence, the full design

capacity of the stud is developed.

The central location of the stud also

reduces on-site checking to ensure

that the stud has been positioned

correctly.

• Ideal for car parks

ComFlor® 80 is available with a

Colorcoat® pre-finished steel

underside for use in car parks,

giving a durable and attractive

appearance and minimising future

maintenance.

• Excellent concrete usage means

that ComFlor® 80 is very economical

compared to other similar decks.

• Improved manual handling

The cover width of ComFlor® 80 is

600mm, to reduce sheet weight and

improve handling.

The innovative profile design provides real benefits.

ComFlor® 80 is fully tested with the

Fibreflor system to provide all the no

mesh benefits. See following pages

for the load tables and further design

information.

FibreFlor mesh free system

ComFlor® 80The next generation of

profiled steel composite decks


ComFlor® 80 – is the next generation of profiled steel

composite decks; it is the only 80mm profile available in

Colorcoat® pre-finished steel to provide a durable and

attractive appearance.

The large corner curvature detail provides a very efficient

profile. In conjunction with the higher grade of steel, it ensures

typical unpropped spans of 4.4m simply supported and in the

continuous condition, spans of 5m can be achieved.

The large spans achievable means less structural steel

and thus cost saving in the overall construction cost,

providing more scope for architects and engineers in their

design process.


90 120180

Cover width 600mm

95

50 3517.2

35

180 300 120

8015

15.8












0.90 0.86 0.12 1387 47.6 185 15.4 12.5

1.20 1.16 0.15 1871 47.6 245 22.2 18.5











Slab Depth volume Normal weight Concrete Lightweight Concrete(mm) (m3/m2) Wet Dry Wet Dry130 0.086 2.03 1.99 1.61 1.53140 0.096 2.27 2.22 1.80 1.70150 0.106 2.51 2.45 1.98 1.88160 0.116 2.74 2.68 2.17 2.06170 0.126 2.98 2.91 2.36 2.23180 0.136 3.21 3.14 2.54 2.41190 0.146 3.45 3.38 2.73 2.59200 0.156 3.68 3.61 2.92 2.76250 0.206 4.86 4.76 3.85 3.64


Technical Hotline

0845 30 88 330

Project: Apartments, St. Catherine’s Court,Pontypridd.Main Contractor: OPCO ConstructionInstaller: Studwelders

Co

mFl

or®

80





Parameters assumed for quick reference span tablesMesh See notes on page 19. (Mesh is not required for

FibreFlor)
















MAXIMUM SPAN (m) MAXIMUM SPAN (m)with no extra reinforcements with a bar in the trough**

Deck Thickness (mm) Deck Thickness (mm)


(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 hr140 26 4.2 3.8 3.0 4.5 4.3 3.4 4.2º 4.212 4.220 4.5º 4.512 4.220

Single 170 26 4.0 4.0 3.4 4.2 4.2 3.8 4.0º 4.0º 4.012 4.2º 4.2º 4.216

span deck1.5 hr

150 31 3.4 3.1 2.4 3.8 3.4 2.7 4.112 4.116 4.120 4.416 4.416 4.420

& slab 180 31 3.8 3.5 2.8 4.1 3.8 3.1 3.8º 3.912 3.916 4.1º 4.216 4.216

2 hr160 36 3.4 3.1 2.5 3.8 3.5 2.8 4.016 4.116 4.120 4.316 4.320 4.325

190 36 3.8 3.5 2.8 4.1 3.8 3.1 3.8º 3.816 3.820 4.1º 4.116 4.120

1 hr140 26 4.4 4.2 3.2 5.1 4.7 3.7 4.4º 4.412 4.220 5.1º 5.216 4.320

Double 170 26 3.9 3.9 3.6 4.8 4.8 4.1 3.9º 3.9º 3.916 4.8º 4.8º 4.816

span deck1.5 hr

150 31 3.7 3.3 2.6 4.1 3.7 2.9 4.212 4.216 4.220 5.016 5.016 4.520

& slab 180 31 3.8 3.7 3.0 4.5 4.1 3.3 3.8º 3.7º 3.816 4.716 4.716 4.720

2 hr160 36 3.8 3.4 2.7 4.2 3.7 3.0 4.116 4.116 4.120 4.820 4.820 4825

190 36 3.7 3.7 3.0 4.6 4.1 3.3 3.7º 3.7º 3.720 4.6º 4.720 4.725

1 hr140 26 4.7 4.2 3.2 5.1 4.7 3.7 5.316 4.916 4.116 5.416 5.116 4.216

170 26 5.1 4.6 3.6 5.7 5.1 4.1 6.220 5.820 5.020 6.320 6.020 5.120

Double1.5 hr

150 31 3.7 3.3 2.6 4.1 3.7 2.9 5.316 5.320 4.625 5.820 5.420 4.725

span slab 180 31 4.1 3.7 3.0 4.5 4.1 3.3 6.320 6.120 5.425 6.520 6.220 5.525

2 hr160 36 3.8 3.4 2.7 4.2 3.7 3.0 5.520 5.825 4.825 5.520 5.925 5.225

190 36 4.2 3.8 3.0 4.6 4.1 3.3 6.125 6.125 6.032 6.925 6.525 6.032

XXSS The superscript is the diameter of bar required. One bar per deck trough - cover 25mm.

** Where º is shown no bar is required, in these cases extra reinforcement does not increase the span.

FibreFlor dosage




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ComFlor® 80 with mesh - Span table - normal weight concrete

MAXIMUM SPAN (m)with no extra reinforcements

Deck Thickness (mm)

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

(mm) 3.5 5.0 10.0 3.5 5.0 10.0

1 hr140 A252 4.2 3.6 2.5 4.5 3.8 2.7

Single 170 A252 4.0 4.0 2.8 4.2 4.2 3.0span slab

1.5 hr150 A393 4.1 3.6 2.5 4.4 3.7 2.6

& deck 180 A393 3.9 3.9 2.7 4.2 4.2 2.9

2 hr160 A393 4.0 3.1 2.3 3.8 3.1 2.3190 A393 3.8 3.6 2.4 4.1 3.5 2.5

1 hr140 A252 4.4 4.4 3.2 5.2 4.6 3.4

Double 170 A252 3.9 3.9 3.6 4.8 4.8 3.8 span slab

1.5 hr150 A393 4.2 4.0 3.0 4.8 4.1 3.1

& deck 180 A393 3.8 3.8 3.5 4.7 4.7 3.6

2 hr160 A393 4.1 3.6 2.7 4.2 3.6 2.8190 A393 3.7 3.7 3.1 4.7 4.2 3.2

1 hr140 A393 4.8 4.3 3.2 5.0 4.5 3.5170 A393 5.3 4.8 3.8 5.6 5.0 4.0

Double1.5 hr

150 A393 4.1 3.7 2.9 4.3 3.9 3.0span slab 180 A393 4.6 4.2 3.3 4.8 4.3 3.4

2 hr160 A393 3.7 3.4 2.6 3.8 3.4 2.8190 A393 4.1 3.8 3.0 4.2 3.9 3.1

No

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Technical Hotline

0845 30 88 330


Co

mFl

or®

80





Parameters assumed for quick reference span tablesMesh See notes on page 19. (Mesh is not required for

FibreFlor)
















MAXIMUM SPAN (m) MAXIMUM SPAN (m)with no extra reinforcements with a bar in the trough**

Deck Thickness (mm) Deck Thickness (mm)


(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 hr140 26 4.2 3.8 3.0 4.5 4.3 3.4 4.2º 4.212 4.220 4.5º 4.512 4.220

Single 170 26 4.0 4.0 3.4 4.2 4.2 3.8 4.0º 4.0º 4.012 4.2º 4.2º 4.216

span deck1.5 hr

150 31 3.4 3.1 2.4 3.8 3.4 2.7 4.112 4.116 4.120 4.416 4.416 4.420

& slab 180 31 3.8 3.5 2.8 4.1 3.8 3.1 3.8º 3.912 3.916 4.1º 4.216 4.216

2 hr160 36 3.4 3.1 2.5 3.8 3.5 2.8 4.016 4.116 4.120 4.316 4.320 4.325

190 36 3.8 3.5 2.8 4.1 3.8 3.1 3.8º 3.816 3.820 4.1º 4.116 4.120

1 hr140 26 4.4 4.2 3.2 5.1 4.7 3.7 4.4º 4.412 4.220 5.1º 5.216 4.320

Double 170 26 3.9 3.9 3.6 4.8 4.8 4.1 3.9º 3.9º 3.916 4.8º 4.8º 4.816

span deck1.5 hr

150 31 3.7 3.3 2.6 4.1 3.7 2.9 4.212 4.216 4.220 5.016 5.016 4.520

& slab 180 31 3.8 3.7 3.0 4.5 4.1 3.3 3.8º 3.7º 3.816 4.716 4.716 4.720

2 hr160 36 3.8 3.4 2.7 4.2 3.7 3.0 4.116 4.116 4.120 4.820 4.820 4825

190 36 3.7 3.7 3.0 4.6 4.1 3.3 3.7º 3.7º 3.720 4.6º 4.720 4.725

1 hr140 26 4.7 4.2 3.2 5.1 4.7 3.7 5.316 4.916 4.116 5.416 5.116 4.216

170 26 5.1 4.6 3.6 5.7 5.1 4.1 6.220 5.820 5.020 6.320 6.020 5.120

Double1.5 hr

150 31 3.7 3.3 2.6 4.1 3.7 2.9 5.316 5.320 4.625 5.820 5.420 4.725

span slab 180 31 4.1 3.7 3.0 4.5 4.1 3.3 6.320 6.120 5.425 6.520 6.220 5.525

2 hr160 36 3.8 3.4 2.7 4.2 3.7 3.0 5.520 5.825 4.825 5.520 5.925 5.225

190 36 4.2 3.8 3.0 4.6 4.1 3.3 6.125 6.125 6.032 6.925 6.525 6.032

XXSS The superscript is the diameter of bar required. One bar per deck trough - cover 25mm.

** Where º is shown no bar is required, in these cases extra reinforcement does not increase the span.

FibreFlor dosage




No

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ComFlor® 80 with mesh - Span table - normal weight concrete

MAXIMUM SPAN (m)with no extra reinforcements

Deck Thickness (mm)

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

(mm) 3.5 5.0 10.0 3.5 5.0 10.0

1 hr140 A252 4.2 3.6 2.5 4.5 3.8 2.7

Single 170 A252 4.0 4.0 2.8 4.2 4.2 3.0span slab

1.5 hr150 A393 4.1 3.6 2.5 4.4 3.7 2.6

& deck 180 A393 3.9 3.9 2.7 4.2 4.2 2.9

2 hr160 A393 4.0 3.1 2.3 3.8 3.1 2.3190 A393 3.8 3.6 2.4 4.1 3.5 2.5

1 hr140 A252 4.4 4.4 3.2 5.2 4.6 3.4

Double 170 A252 3.9 3.9 3.6 4.8 4.8 3.8 span slab

1.5 hr150 A393 4.2 4.0 3.0 4.8 4.1 3.1

& deck 180 A393 3.8 3.8 3.5 4.7 4.7 3.6

2 hr160 A393 4.1 3.6 2.7 4.2 3.6 2.8190 A393 3.7 3.7 3.1 4.7 4.2 3.2

1 hr140 A393 4.8 4.3 3.2 5.0 4.5 3.5170 A393 5.3 4.8 3.8 5.6 5.0 4.0

Double1.5 hr

150 A393 4.1 3.7 2.9 4.3 3.9 3.0span slab 180 A393 4.6 4.2 3.3 4.8 4.3 3.4

2 hr160 A393 3.7 3.4 2.6 3.8 3.4 2.8190 A393 4.1 3.8 3.0 4.2 3.9 3.1

No

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Technical Hotline

0845 30 88 330

Co

mFl

or®

80

ComFlor® 60 and 80


ComFlor® 60 and 80

ComFlor® 60 and 80For use in car parks


Uniquely for a composite floor profile

ComFlor® 60 and 80 can be manufactured with Colorcoat®

pre-finished steel coating to the underside. This is suitable for

situations where a visibly exposed soffit is required, such as in

multi-storey car parks. The ComFlor® soffit can be left exposed

or where further protection is required it can form the base

coat for further protective systems.

Use of (pre-finished) steel decking with

composite beams

Through deck welded shear studs cannot be used with

pre-finished deck, however various alternative options

are available.

1. Use shear connectors that are attached to the beams

without the need for welding. A number of connectors

that use shot-fired pins are available.

2. Weld the studs to the beams in the fabrication shop, prior

to applying the corrosion protection. With this solution

the decking is laid in single span lengths and butted up

to the studs.

3. Use non-composite beams.

4. Use a combination of non-composite secondary beams

and composite primary beams. The decking can then be

laid in continuous lengths across the secondary beams,

which are normal to the span of the primary beams.

Application example: ComFlor® in Car Parks

Corus ComFlor® composite floor decking offers the same

benefits to car parks as to other steel framed buildings.

Primarily these are speed of erection and reduced carriage

requirements. Furthermore the reduced structure weight,

height, and the provision of a working platform during

construction can be very significant advantages.

Durability of metal decking in car parks

Galvatite® is the standard protective coating for composite

steel decking, giving a sufficient level of corrosion

protection to the upper surface of the decking, provided

adequate provision has been made to prevent the ingress

of water (using reinforcement to control cracking, and

waterproofing to the top surface of the concrete). The top

deck of the car park should be waterproofed with a

traditional bituminous membrane or liquid applied seamless

coating. It is also good practice to treat other floors to

prevent ingress of water from above. Adequate falls and

drainage should be provided, to prevent the build up of

water on the slabs.

The underside of the decking may additionally be

pre-finished (such as ComFlor® with Colorcoat® Exterior

Flexible Polyester) or by using epoxy paint applied in situ,

in order to provide a contemporary appeal or additional

protection. Corus will provide advice on durability or future

maintenance depending on the preferred post-finish.

Car park roof

Car parks, but more importantly their users, will benefit from

protection against the external climate.

There is a growing trend to use a lightweight roof over the

top parking deck. This gives added protection to the top

floor of the car park allowing users to park in all weathers.

The aesthetic appeal of a car park can be significantly

enhanced by this method enabling the car park to blend in

with the urban environment. The long-term benefits of

reduced maintenance can far outweigh the initial cost of

this approach. The car parks at Aylesbury and Guildford

typify this method of construction.

Corus publication “Steel-framed car parks”

The comprehensive Corus brochure “Steel-framed car

parks”, is available free from Corus Construction &

Industrial tel: 01724 405 060.

This publication covers all aspects of steel-framed car park

design including outline, circulation, structural form, fire

resistance, durability, aesthetics and commercial viability.

Performance of ComFlor® 60 and 80 Soffit

The ComFlor® soffit is manufactured using Colorcoat®

Exterior Flexible Polyester pre-finished steel. The product

has good formability and durability in exterior application.

It has a Galvatite® substrate to BS EN 10326 with a zinc

metallic coating offering good corrosion resistance.

An overall prediction of soffit performance in a

semi-external environment is not possible due to the

variation in conditions that inevitably apply to different

applications.

The 25 micron polyester coating on its own will be

satisfactory in a dry and unpolluted environment (such as

would be expected on most car park soffits) and will only

require regular inspection or assessment after a period of

ten years.

For more challenging applications, an over-paint system

with a suitable performance specification could be applied

post construction. For further advice on sustainability

and suitable paint systems contact Corus technical hotline

on 0845 30 88 330.

ComFlor® 60 and 80 Use in Car Parks

Typical Properties Test Specification Test Values

1. Nominal coating thickness ECCA T1 25 microns

2. Gloss (600) ECCA T2 25-45%

3. Pencil hardness ECCA T4 2H

4. FlexibilityReverse Impact ECCA T5 16JMinimum Bend ECCA T7 4T diameter, 2T radius

5. AdhesionCross Hatch BS 3900/E2 100%

6. Corrosion resistanceSalt Spray ECCA T8 Galvatite® 500 hrsHumidity BS 3900/F2 Galvatite® 1000 hrsUV resistance (QUV-A) ECCA T10 Very good

7. Abrasion resistance (Taber) *1 ASTM D4060 <40mg

8. Scratch resistance BS 3900/E2 2500mg

9. Maximum continuous operating temperature 120ºC

10. Minimum forming temperature 20ºC

11. Surface spread of flame BS 476 Part 7 Class 1Notes to table:All figures are typical properties and do not constitute a specification*1 Loss at 250 Revs, 1000g load, CS 10 wheels.*2 N/A = Not applicable.

Technical Hotline

0845 30 88 330

Co

mFl

or®

80

ComFlor® 100


ComFlor® 100

• No temporary props

ComFlor® 100 can carry wet

concrete and construction loads to

4.5m without temporary propping,

(depending on slab depth) thereby

leaving a clear area beneath the

floor under construction. Further

savings of labour and prop hire are

also realised.

• Large concrete volume reduction

Although a deep slab is required,

the ComFlor® 100 profile greatly

reduces the volume of concrete

needed and thus the cost and

weight of concrete.

• Suitable for traditional

construction

ComFlor® 100 is suitable to be

placed onto masonry walls or

standard design non-composite

steel beams.



ComFlor® 100 has a very strong profile shape and offers

the capability to span up to 4.5 metres without props.

Designed particularly for Continental European

application, the ComFlor® 100 also brings considerable

benefits to the British designer looking for longer

unpropped spans. The profile is not suitable for use with

shear stud connectors.
























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

Project: Meppel Car Park, HollandMain Contractor: Aannemingsbedrijf Rottinghuis BVInstaller: Bijbouw BVPhoto courtesy of Dutch Engineering

Project: Piazza Mall, Eindhoven, Holland.Main Contractor: BC Hurks-Van SchijndelInstaller: Nedicom Dak-en Geveltechniek BVPhoto courtesy of Dutch Engineering

Technical Hotline

0845 30 88 330

Co

mFl

or®

100





Parameters assumed for quick reference span tablesMesh See notes on previous page.
















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 2.9Single

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

Single1.5 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



Single1.5 hr




No

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s


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 2.9Single


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


Single1.5 hr





Single1.5 hr




No

Tem

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rary

pro

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1 Li

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f Te

mp

ora

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rop

s

Technical Hotline

0845 30 88 330

Project: Da Vinci Zwolle offices, HollandMain Contractor: Veluwse Bouwondermeming BVInstaller: Welmecon BVPhoto courtesy of Dutch Engineering

Co

mFl

or®

100

FibreFlor Mesh Free Composite Floor SystemPartner

In recognition of the many practical

difficulties associated with the use of

traditional welded wire fabric in upper

floor construction and in response to

the ever increasing demands for

improved speed of construction,

improved quality and cost

effectiveness, Corus and Propex

Concrete Systems have joined forces

to develop FibreFlor.

FibreFlor is a combination of Novocon

high performance steel fibres and

Fibermesh micro-synthetic fibres

providing a unique three dimensional

concrete reinforcement solution for

composite metal decks and designed

to replace traditional welded wire

mesh.

By combining the attributes of both

types of fibre, FibreFlor provides

performance benefits over the entire

life span of the concrete – from

simplifying placement, to minimising

cracks in the plastic state, to

controlling cracks in the hardened

state, to providing years of

exceptional durability.

In the development of FibreFlor, it was

identified that many properties were

required to provide both an optimum

technical solution for the necessary

fire rating, but also practically in

providing a concrete solution that is

easily handled, pumped and finished.

The world leading brand of Fibermesh

micro-synthetic fibres are proven to

inhibit both plastic shrinkage and

settlement cracking. Additional

benefits include increased impact and

abrasion resistance together with

reduced permeability of the concrete.

Fibermesh micro-synthetic fibres are

also internationally proven to provide

resistance to explosive spalling, in the

event of fire.

Novocon high performance steel

fibres are proven to provide both a

high level of ductility to the concrete

and long term crack control. This

allows the load carrying capability to

replace traditional mesh

reinforcement. Testing approved by

the Steel Construction Institute

confirmed that FibreFlor also provided

longitudinal shear resistance in excess

of that provided by A393 steel wire

fabric.

FibreFlor reinforced composite metal

deck systems have been extensively

tested in accordance with BS EN

1365-2:2000 standards at NAMAS

certified fire test facilities, under the

guidance of the Steel Construction

Institute (SCI).

Results, analysed and approved by

the SCI, show that FibreFlor

reinforced composite metal deck

systems provide equivalent or

superior performance to traditional

wire mesh solutions with fire ratings of

up to two hours.

FibreFlorIntroduction

In recognition of the many practical

difficulties associated with the use of

traditional welded wire fabric in upper

floor construction and in response to

the ever increasing demands for

improved speed of construction,

improved quality and cost

effectiveness, Corus and Propex

Concrete Systems have joined forces

to develop FibreFlor.

FibreFlor is a combination of Novocon

high performance steel fibres and

Fibermesh micro-synthetic fibres

providing a unique three dimensional

concrete reinforcement solution for

composite metal decks and designed

to replace traditional welded wire

mesh.

By combining the attributes of both

types of fibre, FibreFlor provides

performance benefits over the entire

life span of the concrete – from

simplifying placement, to minimising

cracks in the plastic state, to

controlling cracks in the hardened

state, to providing years of

exceptional durability.

In the development of FibreFlor, it was

identified that many properties were

required to provide both an optimum

technical solution for the necessary

fire rating, but also practically in

providing a concrete solution that is

easily handled, pumped and finished.

The world leading brand of Fibermesh

micro-synthetic fibres are proven to

inhibit both plastic shrinkage and

settlement cracking. Additional

benefits include increased impact and

abrasion resistance together with

reduced permeability of the concrete.

Fibermesh micro-synthetic fibres are

also internationally proven to provide

resistance to explosive spalling, in the

event of fire.

Novocon high performance steel

fibres are proven to provide both a

high level of ductility to the concrete

and long term crack control. This

allows the load carrying capability to

replace traditional mesh

reinforcement. Testing approved by

the Steel Construction Institute

confirmed that FibreFlor also provided

longitudinal shear resistance in excess

of that provided by A393 steel wire

fabric.

FibreFlor reinforced composite metal

deck systems have been extensively

tested in accordance with BS EN

1365-2:2000 standards at NAMAS

certified fire test facilities, under the

guidance of the Steel Construction

Institute (SCI).

Results, analysed and approved by

the SCI, show that FibreFlor

reinforced composite metal deck

systems provide equivalent or

superior performance to traditional

wire mesh solutions with fire ratings of

up to two hours.


FibreFlor


FibreFlor

Above:Independent testing of ComFlor® 60 composite floordeck at the Namascertified fire test facility

Propex Concrete Systems (Formerly

SI Concrete Systems) are global

leaders in supplying fibres for

secondary concrete reinforcement to

the construction market.

With over two decades of innovating

and perfecting fibre reinforcement

solutions, Propex offers performance

benefits over the entire life span of

concrete - from simplifying placement

to minimising cracks in the plastic

state to controlling cracks in the

hardened state to providing years of

exceptional durability and fire resistant

benefits.

An international staff of fibre

reinforced concrete specialists have

expanded their quest to solve

concrete construction’s greatest

challenges in virtually every

application imaginable: slab-on-

ground, elevated slab, poured-in-

place walls, sprayed concrete, precast

and many more. The resulting

solutions have spawned a continually

growing list of pioneering firsts,

including fibrillated, monofilament and

macro-synthetic fibres as well as

engineered fibre combinations for

multifaceted applications.

A long-standing philosophy of

solutions-orientated innovations

ensures the delivery of the ultimate

combination of world-class concrete

reinforcement products and

world-class concrete specialists.

Technical Hotline

0845 30 88 330

Fib

reFl

or


Installation


Installation

Installation

Studwelders Ltd

Millennium House

Severnlink Distribution Centre

Newhouse Farm Industrial Estate

Chepstow

NP16 6UN

Tel: 01291 626048

Fax: 01291 629 979

Email: [email protected]

www.studwelders.co.uk

Northern Steel Decking Ltd

Aston House

Cambell Way

Redwall Close

Dinnington

Sheffield, S25 3QD

Tel: 01909 550 054

Fax: 01909 569 332

Email: [email protected]

www.northernsteeldecking.co.uk

Studwelders Limited and Northern

Steel Decking are the principal

installers of ComFlor® Composite

Floor Decking in mainland UK. Both

companies apply the highest standard

of design and efficient installation to

all projects, born from their extensive

experience in Britain and abroad.

Studwelders Limited and

Northern Steel Decking offer a supply

and install package on the ComFlor®

product range including stud welding

and FibreFlor concrete installation.

The design of safety netting systems

is provided by SWL Safety Netting

Services an associated company.

The erection and removal of safety

netting is in accordance with

BS 1263 parts 1 & 2.

For more information on supply

and installation packages, see

Studwelders or Northern Steel

Decking contact details below.

Inst

alla

tio

n



Installation

I

ORCHARM

Stamp

ORCHARM

Stamp

ORCHARM

Stamp

ORCHARM

Stamp

ORCHARM

Stamp


Design Information


Design Information

Shallow Composite Floor Decks Design Information

Shallow Composite Floor Decks Design Information

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 (inN/mm2). The concrete grade (C30/37)defines the (cylinder/cube strength) to EC3.

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 ofstandard mesh. Any bar reinforcement isignored.

The fire engineering method: The fireengineering method is of general application.The capacity assessment in fire is based ona single or double layer of standard mesh atthe top and one bar in each concrete rib.For the shallow decks, the programassumes the bar is positioned just below thetop of the steel deck. For ComFlor® 60 witha raised dovetail in the crest, the bar will beplaced below the dovetail.

The quick reference tables for shallowcomposite floors generally use the simplifiedfire design method (except CF100), whichutilises the anti-crack mesh as firereinforcement. Increased load spancapability under fire may be realised byincluding bar reinforcement and using the fireengineering method 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 takeninto account. Where ponding is taken intoaccount the deflection should not exceedthe span/130 or 30mm overall. The quickreference tables do take ponding intoaccount, if deflection exceeds Ds/10, orLe/180, and thus use span/130 or 30mm asa 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 compositeslab should be checked in accordance withthe Steel Construction Institute publicationP076: Design guide on the vibration offloors. The natural frequency is calculatedusing the self-weight of the slab, ceiling and

services, screed and 10% imposed loads,representing the permanent loads and thefloor.

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.

To determine the vibration response ofsensitive floors with improved accuracy,calculation methods are given in SCI / Coruspublication P354 “Design of Floors forVibration: A New Approach”. This enablesdesigners to compare the response with theacceptance levels in BS 6472 and ISO10137 for building designs and in the NHSperformance standard for hospitals, HTM 2045. For any assistance in vibrationdesign contact the Corus technical hotlineon 0845 30 88 330.

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 theultimate limit state and unfactored loads atthe serviceability limit state. Unfactored loadsare also 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 thisvalue (i.e. 0.75 kN/m2). Construction loadsare considered as imposed loads for thischeck.

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

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 maximumbeam 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. Firerequirements usually dictate slab depth. Formost applications, the imposed load on theslab will not limit the design.

Quick Reference and full design.

The combination of this manual andComdek software makes both quickreference and full design easy. Indicativedesign may be carried out from the printedtables, however the software greatlyincreases the scope available to the designengineer and allows the engineer to print afull set of calculations which can be used forsubmission to a Local Authority.

Anti-crack mesh

FibreFlor can be used to replace anti crackmesh. Where mesh is used, BS 5950 : Part4 recommends that it comprises 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. Themesh shown in the quick reference tablescomplies with EC4 and the design programdefaults to these values. The reduced BSmesh values may still be used by overridingthis default in the 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 controlin visually 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.

Forklift trucks

Where forklift truck (or other similar)concentrated loading) is expected 0.5%minimum percentage reinforcement shouldbe used over the supports and 0.2%elsewhere to control cracking. For furtherinformation refer to SCI AD150.

Exposed floors

Composite floors are usually covered byfinishes, flooring or a computer floor; andbecause cracking is not visible, light topreinforcement is adequate, typically 0.1% ofthe gross cross sectional area. Howeverwhere the composite slab is to be leftuncovered, e.g. for power trowelled floorfinishes, cracking, particularly over thebeams, may not be adequately controlled bythe light mesh usually provided. Thecracking has no structural significance, butthe appearance of it, and the possibility ofthe crack edge breakdown under traffic, maybe perceived as problems. In this case, referto Concrete Society publication, 'Cracking InComposite Concrete/Corrugated MetalDecking Floors Slabs' which provides validmesh sizing and detailing for specific crackwidth control. Where forklifts are to be usedalso refer to Steel Construction Instituteadvisory note 'AD 150, Composite Floors -Wheel Loads From Forklifts'. Bothpublications are available from our TechnicalAdvisory Desk.

Reduced mesh

Where EC4 mesh rules are used, asrecommended by Steel ConstructionInstitute and Corus, 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,for the rating required.

Bar reinforcement

The axis distance of bar reinforcement definesthe distance from the bottom of the ribs to thecentre of the bar, which has a minimum valueof 25 mm, and a maximum value of the profileheight. Where used, bar reinforcement isplaced at one bar per profile trough.

Transverse reinforcement

Corus 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 of the composite slaband shall not be less than 25N/mm2 for LWC or30N/mm2 for NWC. Similarly, the maximumvalue of concrete strength shall not be taken as greater than 40 for LWC or 50 for NWC.

Composite floor decking design is generally dictated by the construction stagecondition, the load and span required for service and the fire resistance required forthe slab. The deck design is also influenced by the composite beam design.

1.2m 1.2m

SupportBeam

SupportBeam

SupportBeam

1.2m 1.2m

Diagram showing full mesh area over supports

Density kg/m3

Wet Dry Modular Ratio

LWC 1900 1800 15

NWC 2400 2350 10

Technical Hotline

0845 30 88 330

Sha

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Centre Lineof Floor Beam

Centre Lineof Floor Beam

Deck Span

Transverse reinforced concrete beam strip

Longitudinal reinforcedconcrete beam strips

Effective span of transverse beam strips = 1.5do

do/2

do/2

do

do/2 do/2

Load paths and beam strips around medium to large openings


Design Information


Design Information

Shallow Composite Floor Decks Design InformationShallow Composite Floor Decks 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 45. 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. Thisis also the case if the openings are placedclose together.

Large

Openings greater than 700mm square -should be 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 isthe width of the opening in the directiontransverse to the decking ribs. Only theconcrete above the ribs is effective.

The transverse beam strips are assumed to besimply supported, and span a distance of 1.5do. The longitudinal beam strips are designedto resist the load from the transverse beamstrips, in addition to their own proportion ofthe 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.

Opening

A

B

B

A

Extra bars in slab (over the deck)

Extra bars in troughs

Reinforcement around opening

Extra bars in troughs Extra bars over deck

Section A-A Section B-B

Mesh

Technical Hotline

0845 30 88 330

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Shallow Composite Floor Decks Design InformationShallow Composite Floor Decks Design Information


Design Information

Headed studsWhen deck profile ribs are runningperpendicular to the steel beam i.e.compositely connected to the compositeslab, the capacity of headed studs should betaken as their capacity in a solid slab butmultiplied by the reduction factor “k”. Thecalculation method for “k” differs betweenBS5950 Part 3 and Eurocode 4.

Suitability of decksShear studs cannot be placed on profilestiffeners, however with ComFlor® 60 andComFlor® 80 the position of the stiffeners and

side lap allows central placement of studs. NB: ComFlor® 100 is not suitable for usewith shear 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 Practicefor Design and Construction” isrecommended by Corus for further reference.


Design Information

Design of shear studsComposite beam design.Savings in beam weight of up to 50% can beachieved when the composite slab iseffectively anchored to the steel beam. Theslab will then act as a compression flange tothe 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.

Shear stud specification19mm x 95mm (90mm length after weld)studs are used with ComFlor® 46, ComFlor®

51 and ComFlor® 60. 19mm x 130mm(125mm length after weld) studs are usedwith ComFlor® 80.

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

1 stud/rib 2 studs /rib

ComFlor® 46 & ComFlor® 51 - 1mm or less 0.85 0.70 1.00

ComFlor® 60 - 1mm or less 0.85 0.70 0.85

ComFlor® 46 & ComFlor® 51 - greater than 1mm 1.00 0.80 1.00

ComFlor® 60 - greater than 1mm 1.00 0.70 0.85

ComFlor® 80 0.66 0.46 0.56

CENTRAL STUDS*76mm = 4d for 19mm studs

25mm min, edge of stud to edge of beam

76*mmmin

Force applied to shear stud

Crushing

Top flange of beam Force applied to slab

Crushing

Centre welding of shear-connectors

Note 1At the time of print, the stud reduction factors inBS5950 Part3 and in the National Annex for EC4are subject to review, please check with ourTechnical Department to see if these figures arestill current.

THROUGH DECK WELDED STUD REDUCTION FACTOR k (see Note 1 below)

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

ComFlor® 46 & ComFlor® 51 1.00 0.80 1.00 0.80

ComFlor® 60 1.00 0.80 N/A* N/A*

ComFlor® 80 (125mm stud) 0.80 0.56 N/A* N/A*

*ComFlor® 60 and ComFlor® 80 profile ensures centre placed studs.

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Shallow Composite Floor Decks Construction Details CAD details can be downloaded from www.coruspanelsandprofiles.co.uk


Construction details



Shallow Composite Floor Decks Construction Details

Edge trim reference

Indicates cut plate245 mm wide

Indicates cut deck

Edge trimdimensions

F75

F75

Distance (mm)from centreline of tie member to Setting OutPoint (s.o.p.)of deckingfirst sheet.

X = distance (mm) from centreline ofbeam to edge of slab (parallel to deck span)

Y = distance (mm)from centreline of tiemember to edge of slab (perpendicular to deck span)

Indicates baywhich requirestemporarypropping.

94

245C P

F75

F75

X X

Beammember

centreline

Tiemember

dimensions

Y

Y

C D

6-10002107

Plan view of typical floor layout Deck notation

Number of sheets

Bundle number

PhaseFloor level

Span of decking

6-10002107

Decking lengths

Typical side detail

ComFlor® 80Floor Decking

YTie Member centres

For cantileversover 150mm,additionalreinforcementis required.See table on page 39 formaximumcantileverswithout props.

See typical plan fordimension ‘X’ & ‘Y’

Universal Beam

Edge trim

Cantileverdimension

Steel stud

25 min

Typical side detail Unsupported edge detail


XTie Member centres

Universal Beam

Edge trim

Restraint strapat 600mmcentres

Steel stud

25 min

Edge trim

Restraintstrap

Temporaryprop

Reinforcementas specified

100mmminimum

Timberbearer

50 min

Butt jointTypical end cantilever

Step in floor


Studs in pairs orstaggered where abutt joint occurs

Deck to be buttjointed overcentreline of beam

Edge of flangeto side of stud

X Beam centres

Restraint straps at600mm centres

Universal Beam Universal Beam

25 min

ComFlor® 80Floor Decking to extend toedge trim

ComFlor® 80Floor Decking to centreline ofbeam

RSA to be wideenough to providesufficient bearingand allow fixing ofdeck without foulingtop flange of beamabove

ComFlor® 80Floor Deckingwith a minimum50mm bearing

Dimension ‘X’ required

Maximum cantilever500mm, greater cantilevers requiretemporary props andadditional reinforcement or steelwork bracketsconnected to the Universal Beam

Steel stud ifapplicableEdge trim

fixed todeckingsheet

Edge trim fixedto align withedge of beam

Universal Beam

End detail

Universal Beam

ComFlor® 80Floor Decking to centreline of beam

For cantilevers over150mm additionalreinforcement isrequired. See table onpage 39 for maximumcantilever without props

X

25 mm min.

Beam centres

Edgetrim

Steel stud

Restraint strap

Cantileverdimension

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Construction detailsConstruction details

Shallow Composite Floor Decks Construction DetailsShallow Composite Floor Decks Construction DetailsCAD details can be downloaded from www.coruspanelsandprofiles.co.uk


End detail alternative 1 End detail alternative 2

Universal Beam

ComFlor® 51Floor Decking to extend to edge trim

X Beam centres

Edge trim

Stud on centrelineof beam

Restraintstrap at600mmcentres

Universal Beam

ComFlor® 51Floor Decking to centreline of beam

For Cantilevers over150mm additionalreinforcement is required.See table on p39 formaximum cantileverwithout props

X

20 mm min.

Beam centres

Edgetrim

Steel stud

Restraint strap

Cantileverdimension

Beam at perimeter wall

Universal Beam

Perimeterwall


X25 Beam centres

CE100 edgetrim leaving

room for25mm

Korkpak joint

Stud on centreline of beam

Restraint strap

Side cantilever with stub bracket Typical edge with plate

Universal Beam


Steel stub asdesigned bythe engineer

Edge Trim

Dimension required

Steel stud

Universal Beam


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

Y Beam centres

Edge trim

Restraintstrap

50 mmmin

Typical wall end detail

ComFlor® 80Floor Decking with 75mm (minimum)bearing onto wall

Overall wall dimension

Edge trim to alignwith edge of wall

100mm wallshown here

Typical wall side detail

ComFlor® 80Floor Decking with 75mm (minimum)bearing onto wall

Masonry fixing to wall at 500mm c/c

Edge trim to align with edge of wall

100mm wallshown here

Wall outer dimensions

Deck inside of wall detail

ComFlor® 80 Floor Decking with 50mm (minimum) bearingonto steel angle

Steel or wall to wall

10 mm min

Perimeter wall

RSA, RSC orUniversal Beam

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SiteworkSitework

Shallow Composite Floor Decks Sitework


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 ComFlor® 46, ComFlor® 60,ComFlor® 80 and ComFlor® 100.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:

Wind loading* Where temporary fixings, such as X-DAK,are used, wind loading should be checked,especially on exposed sites.

Telephone numbers of fixingssuppliersEJOT 0113 247 0880Erico 0118 958 8386Hilti 0800 886 100SFS 0113 208 5500

Filler BlocksProfiled foam fillers to close profiles areavailable from Paulamar 0141 776 2588.Dense rockwool profile fillers for fire andacoustic stopping may be sourced from AIM 01342 893 381.

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 strapsat 600mm centres, which are fixed to thetop of the deck profile, by steel pop rivets orself-drilling screws.

Shallow Composite Floor Decks Sitework

2 fixings per sheet

Deck fixing on ComFlor® 80

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

50mm

Steel Section

50mm

Steel Section

75mm

70mm

Masonry

70mm

Masonry

100mm

FIXING SPACINGS

ComFlor® 46 ComFlor® 51 ComFlor® 100& ComFlor® 60 ComFlor® 80

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

FIXING INFORMATION FOR SHALLOW DECKING

To Steel Heavy duty powder actuated fixings - Hilti ENP2 X-ENP-19 L15nail/Spit SBR14 or equivalent. For temporary fixing (i.e. where weld through shear studs are to be used) - Hilti PINDAK16*

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

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 50 115 150 185

200 x 100 130 160

250 x 50 100 135

300 x x 50 100

350 x x x 50

x - not recommended

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SiteworkSitework

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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 of adequate strength and construction[b] The temporary supports are placed atmidspan or at other suitable centres if moresupports per span are required. Pleasecontact our Technical Advisory Desk

[c] The spreader beams or timbers are to provide a minimum bearing width of l00mm.The spreaders must not deflect more than10mm and should be placed narrow edgeup, 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 atleast 100mm wide and should be proppedat no more than 1m centres. Sometimes thespecification may call for 150mm widebearers, as determined by the structuralengineer or concreting contractor.

Props should be stable without relying onfriction with the deck for laterial stability. Theend props in a row should be selfsupporting, and braced to the internal props.

Percussive drillingPercussive drilling into composite concreteslabs is not recommended, however smallscale rotary hammer drills are considered tobe satisfactory.

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 andcutting out the deck after concrete has cured.Larger openings require support trimmingsteel, which must be installed prior to thedecking. The decking is cut awayimmediately and the opening edges are thentreated like any other perimeter with edgetrim.

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

Timber shutter Dense polystyrene block

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 shankdiameter. Where rows of studs arestaggered, the minimum transverse spacingof longitudinal lines of studs should be 3d.The shear stud should not be closer than20mm to the edge of the beam. See page 36.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 Practicefor Design and Construction, P055 Design ofComposite Slabs and Beams with SteelDecking.

Mesh placementFirbreFlor can be used in place of anti crackmesh, which eliminates all mesh positionissues. However if reinforcing mesh is used,it is positioned towards the top of the slab.The top cover to the reinforcement meshshould be a minimum of 15mm and amaximum of 30mm. Support stools arerequired to maintain the correct mesh 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 hangersystemsThe dovetail shaped re-entrant rib onComFlor® 51 and the 15mm high raisedmini-dovetail re-entrant stiffener on ComFlor® 60 and ComFlor® 80 profiles allowfor the quick and easy suspension of ceilingand services, using either of the twofollowing suspension systems.

(a) Threaded wedge nut fixings

Wedges are dovetail shaped steel blocks,which are threaded to take metric bolts orthreaded rods. The wedge nut hangersystem is installed after the concrete of thecomposite slab has been poured and ishardened.

InstallationFor installation of the system, wedge nutsare inserted into the raised re-entrants of theprofile before being rotated 90 degrees, afterwhich the dovetail shaped wedge nuts willlock into the dovetail re-entrants undervertical loading. Finally, the bolts or threadedrods are finger tightened up to the roof ofthe re-entrants and mechanically tightened.

(b) GTD-clip hangar fixings

GTD-clip hangar fixings are cold formed thinsteel hangers with circular openings in thesoffit to take metric bolts, threaded rods orfurther pipe clamp hangers. The system isinstalled after the composite slab has beenpoured and the concrete is sufficientlyhardened.

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.After releasing the two ends 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® 60

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 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


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Shallow Composite Floor Decks SiteworkShallow Composite Floor Decks Sitework

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 of adequate strength and construction[b] The temporary supports are placed atmidspan or at other suitable centres if moresupports per span are required. Pleasecontact our Technical Advisory Desk

[c] The spreader beams or timbers are to provide a minimum bearing width of l00mm.The spreaders must not deflect more than10mm and should be placed narrow edgeup, 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 atleast 100mm wide and should be proppedat no more than 1m centres. Sometimes thespecification may call for 150mm widebearers, as determined by the structuralengineer or concreting contractor.

Props should be stable without relying onfriction with the deck for laterial stability. Theend props in a row should be selfsupporting, and braced to the internal props.

Percussive drillingPercussive drilling into composite concreteslabs is not recommended, however smallscale rotary hammer drills are considered tobe satisfactory.

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 andcutting out the deck after concrete has cured.Larger openings require support trimmingsteel, which must be installed prior to thedecking. The decking is cut awayimmediately and the opening edges are thentreated like any other perimeter with edgetrim.

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

Timber shutter Dense polystyrene block

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 shankdiameter. Where rows of studs arestaggered, the minimum transverse spacingof longitudinal lines of studs should be 3d.The shear stud should not be closer than20mm to the edge of the beam. See page 36.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 Practicefor Design and Construction, P055 Design ofComposite Slabs and Beams with SteelDecking.

Mesh placementFirbreFlor can be used in place of anti crackmesh, which eliminates all mesh positionissues. However if reinforcing mesh is used,it is positioned towards the top of the slab.The top cover to the reinforcement meshshould be a minimum of 15mm and amaximum of 30mm. Support stools arerequired to maintain the correct mesh 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 hangersystemsThe dovetail shaped re-entrant rib onComFlor® 51 and the 15mm high raisedmini-dovetail re-entrant stiffener on ComFlor® 60 and ComFlor® 80 profiles allowfor the quick and easy suspension of ceilingand services, using either of the twofollowing suspension systems.

(a) Threaded wedge nut fixings

Wedges are dovetail shaped steel blocks,which are threaded to take metric bolts orthreaded rods. The wedge nut hangersystem is installed after the concrete of thecomposite slab has been poured and ishardened.

InstallationFor installation of the system, wedge nutsare inserted into the raised re-entrants of theprofile before being rotated 90 degrees, afterwhich the dovetail shaped wedge nuts willlock into the dovetail re-entrants undervertical loading. Finally, the bolts or threadedrods are finger tightened up to the roof ofthe re-entrants and mechanically tightened.

(b) GTD-clip hangar fixings

GTD-clip hangar fixings are cold formed thinsteel hangers with circular openings in thesoffit to take metric bolts, threaded rods orfurther pipe clamp hangers. The system isinstalled after the composite slab has beenpoured and the concrete is sufficientlyhardened.

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.After releasing the two ends 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® 60

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 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

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ComFlor® 210


ComFlor® 210

• With cross and longitudinal

stiffeners, ComFlor® 210 is

structurally efficient and offers

excellent composite action with the

concrete.

• Simple single bar reinforcement in

each trough, combined with

anti-crack mesh near the top of the

concrete slab gives the composite

slab superb structural strength and

fire properties.

• The nestable profile shape reduces

transport and handling costs.

• Up to 2 hours fire rating with

unprotected soffit.

ComFlor® 210Deep Composite Profile


The original SlimFlor long span steel deck, ComFlor® 210

has the capability to span up to 6 metres in unpropped

construction. Suitable for use in Corus Slimdek®

construction, which offers minimal structural depth,

fast construction and many other benefits.




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










Where forklift truck (or other similar) concentratedloading) is expected 0.5% minimum percentagereinforcement should be used over the supportsand 2% elsewhere to control cracking. Forfurther information refer to Design Notes on page 54 or SCI AD150.




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


Weight of Concrete (kN/m2)Concrete


Project: Steel Study House, Zoetermeer, HollandMain Contractor: Prince Cladding BVInstaller: Prince Cladding BVPhoto courtesy of Dutch Engineering

Project: Three Sisters Pub, Breda, HollandMain Contractor: Cuppens Aannemers BVInstaller: JG Systeembouw BVPhoto courtesy of Dutch Engineering

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Co

mFl

or®

210




ComFlor® 210 Normal Weight Concrete - quick reference tables ComFlor® 210 Lightweight Concrete - quick reference tables



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 4.7Single 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

Single 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

Single 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

No

Tem

po

rary

pro

ps

1 Li

ne o

f Te

mp

ora

ry p

rop

s2

Line

s o

f Te

mp

ora

ry p

rop

s

Mesh See notes on previous page.





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


Concrete grade The concrete is assumed to be grade 35 with amaximum aggregate size of 20mm. The wet weightof concrete is taken to be normal weight 2400kg/m3

and lightweight 1900 kg/m3. The modular ratio is 10for normal weight and 15 for lightweight concrete.

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

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.





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 5.0Single 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

Single 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

Single 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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Technical Hotline

0845 30 88 330

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ComFlor® 225


ComFlor® 225

• ComFlor® 225 deck is a state of the

art cold formed profile design

offering fully optimised composite

and load carrying characteristics.

• The re-entrant section to the top

flange of the profile enhances

composite action and offers easy

services attachment.

• The deck is designed to offer

flexible service integration (as

described in Steel Construction

Institute publication “Service

Integration in Slimdek®”).


unprotected soffit.


Developed specifically for Corus Slimdek® system,

ComFlor® 225 offers up to 6.5 metres unpropped span.

Corus Slimdek® engineered flooring solution is a unique

structural floor system which uses Asymmetric SlimFlor

Beams, where the bottom flange is wider than the top

flange. The ComFlor® 225 steel deck bears on the lower

flange of the beam which results in a minimal overall floor

depth, the concrete that surrounds the beam provides

composite action without the need for shear studs, and

fire protection to the beam. The Slimdek® system is fast,

eliminates temporary props, is structurally optimised and

saves on cladding costs.

The system also reduces building height or enables extra

floors to be built.

Comflor® 225 Design Information

37.5

19530

37.5

27.5

Cover width 600mm

238

8

400

500

100

32.6

27.5

32.6

5


1. Deck and beam deflection (i.e. pondingis not allowed for in the table.















ComFlor® 225 Composite Slab - Volume & Weight






1.25 1.21 0.17 2118 107.00 968.00 30.80 30.80

Technical Hotline

0845 30 88 330

Main photo (left): Project: Platinum Point Apartments,Leith DocksMain Contractor: Gregor ShawInstaller: Northern Steel Decking

Bottom Left: Project: St. George’s Island Apartments, Manchester. Main Contractor: Dandara plcInstaller: Northern Steel Decking

Top Left: Project: Residential apartments, City Centre, Plymouth. Developer: Prestige Homes SW LtdSteel fabricator: SIAC Tetbury Steel Ltd

Co

mFl

or®

225

ComFlor® 225


ComFlor® 225

• ComFlor® 225 deck is a state of the

art cold formed profile design

offering fully optimised composite

and load carrying characteristics.

• The re-entrant section to the top

flange of the profile enhances

composite action and offers easy

services attachment.

• The deck is designed to offer

flexible service integration (as

described in Steel Construction

Institute publication “Service

Integration in Slimdek®”).


unprotected soffit.


Developed specifically for Corus Slimdek® system,

ComFlor® 225 offers up to 6.5 metres unpropped span.

Corus Slimdek® engineered flooring solution is a unique

structural floor system which uses Asymmetric SlimFlor

Beams, where the bottom flange is wider than the top

flange. The ComFlor® 225 steel deck bears on the lower

flange of the beam which results in a minimal overall floor

depth, the concrete that surrounds the beam provides

composite action without the need for shear studs, and

fire protection to the beam. The Slimdek® system is fast,

eliminates temporary props, is structurally optimised and

saves on cladding costs.

The system also reduces building height or enables extra

floors to be built.

Comflor® 225 Design Information

37.5

19530

37.5

27.5

Cover width 600mm

238

8

400

500

100

32.6

27.5

32.6

5


1. Deck and beam deflection (i.e. pondingis not allowed for in the table.















ComFlor® 225 Composite Slab - Volume & Weight






1.25 1.21 0.17 2118 107.00 968.00 30.80 30.80

Technical Hotline

0845 30 88 330

Main photo (left): Project: Platinum Point Apartments,Leith DocksMain Contractor: Gregor ShawInstaller: Northern Steel Decking

Bottom Left: Project: St. George’s Island Apartments, Manchester. Main Contractor: Dandara plcInstaller: Northern Steel Decking

Top Left: Project: Residential apartments, City Centre, Plymouth. Developer: Prestige Homes SW LtdSteel fabricator: SIAC Tetbury Steel LtdInstaller: Studwelders

Co

mFl

or®

225





















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sComFlor® 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

Single 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

Single 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


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

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s

ComFlor® 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


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

Single 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


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

Technical Hotline

0845 30 88 330

Co

mFl

or®

225





















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ComFlor® 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


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


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


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


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

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sComFlor® 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


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


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

Single 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


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

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Co

mFl

or®

225

Deep composite floor decksOur 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® systemThis system comprises asymmetric Slimflor®

beams (ASB) and deep ComFlor® 225decking.

The principle of Slimdek® is that the steeldeck (and thus the composite concrete slab)bears on 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 thanbottom flange.

Slimflor® fabricated beam (SFB), which is a Universal Column section with a wide flange platewelded to its underside.


Design Information


Design Information

Deep Composite Floor Decks Design Information

Deep Composite Floor Decks Design Information

Deep Composite Floor Decks will be considered where longer span (4m plus) floor slabs arerequired. When combined with the Slimdek® system by Corus, deep decks are designed toachieve a very shallow overall structural floor.

Rectangular hollow Slimflor® beam (RHSFB), which is arectangular 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 deckingsupport the loads as non-compositesections. During the second stage 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 tobe determined, as a function of the coverrequired for the beams and the decking.

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

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

Slimdek® beam designThe design of the beams in the Slimdek®

system is presented in The Corus Slimdek®

Manual and Design Software which isavailable from Corus Construction 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, asit would be overly conservative to apply thefull load of 1.5kN/m2 over the entire span.The effect of concrete ponding should betaken into account (by increasing the selfweight of the slab) if the deflection underself-weight alone exceeds the lesser ofspan/180 or 20mm.

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

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

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

Reduced construction load0.75 kN/m2 x 1.6

Self weight x 1.4

3m

Clear span + 0.075m

Construction load1.5 kN/m2 x 1.6

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Deep Composite Floor Decks Design InformationDeep Composite Floor Decks Design Information


Design Information


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 ASBor Slimflor beams.

The reinforcing bars in the troughs of thedecking provide additional tensile area tothat provided by the decking, and thusenhance the bending resistance of thecomposite 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 ofthe beams. 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 considerationsgoverning the choice of slab depth is therequired fire resistance period. Minimumdepths are given above as a function of theconcrete type and fire resistance requiredand are based on insulation requirements.

The fire engineering method: The capacityassessment in fire is based on a single ordouble layer of standard mesh at the topand one bar in each concrete rib. ForComFlor® 210 or ComFlor® 225 decking, thebar is placed at an axis distance, dependenton the fire resistance period. The axisdistance must not be less than 70mm. Tomaximise fire resistance capacity the axisdistance needs to be 70, 90 and 120mm(from the soffit of the deck) for 60, 90 and120 mins. fire resistance, respectively.However where fire resistance is not thelimiting factor it may be more effective for theaxis distance to be at the minimum.

Reduced mesh

Where EC4 mesh rules are used, asrecommended by The Steel ConstructionInstitute and Corus Panels and Profiles, thefull stipulated mesh applies to the slab 1.2meither side of every support. Outside of this,i.e. in the midspan area, the mesh area maybe halved (to 0.2% for propped and 0.1%for unpropped construction), provided thereare no concentrated loads, openings etc. tobe considered. Also the reduced midspanmesh must be checked for adequacy underfire, for the rating required.

Vibration

The dynamic sensitivity of the composite slabshould be checked in accordance with theSCI publication P076: Design guide on thevibration of floors. The natural frequency iscalculated using the self-weight of the slab,ceiling and services, screed and 10% imposedloads, representing the permanent loads andthe floor self weight.

In the absence of more appropriateinformation, the natural frequency of thecomposite slab should not exceed 5Hz fornormal office, industrial or domestic usage.For designs using ComFlor® 225 or ComFlor® 210 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 shouldbe given to the system frequency of the flooras a whole if the natural frequency of the slaband/or the supporting beam is less than 5Hz.

For design to the Eurocodes, the 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 thishigher load used in the calculation.

Partial continuity

Partial continuity for deep decking: Tests haveshown that the ComFlor® 225 or ComFlor®

210 composite slabs supported on a steelbeam and provided with adequately detailedcontinuity mesh reinforcement over the steelbeam support exhibits a degree of continuityat the support. The beneficial effect of partialcontinuity at the supports may be taken intoaccount by specifying CONTINUOUS in theSpan Type field. When this option is specified,the following assumptions are made by thedesign 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 meshreinforcement is increased to a minimum of0.4% of the cross-sectional area of theconcrete topping in order to develop sufficientcontinuity 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 ComFlor® 225 decking facilitates the fixingof services and suspended ceilings. Hangarscan be used to support services running eitherparallel or perpendicular to the decking span.The new adjustable Lindapter Slimdek® 2fixing is designed for use with ComFlor® 225to accommodate variances encountered onsite and enable secure suspension of servicesdirectly from the underside of the ComFlor® 225 composite floor decking.Installation of Lindapter Slimdek® 2 is fast andaccurate every time and is carried out withoutspecialist tools or skills because the productslots easily into the re-entrant channel and islocked mechanically with a 180° turn of aspanner. Variable drop rod position and lateraladjustability along the re-entrant channelpermit unhindered alignment of service runs,whilst the shallow fixing depth enablespipework, ducting, electrical equipment andcable tray to run within the structural floorspace. The assembly consists of a main bodyand a M6, M8 and M10 V-Nut. The LindapterSlimdek® 2 has a 3:1 factor of safety and asafe working load of 1kN. 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 withinthe floor slab will necessitate careful designand planning. The following summarises theoptions that are available to the designer:

Openings up to 300 mm x 300 mm can beaccommodated anywhere in the slab over acrest section of the deck, normally without

needing additional reinforcement.

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

Openings up to 1000 mm wide x 2000 mmlong may be accommodated by removing onerib (maximum) of the decking, fixing suitableedge trims and providing additionalreinforcement to transfer forces from thediscontinuous rib. The slab should bedesigned as a ribbed slab in accordance withBS 8110, with decking being used aspermanent formwork. Guidance may be foundin the Corus 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 adjacentto a beam (L/8), the beam should be designedas non-composite. A close grouping ofpenetrations transverse to the span directionof the decking should be treated as a singlelarge opening.

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 sizeopenings in the slab

Verticalreaction

Slip betweendeck and concrete

Longitudinalshear bond

Bar reinforcement Stressdistribution

Tension in deckingand bar reinforcement

Concrete incompression

Mid spanSupport

Diagram showing full mesh area over supports100mm

100mm

50øL

12øL25

øL

øL

1.2m 1.2m

SupportBeam

SupportBeam

SupportBeam

1.2m 1.2m

CONCRETE THICKNESS ABOVE DECK

Fire resistance NWC LWC

60min 70mm 60mm

90min 80mm 70mm

120min 95mm 80mm

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Deep Composite Floor Decks Construction Details CAD details can be downloaded from www.coruspanelsandprofiles.co.uk

Deep Composite Floor Decks Construction Details





50 mm min

ComFlor® 225Floor Decking 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 280ASB136and 300ASB153

Beam centres

ComFlor® 225 End diaphragm

Asymmetric SlimFlor Beam

End fixing onto ASB

Side fixing onto ASB

Perimeter with trim


20 mm min


Beam centres

50 mm min


Beam centres125 min

Edge trim

Restraint strap at 600mm centres

150 max




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

ComFlor® 225Deck cut along

top sectiononly

Beam centres

Asymmetric SlimFlor Beam Closure flashing

165-185100 min

ComFlor®

225Deck cutalong topsection only

Beam centres


Closure flashing

370-405100 min

ComFlor® 225Deck cut alongtop section only

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

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Deep Composite Floor Decks Construction DetailsDeep Composite Floor Decks Construction DetailsCAD details can be downloaded from www.coruspanelsandprofiles.co.uk





Notations used on deck layout drawing

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 decking6-55554105

Z2

94

Steel trims

End fixing onto RHS Side fixing onto RHS

50

20

190

90(150 max)

90(150 max)

Slab depth

50 min (steel)

75 min(blockwork)

50

220

Beam centres


75 ComFlor® 225 Floor Deckingwith 75mm minimum bearingonto steelwork100

Beam centres

RHS with steel plate(300x200 RHS shown here)

60030

ComFlor® 225 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


ComFlor® 225 Floor Decking with 100mm bearing (75 min)

75 min




75 min


A minimum gap of100mm is required toallow fixing

Blockwall width




75

Blockwall width

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

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Side LapsThe new side lap on ComFlor® 225 requiresstitching at 500mm centres; see furtherinformation under Deck Fixing (previouspage).

With both profiles, where the first and lastsheet lands on a support, the edge of thesheet must be fixed to the support at600mm centres.

ComFlor® 210 side laps are to be stitched at350mm centres with 5.5mm diameter selfdrilling screw, 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 theComFlor® 210 is being used as formworkonly.

Deep Composite Floor Decks Sitework


Sitework


Sitework

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

1 heavy duty shot fired pin pertrough for fixing into steelwork

Deck top

Beam top

View from above

Health and SafetyComFlor® 225 decking must be installed bycontractors approved by Corus, andComFlor® 210 should only be installed bycontractors experienced in fixing long spansteel decking.

It is the responsibility of the contractor toprovide safe working procedures for theinstallation of deep decking on any particularproject and to provide a risk assessment tothe main contractor.

Reference should be made to the BCSApublication “Installation of Deep Decking”.

Installation of deep deckingsThe following general guidelines should alsobe followed to maximise health and safetyon site

1. Diaphragms should where reasonablypracticable be fitted from a safe workingplatform or from below from a MEWP or aplatform access system.

2. The side lap on ComFlor® 225 has beenmodified to allow the sheets to be laid inboth directions (rather than the singledirection laying as previously). Sheetsshould now be laid always away from thepack so that operatives are working froma deck platform, considerably reducingthe requirement to carry the deck acrossisolated beam tops.

3. Deck cutting should be carried out as thelast operation in each bay. Thus it can becarried out on a safe working platform ofpreviously laid deck.

End DiaphragmsSteel end diaphragms, as manufactured byCorus, are essential for both deep decksystems to ensure the structural integrity ofthe deck. The end diaphragms, are fixed firstand are supplied in lengths of 1800 mm, tocover three of our deep deck profiles. Theyare fixed 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. Type1 has one 160mm diameter hole; Type 2 hasone elongated 160mm diameter hole tomake opening 320mm wide x 160mm high.

Unpunched single diaphragms are alsoavailable. Where the deep deck lands onto asupport at a rake, the single diaphragms areused doubled up, and adjusted on site totake up the extra length required due to thefact that the end of the deck is at a raked

angle to the support rather than at rightangles.

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

Deck FixingThe decking sheets are manually loweredindividually onto the beams. In the Slimdek®

system, the end bearing of the sheetsshould be 50 mm; the flange widths aresuch 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 ComFlor®

225 is two per trough, one on both sides of

the centre dovetail section. ComFlor® 210requires one main fixing per trough.

Where ComFlor® 210 deck is being usedwith Asymmetric SlimFlor Beams, the topflange of the profile must be notched backby 50mm, so that the concrete can beobserved passing between the enddiaphragm and the beam to allow concreteto flow into the beam. (ComFlor® 225 issupplied pre-punched).

The crown of the deck sheet is fixed to thetop of the diaphragms using two self drillingscrews for ComFlor® 225, or one self drillingscrew for ComFlor® 210.

When fixing to other types of supports suchas reinforced concrete, or load bearing walls,2 suitable fixings must be used in eachComFlor® 225 trough (one per ComFlor® 210trough), as for the steel supports.

The new symmetrical side lap does notprovided a positive engagement, whichmeans that the underlap requires somesupport during the installation of seamfixings. Methods of achieving this includeusing a standard Irwin Vise-Grip LockingWelding Clamp (see www.irwin.com), or asimple lever under the underlap.

Telephone numbers of fixings suppliers

EJOT 0113 247 0880Hilti 0800 886 100Lindapter 0127 452 1444SFS 0113 208 5500

End diaphragm for ComFlor® 210

End diaphragm for ComFlor® 225

Comflor® 210 shear clip

Deep Composite Floor Decks Sitework

FIXING INFORMATION FOR DEEP DECKING

To Steel Heavy duty powder actuated fixings - Hilti X-ENP-19 L15nail/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


End fixing 2 per trough 1 per trough

Side laps 1 fixing through top flat of 1 fixing with shear clip atsmall dovetail at 500mm c/c 350mm c/c

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

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Edge DetailsThe steelwork must be stable andadequately restrained with support for thedeck around columns and openings. TheCorus Panels and Profiles deep decking canbe easily cut, and fitted, to accommodatecolumns and other awkward shapes. Wherethere is no supporting steelwork, bracketsfixed to the column will have to be used forlocal 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 alignwith the parallel supports. Supplied in 3mlengths as standard, and offered in thicknessof 1.2mm to 2.0mm, the edge trims are fixedto the perimeter steel beams, using thesame shot fired fasteners that secure thedeck. The upper leg is strapped to the crown of the profile, to prevent buckling during theconcrete pouring operation.

CantileversOur deep decks can be cantilevered in itslength up to 500mm 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 mustbe assessed, for the final stage, inaccordance with BS8110 Part 1, todetermine whether additional reinforcementis 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 70mmfrom the base of the trough. This distancecan increase to 90 or 120mm (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 beamsfor crack control purposes.

Any shear studs that are required (to makeSFBs or RHSFBs composite) may be weldedto these sections during fabrication, becausethey do not interfere with the decking. If theyare to be welded on site, the precautionsand procedures outlined on page 28 shouldbe considered.

Deep Composite Floor Decks SiteworkDeep Composite Floor Decks Sitework


Sitework


Sitework

Temporary PropsIn instances when the design spans exceedthe construction stage capacity of thedecking, it is necessary to support theweight of the wet concrete and constructionloads, by using additional temporarysupports. The supports should offer acontinuous bearing of at least 100mm widthto the underside of the deck. wheretemporary supports are used it is importantthat: The timbers and supports are ofadequate 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. Props should bestable without relying on friction with thedeck for laterial stability. The end props in arow should be self supporting, and bracedto the internal props.

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

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

Unsupported edgesAll unsupported edges must be propped,and may require additional reinforcement.

TEMPORARY PROPS

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

Slab Depth Bearer Depth(mm) (mm)

280 150320 200360 250

Dense polystyrene block for opening

Timber shutter for opening

Fit restraint straps at 600mm c/c to prevent any bowing of edge trim.

Edgetrim

depth(mm)

EDGE TRIMS SELECTOR

Maximum Cantilever (mm)

Galv. Steel Edge trim thickness (mm)

1.6 2.0

270 100 135300 50 100350 x 50400 x 50

x = not recommended

Temporary support using an ’Acrow’ type prop

Technical Hotline

0845 30 88 330

Slim

dec

kIn

form

atio

n

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

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

Mesh

Concrete

Reinforcement

Formwork

ConcreteSlabDepth

ProfileHeight

Formwork


Formwork

• The steel decking supports the wet

concrete and construction loads.

• Temporary propping can be

eliminated.

• The concrete slab requires

full structural bar or mesh

reinforcement.

• The wide range of Corus formwork

profiles ensure the optimum solution

is available.

Formwork(non-composite)Permanent Formwork Profile Range


We manufacture a range of five profiles which are used

as permanent formwork. Permanent formwork remains

in situ for the life of the building but, unlike composite

flooring profiles, it does not act as reinforcement in the

concrete slab.

Formwork (non-composite)Corus Permanent Formwork Profile Range

Concrete Usage Table

Weight of Concrete (kN/m2)

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

100mm 150mm 200mm

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.

Maximum Span (m) Single or Double span

Concrete Slab Depth above profile0Profile 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

Cover width 960

87.5 72.5

32

16027

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

Technical Hotline

0845 30 88 330

Form

wo

rk


Reference


Reference

Transport & Handling References - Health & Safety

For general information on Transport,Handling and Storage, refer to the relevantCorus Panels and Profiles leaflet, containedwithin the main ring binder.

Information of particular interest tocomposite flooring contractors is givenbelow.

Receiving decking

Composite floor decking is packed intobundles of up to 24 sheets, and the sheetsare secured with metal banding. Eachbundle may be up to 950mm wide (theoverall width of a single sheet) by 750 mmdeep, and may weigh up to 2.5 tonnes,depending on sheet length (average weightis about 1.5 tonnes). Loads are normallydelivered by articulated lorries approximately16 m long with a maximum gross weight ofup to 40 tonnes, and a turning circle ofapproximately 19 m. The main contractorshould ensure that there is suitable accessand appropriate standing and off-loadingareas.

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 maincontractor) immediately upon arrival. Inparticular, the stated sheet thickness shouldbe checked against the requirementspecified on the contract drawings, and avisual inspection should be made to ensurethat there is no damage.

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 preparedto receive the decking before lifting thebundles onto it. The top surface of theunderlying beams should be reasonablyclean. When thru-deck welding of shearstuds is specified, the tops of the flangesshould be free of paint or 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 onthe same side. This will enable the deckingto be laid progressively without the need toturn the sheets. The bundles should also bepositioned in the correct span orientation,and not at 90o to it. Care should be taken toensure that the bundles are not upsidedown, particularly with trapezoidal profiles.The embossments should be oriented sothat they project upwards.

Placement of decking

The breaking open of bundles andinstallation of decking should only begin if allthe sheets can be positioned and secured.This will require sufficient time and suitableweather. The decking layout drawing shouldalso be checked to ensure that anytemporary supports that need to be inposition prior to deck laying are in place.

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

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

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

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

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

Cutting sheets

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

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

British StandardsThe design guidance given in this brochureand 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 fordesign of composite slabs with profiledsteel sheeting.

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

composite construction: Section 3.1:1990. Code of practice for design ofsimple and continuous compositebeams.

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

steelwork in building: Code of practice fordesign of light gauge profiled steelsheeting.

Fire Resistance4. BS 5950: Part 8 2003. Structural use of

steelwork in building: Code of practice forfire resistant design.

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

concrete: Code of practice for designand construction.

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

Reinforcement7. BS 4483: 2005 Specification for steel

fabric for the reinforcement of concrete.

8. BS 4449: 2005 Specification for carbonsteel bars for the reinforcement ofconcrete.

9. BS 4482: 2005 Steel wire for thereinforcement of concrete productsspecification.

Eurocode 3 and 4

10. EC3 ENV 1993 - 1 - 3: 2001 Design ofsteel structures. Supplementary rules forcold formed thin gauge members andsheeting.

11. EC4 ENV 1994 - 1 - 1: 1994 Design ofComposite steel and concretestructures. General rules for building.

12. EC4 ENV 1994 - 1 - 2: 2001 Design ofcomposite steel and concrete structures.Structural fire design.

13. SCI - P - 076 : Design guide on thevibration of floors. SCI in association with CIRIA (1989).

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

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

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

Respiratory HazardsFumes containing oxides of iron and zinc areproduced during welding or flame cuttingand if inhaled these may cause metal fumefever; 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≥(8 hours TWA) and 10mg/m≤(10 minutes TWA). (OE recommendation)

Summary of Protective MeasuresWear adequate gloves and protectiveclothing and safety goggles.Ensure adequate ventilation and usepersonal protective 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.

Installation of deep decksSee advice on page 58 for special healthand safety considerations regardinginstallation of deep decks.

General Safety PointsFollow the good practice outlined here andin SCI publications.

● Always fix deck securely before using as aworking platform.

● Steel end diaphragms, as manufactured by Corus Panels and Profiles, are essentialfor both deep deck systems to ensure thestructural 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.


Technical Hotline

0845 30 88 330


Reference


Reference

Transport & Handling References - Health & Safety

For general information on Transport,Handling and Storage, refer to the relevantCorus Panels and Profiles leaflet, containedwithin the main ring binder.

Information of particular interest tocomposite flooring contractors is givenbelow.

Receiving decking

Composite floor decking is packed intobundles of up to 24 sheets, and the sheetsare secured with metal banding. Eachbundle may be up to 950mm wide (theoverall width of a single sheet) by 750 mmdeep, and may weigh up to 2.5 tonnes,depending on sheet length (average weightis about 1.5 tonnes). Loads are normallydelivered by articulated lorries approximately16 m long with a maximum gross weight ofup to 40 tonnes, and a turning circle ofapproximately 19 m. The main contractorshould ensure that there is suitable accessand appropriate standing and off-loadingareas.

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 maincontractor) immediately upon arrival. Inparticular, the stated sheet thickness shouldbe checked against the requirementspecified on the contract drawings, and avisual inspection should be made to ensurethat there is no damage.

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 preparedto receive the decking before lifting thebundles onto it. The top surface of theunderlying beams should be reasonablyclean. When thru-deck welding of shearstuds is specified, the tops of the flangesshould be free of paint or 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 onthe same side. This will enable the deckingto be laid progressively without the need toturn the sheets. The bundles should also bepositioned in the correct span orientation,and not at 90o to it. Care should be taken toensure that the bundles are not upsidedown, particularly with trapezoidal profiles.The embossments should be oriented sothat they project upwards.

Placement of decking

The breaking open of bundles andinstallation of decking should only begin if allthe sheets can be positioned and secured.This will require sufficient time and suitableweather. The decking layout drawing shouldalso be checked to ensure that anytemporary supports that need to be inposition prior to deck laying are in place.

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

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

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

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

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

Cutting sheets

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

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

British StandardsThe design guidance given in this brochureand 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 fordesign of composite slabs with profiledsteel sheeting.

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

composite construction: Section 3.1:1990. Code of practice for design ofsimple and continuous compositebeams.

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

steelwork in building: Code of practice fordesign of light gauge profiled steelsheeting.

Fire Resistance4. BS 5950: Part 8 2003. Structural use of

steelwork in building: Code of practice forfire resistant design.

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

concrete: Code of practice for designand construction.

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

Reinforcement7. BS 4483: 2005 Specification for steel

fabric for the reinforcement of concrete.

8. BS 4449: 2005 Specification for carbonsteel bars for the reinforcement ofconcrete.

9. BS 4482: 2005 Steel wire for thereinforcement of concrete productsspecification.

Eurocode 3 and 4

10. EC3 ENV 1993 - 1 - 3: 2001 Design ofsteel structures. Supplementary rules forcold formed thin gauge members andsheeting.

11. EC4 ENV 1994 - 1 - 1: 1994 Design ofComposite steel and concretestructures. General rules for building.

12. EC4 ENV 1994 - 1 - 2: 2001 Design ofcomposite steel and concrete structures.Structural fire design.

13. SCI - P - 076 : Design guide on thevibration of floors. SCI in association with CIRIA (1989).

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

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

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

Respiratory HazardsFumes containing oxides of iron and zinc areproduced during welding or flame cuttingand if inhaled these may cause metal fumefever; 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≥(8 hours TWA) and 10mg/m≤(10 minutes TWA). (OE recommendation)

Summary of Protective MeasuresWear adequate gloves and protectiveclothing and safety goggles.Ensure adequate ventilation and usepersonal protective 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.

Installation of deep decksSee advice on page 58 for special healthand safety considerations regardinginstallation of deep decks.

General Safety PointsFollow the good practice outlined here andin SCI publications.

● Always fix deck securely before using as aworking platform.

● Steel end diaphragms, as manufactured by Corus Panels and Profiles, are essentialfor both deep deck systems to ensure thestructural 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.


Reference

Comdek Software

Project: Hoofdkantoor ING AmsterdamPhoto courtesy of Dutch Engineering

Download instructions

The comprehensive Comdek software

for the design of composite floor

slabs, is freely available, to all

professionals who register, at:

www.coruspanelsandprofiles.co.uk/

comdek

Use of the design program

All the variables start with a default

value, however check or input new

variables on both Datasheet 1 and

Datasheet 2. When satisfied click

analyse to run the calculations.

Job details may be entered for a

formal printout.

It is not necessary to put in shear

connectors (shear studs) for the

composite slab design (shear

connectors are used primarily for the

benefit of the beam not the slab).

However if shear connectors are to be

used, then the design software allows

end anchorage to be accounted for

which in some cases will improve the

load capacity of the composite slab.

Before accepting a particular design as

satisfactory, it is highly advisable to print

out the calculations and check that all

the input parameters are correct.

Design criteria and methods

The design program has been

produced by the Steel Construction

Institute on behalf of Corus Panels

and Profiles.

Help function on disc

The Help function on the design

program contains all the detailed

information that is used to produce

the calculations.

Professional support

Corus Panels and Profiles maintains a

friendly technical advisory desk, which

is freely available to all consulting

engineers and contractors to assist in

composite flooring design issues.

The Corus technical hotline is

available on 0845 30 88 330.


ComFlor® in ConstructionCorus has over 40 years experience servingthe building envelope market and, throughCorus Panels and Profiles, it produces thewidest range of structural steel and metalcladding materials in the UK constructionindustry.As the voice of authority for the structural market, Corus extends itsknowledge and expertise to CPD seminars.

The ComFlor ® in Construction CPD seminar provides an invaluableinsight into the use of composite floor decks. It addresses the keyissues to be considered when specifying a structural composite floor:

• Spanning• Concrete usage• Health and Safety implications• Acoustics

It also looks at:• FibreFlor in Construction• Impact on building lifecycle costs• Sustainability and environmental impact• Case study examples

Duration1 hour

Also availableLiteratureMaterial SamplesSoftware Demo

Areas coveredNational &Ireland

Contact detailsCorus technical hotline

T: 0845 30 88 330F: 01684 856 601E: technical@coruspanelsandprofiles.co.ukwww.coruspanelsandprofiles.co.uk

CPD Seminar

Reference

Technical Hotline

0845 30 88 330

www.coruspanelsandprofiles.co.uk

Corus Panels and ProfilesSevern Drive Tewkesbury Business ParkTewkesbury GloucestershireGL20 8TXTel: +44 (0) 1684 856600Fax: +44 (0) 1684 856601E-mail: [email protected]: technical@coruspanelsandprofiles.co.ukwww.coruspanelsandprofiles.co.uk

CP&PCFD:5000:UK:7/2008

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

Suggestions for, or descriptions of, the enduse or application of products or methods ofworking are for information only and CorusUK Limited and its subsidiaries accept noliability thereof. Before using productssupplied or manufactured by Corus UK Ltdand its subsidiaries the customer shouldsatisfy themselves of their suitability.

ComFlor, Slimdek and Colorcoat areregistered trademarks of Corus.

Copyright 2008

comflor manual october08 corus

Documents

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multi storey car parks