EuroDEK™

Technical Manual
EuroDEK™
EuroDEK™ is an advanced composite floor slab profile now available and manufactured
in Malaysia. Formed from hot dipped zinc plated thin gauge steel sheet, the EuroDEK™
profile has been carefully designed to optimize performance when acting as permanent
shuttering to support wet concrete slabs. The profile design, with its repetition module of
152.5 mm allows thinner gauges of EuroDEK™ to be specified than with wider spaced
ribs on similar profiles.

EuroDEK™ is not only a convenient shuttering system as it also bonds with the concrete,
both chemically and mechanically, to act as all or part of the structural reinforcement in
the composite floor slab. This composite action is achieved without the need for any end
anchorage in the form of shear studs due to the regularly spaced embossments along
the top of the profile and its re-entrant shape which prevents vertical separation of the
concrete from the steel.

Extensive fire testing of the profile has been carried out in the UK to assist in the
development of unified design rules. These tests were instrumental in the development
of BS 5950 : Part 8: 1990 which all fire designs now follow.

Available in a range of gauges from 0.8 mm up to 1.2 mm, EuroDEK™ is the composite
floor decking profile of choice for international design offices around the world. This
Technical Manual is offered as an introduction to the design and use of EuroDEK™ for
Engineers and Specifiers. Additional assistance is available from European Profiles
Contracting Sdn Bhd at their Head Office in Rawang.

EuroDEK™
EuroDEK™
Technical Manual
COMPOSITE FLOOR DECKING
The full benefits of steel framed building design are realised when composite floor
decking is used in unpropped construction. Using this construction method allows
the contractor maximum flexibility in programming works and minimises the number
of obstructions to following trades. It is therefore the construction stage, when the
decking profile is supporting wet concrete and construction personnel, that dictates
the choice of decking gauge for most design applications.

Composite floor decking is fast to install and uses a minimum of labour. This can
contribute towards overall economies on the total building cost, whilst reducing the
risk of accidents associated with labour intensive operations. For high rise
construction with unpropped decking consider the following sequence :

1) Deliver deck for Level 1 and load bundles on to the frame. This operation is most
efficiently performed before beams for Level 2 are installed as they may obstruct
the crane access.
2) Deliver deck for Level 2 and load bundles on to the frame.
3) Deliver deck for Level 3 and load bundles on to the frame.
4) Spread out the decking at Level 3 and secure in place. This will provide a
protective layer for the workplace below, providing protection from falling objects
as well as shelter from sun and rain.
5) Spread out the decking at Levels 1 & 2 whilst erecting steel and delivering deck
bundles for Levels 4, 5 & 6. The decking at Level 3 allows these operations to
proceed at the same time.

6) Repeat steps 4 & 5 for subsequent levels in 3 storey increments.

EuroDEK™
Technical Manual
DESIGN
When considering the use of a composite floor slab, reference can be made to the
tables contained within this brochure or to the company's technical department for
complimentary advice. Outlined below is a brief guide to the design considerations
that are taken into account.
Initial Sizing
• The SLAB DEPTH should be deep enough for the desired fire rating.
• The SPAN / DEPTH RATIO should not exceed 35:1

Construction Stage
• DEFLECTION is limited to span / 130 after the full effects of ponding are taken
into account.
• For continuous sheets the NEGATIVE BENDING MOMENT is calculated and, if
applicable, reduced to a residual level on formation of a plastic hinge.
• For both single and continuous sheets, the POSITIVE BENDING MOMENT is
calculated and checked against the known sheet capacity.
• WEB BUCKLING is checked where the sheeting passes onto both end and
intermediate supports.
• Combined effects of BENDING and BUCKLING are checked at intermediate
supports. The bearing stresses have the effect of reducing the resistance of the
sheet to applied loading when compared with a pure bending situation.
• Immediately adjacent to both end and intermediate supports, the WEB SHEAR
capacity is checked.

Composite Stage
In the composite slab analysis, all slabs are considered as simply supported.
• DEFLECTION due to IMPOSED LIVE LOADS is limited to span / 350.
• DEFLECTION due to TOTAL IMPOSED LOADS is limited to span / 250.
• POSITIVE BENDING is checked against the capacity of the fully composite
section. In addition, the effects of SHEAR BOND on the horizontal interface
between concrete and decking must be analysed as the full moment capacity can
seldom be mobilised.
• VERTICAL SHEAR through the concrete in the troughs of the composite slab is
checked adjacent to the supports.

Fire Limit State

• Where the slab passes over the top of intermediate beams, the load capacity of
the slab is evaluated by comparison with fire test results using FIRE METHOD A.
• In all instances, the moment capacity required in the fire limit state is calculated
and reinforcing bars detailed in accordance with FIRE METHOD B. Method B
takes account of reduced materials properties as a result of elevated
temperatures.
EuroDEK™
Technical Manual
UNPROPPED CONSTRUCTION
Maximum unpropped spans are achieved when the EuroDEK™ sheets are detailed to
be continuous over two or more spans. This allows the negative bending resistance of
the profile to be fully mobilised. Full scale testing of EuroDEK™ sheeting in a two span
configuration at the British Steel Test Centre in South Wales has allowed the true
resistance of the profile to be taken into consideration when preparing the safe span
tables presented here.

Where circumstances dictate that the sheeting be used in single span configurations, the
maximum permissible spans will be reduced due to the greater flexibility during
construction.

The construction stage so dominates the design that the final composite slab is often
capable of carrying far greater loads than required. In the following table it can be seen
2
that load carrying capacity in excess of 15 kN/m is common.

Unpropped Construction Tables

Multiple Span Condition Single Span Condition
Deck Slab
Gauge Depth Shutter Imposed Load (kN/m2) Shutter Imposed Load (kN/m²)
Only 7.5 10.0 15.0 Only 7.5 10.0 15.0
100 3.12 3.12 3.03 2.40 2.75 2.75 2.75 2.40
120 2.96 2.96 2.96 2.69 2.59 2.59 2.59 2.59
125 2.92 2.92 2.92 2.77 2.56 2.56 2.56 2.56
0.8 140 2.81 2.81 2.81 2.81 2.46 2.46 2.46 2.46
150 2.74 2.74 2.74 2.74 2.40 2.40 2.40 2.40
170 2.62 2.62 2.62 2.62 2.29 2.29 2.29 2.29
200 2.47 2.47 2.47 2.47 2.16 2.16 2.16 2.16
100 3.35 3.35 3.24 2.56 3.00 3.00 3.00 2.56
120 3.18 3.18 3.18 2.89 2.87 2.87 2.87 2.87
125 3.15 3.15 3.15 2.98 2.83 2.83 2.83 2.83
0.9 140 3.04 3.04 3.04 3.04 2.73 2.73 2.73 2.73
150 2.98 2.98 2.98 2.98 2.66 2.66 2.66 2.66
170 2.87 2.87 2.87 2.87 2.54 2.54 2.54 2.54
200 2.73 2.73 2.73 2.73 2.39 2.39 2.39 2.39
100 3.50 3.50 3.33 2.74 3.00 3.00 3.00 2.74
120 3.35 3.35 3.35 3.12 3.08 3.08 3.08 3.08
125 3.31 3.31 3.31 3.21 3.04 3.04 3.04 3.04
1.0 140 3.20 3.20 3.20 3.20 2.94 2.94 2.94 2.94
150 3.14 3.14 3.14 3.14 2.89 2.89 2.89 2.89
170 3.02 3.02 3.02 3.02 2.77 2.77 2.77 2.77
200 2.88 2.88 2.88 2.88 2.61 2.61 2.61 2.61
100 3.50 3.50 3.41 2.98 3.00 3.00 3.00 2.98
120 3.66 3.66 3.66 3.50 3.26 3.26 3.26 3.26
125 3.62 3.62 3.62 3.62 3.23 3.23 3.23 3.23
1.2 140 3.50 3.50 3.50 3.50 3.12 3.12 3.12 3.12
150 3.43 3.43 3.43 3.43 3.06 3.06 3.06 3.06
170 3.31 3.31 3.31 3.31 2.95 2.95 2.95 2.95
200 3.15 3.15 3.15 3.15 2.81 2.81 2.81 2.81

General notes on Construction tables

1. The spans indicated are from centre to centre of supports which are assumed to be
of minimum width 100 mm.
3 3
2. Concrete density is taken to be 2400 kg/m during construction, 2350 kg/m after
curing.
2
3. During construction, a live load allowance of 1.5 kN/m has been included to account
for construction personnel and lightweight equipment.
EuroDEK™
Technical Manual
PROPPED CONSTRUCTION
W here unpropped construction is not possible or soffit deflections are to be
minimised during construction, then temporary props may need to be considered. It
is recommended that temporary props be left in position until the concrete has reached at
least 75% of its intended design strength. Early removal of props can be detrimental to the
overall performance of the composite slab as the vital shear bond between concrete and
decking may be weakened due to deflection of the immature slab. This deflection can
also cause cracking of the concrete where it passes over support beams. Prop removal
will always allow deflection to take place and will lead to a slight dishing effect on the top
surface of the slab. For this reason, it is recommended that some forms of finishes are
applied to the slab after props are removed.

Propped Construction Tables

Single Line of Props

Slab 2
Deck Shutter Imposed Load (kN/m )
Depth
Gauge Only 7.5 10.0 15.0
100 3.00 3.00 3.00 2.41
120 3.60 3.60 3.49 2.71
125 3.75 3.75 3.59 2.79
0.8 140 4.20 4.20 3.88 3.01
150 4.50 4.50 4.07 3.16
170 5.10 5.10 4.42 3.44
200 5.02 5.02 4.90 3.84
100 3.00 3.00 3.00 2.57
120 3.60 3.60 3.60 2.92
125 3.75 3.75 3.75 3.01
0.9 140 4.20 4.20 4.20 3.26
150 4.50 4.50 4.41 3.43
170 5.10 5.10 4.81 3.75
200 5.42 5.42 5.35 4.19
100 3.00 3.00 3.00 2.75
120 3.60 3.60 3.60 3.15
125 3.75 3.75 3.75 3.25
1.0 140 4.20 4.20 4.20 3.54
150 4.50 4.50 4.50 3.73
170 5.10 5.10 5.10 4.10
200 5.71 5.71 5.71 4.61
100 3.00 3.00 3.00 2.98
120 3.60 3.60 3.60 3.50
125 3.75 3.75 3.75 3.63
1.2 140 4.20 4.20 4.20 4.02
150 4.50 4.50 4.50 4.29
170 5.10 5.10 5.10 4.81
200 6.00 6.00 6.00 5.35

4. In calculating deflections during construction, the effects of ponding are taken into
2
account in an iterative procedure. A temporary live load of 0.5 kN/m is included in
deflection calculations to account for non recoverable deflections caused by the
construction personnel.
5. Deflections are limited to span/130 in accordance with BS 5950:Part 4:1994.
6. A span to depth ratio limit of 35:1 is imposed.
7. Concrete is grade C30.
8. Composite slabs are designed as simply supported with nominal crack control fabric
over the supports.
EuroDEK™
Technical Manual
FIRE ENGINEERING DESIGN
Design of composite floor slabs in the fire limit state is covered by BS 5950: Part 8:
1990. This code of practice uses fire engineering techniques to design fire resistance
into the slab and dispense with the need for soffit protection. By following the guidelines
in the tables that follow a significant saving on project costs may be achieved.

Design principles

Insulation
To ensure temperatures on the top surface of the slab do not rise excessively due
to fire below the soffit

Integrity
Compartmentalisation. To ensure that the slab does not allow the penetration of
smoke and flames from one compartment to another.

Stability
To ensure that the structure remains standing without endangering the lives of people
during the period of evacuation and firefighting.

Full scale fire test on EuroDEK™ floor slab at

Warrington Fire Research Centre (UK)
EuroDEK™
Technical Manual
Minimum Slab Depth

To satisfy the insulation requirement without the need for any soffit protection, the
total composite slab depth when using EuroDEK™ should not be less than the
nominal figures given in the table below. Two sets of figures are given in the
table, one for each of the two design methods described below. W hen using
Method A, note that the slab thickness is increased compared to Method B for a two hour
fire rating. Method A has not been proven to be applicable beyond 2 Hours.

Minimum permissible Slab Depths (mm) for Fire Engineering Design is

1
Fire Rating Period (Hrs) 1/2 Hr 1 Hr 1 / 2 Hr 2 Hr 3 Hr 4 Hr

Overall Method A 100 100 110 140

Depth (mm) 100 110 125 150 170
Method B 100

Fire Tests
During the development of both the EuroDEK™ profile and the British Standard code of
practice for design, a number of full scale fire tests have been carried out at UK and
European Fire Test Centres. Listed below are the most significant of these tests
together with a brief description of their performance.

WRCSI 21809 4 hrs 125 mm slab with mineral fibre protection

1
WRCSI 23887 1 / 2 hrs 130 mm slab , 12 mm bars @ 152 centres
WRCSI 23927 2 hrs 155 mm slab , 16 mm bars @ 152 centres
1
Warres 35965 1 / 2 hrs 120 mm LWC slab with A6 fabric only
Warres 43405 2 hrs 150 mm LWC slab with A7 fabric only
EuroDEK™
Technical Manual
Method A
This is a simplified method applicable only where the floor slab has continuity
over intermediate beams. The slab contains no reinforcement other than the stated
fabric which doubles as a crack control mesh. Under fire conditions, the slab gains
its strength from the fabric acting in tension over the supports.

This method is consistent with BS 5950:Part 8:1990 and is supported by full scale
tests carried out at Warrington Fire Research Centre in the UK. It is applicable to
fire ratings up to 2 hours maximum.

Method A
Fire rating for EuroDEK™ Slab achieved with top mesh only.
No other reinforcement.

KLCC Convention Center

EuroDEK™
Technical Manual
Table A
Maximum permissible span for Fire Engineering Method A designs

1 Hr 1-1/2Hr 2 Hr
Imposed Slab
Load Depth A6 A7 A6 A7 A7 A8

kN/mm 2 mm m m m m m m

100 2.78 2.78

120 3.31 3.31 2.83 2.83
125 3.34 3.97 2.85 2.85
5.0 140 3.43 4.07 3.37 3.99 3.30
3.49 4.10 3.42 4.06 3.35 3.98
150
170 4.10 4.10 3.45 4.09
200 4.10 4.10 3.50 4.10

100 2.50 2.50

120 3.00 3.00 2.56 2.56
125 3.03 3.60 2.59 2.59
6.7 140 3.12 3.71 3.06 3.63 3.00
150 3.19 3.78 3.12 3.71 3.06 3.63
170 3.90 3.82 3.16 3.75
200 4.08 4.00 3.30 3.93

100 2.14 2.14

120 2.58 2.58 2.20 2.20
125 2.61 3.10 2.23 2.23
10.0 140 2.71 3.21 2.65 3.14 2.60
150 2.76 3.28 2.71 3.22 2.65 3.15
170 3.41 3.33 2.76 3.27
200 3.58 3.52 2.90 3.45

Notes to Table A
• The fabric sizes refer to the wire diameter in millimeters.
• All 'A' type fabrics consist of wires welded on a 200 x 200 square grid.
• The fabric should be positioned in the top of the slab with typically 25 mm of concrete
cover above the wires over support beams. Draping of the mesh is permitted but is not
compulsory.
• Lapping and end anchorage of the fabric should follow conventional practice.
EuroDEK™

Technical Manual
Method B
This method can be applied universally, either on its own or in combination with Method A for
isolated or exceptional spans. In addition to the crack control fabric, reinforcing bars are designed
and detailed in to the soffit of the slab to act in tension under positive bending conditions. Method B

Method B
Fire rating for EuroDEK™ Slab achieved with top
mesh plus reinforcing bars in every or alternate
troughs.

Notes to table B
• Bar size/spacing combinations are arranged in ascending order of cross-sectional of
steel provided.
• All reinforcement is assumed to consist of high yield deformed bars with a minimum yield
2
strength of 460 N/mm .
• Imposed loads include all live and dead loads other than slab self weight which can be
ignored when reading the tables. Load factors are taken as 1.0 throughout.
EuroDEK™

Technical Manual
Maximum permissible span for Fire Engineering Method B designs
1 HOUR

Imposed Slab Reinforcing Bars (Diameter / Spacing)

Load Depth 8 mm 10 mm 8 mm 12 mm 10 mm 16 mm 12 mm
@ 305 @ 305 @ 152 @ 305 @ 152 @ 305 @ 152
100 2.05 2.55 2.83 3.04 3.48 3.55 3.55
120 2.33 2.93 3.27 3.50 4.03 4.25 4.25
125 2.39 3.01 3.36 3.59 4.15 4.42 4.42
5.0 140 2.55 3.21 3.61 3.86 4.47 4.95 4.95
150 2.65 3.33 3.76 4.01 4.66 5.26 5.30
170 2.82 3.54 4.00 4.27 4.98 5.62 5.92
200 3.03 3.80 4.29 4.58 5.38 6.07 6.28
100 1.84 2.30 2.55 2.74 3.13 3.55 3.55
120 2.11 2.65 2.96 3.17 3.65 4.14 4.25
125 2.17 2.73 3.05 3.26 3.76 4.26 4.42
6.7 140 2.33 2.92 3.29 3.51 4.07 4.60 4.82
150 2.42 3.04 3.43 3.66 4.25 4.80 5.04
170 2.59 3.24 3.66 3.91 4.57 5.15 5.42
200 2.79 3.50 3.96 4.22 4.96 5.60 5.86
100 1.58 1.97 2.18 2.34 2.68 3.04 3.13
120 1.82 2.28 2.55 2.73 3.14 3.56 3.71
125 1.87 2.35 2.63 2.81 3.25 3.67 3.83
10.0 140 2.01 2.53 2.85 3.04 3.52 3.98 4.17
150 2.10 2.64 2.98 3.18 3.69 4.17 4.37
170 2.26 2.83 3.20 3.41 3.99 4.50 4.73
200 2.46 3.08 3.48 3.71 4.37 4.92 5.08

1 ½ HOUR

Reinforcing Bars (Diameter / Spacing)

Imposed Slab
Load Depth 8mm 10 mm 8mm 12 mm 10 mm 16 mm 12 mm
@ 305 @ 305 @ 152 @ 305 @ 152 @ 305 @ 152
120 2.25 2.81 3.16 3.35 3.89 4.25 4.25
125 2.31 2.88 3.25 3.44 4.00 4.42 4.42
5 .0 140 2.46 3.08 3.49 3.69 4.30 4.82 4.95
150 2.56 3.19 3.62 3.83 4.48 5.01 5.29
170 2.72 3.40 3.85 4.07 4.79 5.36 5.67
200 2.92 3.65 4.14 4.37 5.16 5.78 6.13
120 2.03 2.55 2.86 3.03 3.52 3.95 4.14
125 2.09 2.62 2.95 3.12 3.63 4.07 4.27
140 2.24 2.80 3.18 3.36 3.92 4.38 4.62
6.7 150 2.33 2.91 3.30 3.49 4.09 4.57 4.83
170 2.49 3.11 3.53 3.73 4.39 4.91 5.20
200 2.69 3.36 3.82 4.02 4.76 5.32 5.65
120 1.75 2.19 2.46 2.61 3.03 3.40 3.56
125 1.80 2.26 2.54 2.69 3.13 3.51 3.68
140 1.94 2.43 2.75 2.91 3.39 3.80 4.00
10.0 150 2.03 2.53 2.87 3.04 3.55 3.97 4.19
170 2.18 2.72 3.08 3.26 3.84 4.29 4.54
200 2.37 2.96 3.36 3.54 4.19 4.68 4.97

2 HOUR
Reinforcing Bars (Diameter / Spacing)
Imposed Slab
Load Depth 8mm 10 mm 8mm 12 mm 10 mm 16 mm 12 mm
@ 305 @ 305 @ 152 @ 305 @ 152 @ 305 @ 152
125 2.00 2.48 2.83 2.97 3.48 3.87 4.11
140 2.14 2.65 3.03 3.17 3.74 4.14 4.42
5.0 150 2.22 2.75 3.14 3.29 3.89 4.30 4.60
170 2.36 2.92 3.34 3.49 4.14 4.59 4.92
200 2.54 3.13 3.59 3.75 4.44 4.91 5.31
125 1.81 2.25 2.57 2.70 3.16 3.51 3.73
140 1.95 2.41 2.76 3.40 2.89 3.77 4.03
6.7 150 2.02 2.51 2.87 3.00 3.55 3.93 4.20
170 2.16 2.68 3.06 3.20 3.79 4.20 4.51
200 2.34 2.89 3.31 3.45 4.09 4.53 4.89
125 1.56 1.94 2.22 2.32 2.72 3.02 3.22
140 1.68 2.09 2.39 2.50 2.95 3.27 3.49
10.0 150 1.76 2.18 2.49 2.60 3.08 3.41 3.65
170 1.89 2.34 2.68 2.79 3.31 3.67 3.94
200 2.06 2.54 2.91 3.04 3.60 3.98 4.30
EuroDEK™

Technical Manual
METAL DECK DETAIL

Staggered Studs at
EuroDEK™ butt joint

Typical cantilevered
EuroDEK™ detail Typical edge detail

Typical Edge Trim side

cantilevered

Typical details at change in

span direction of
EuroDEK™
Edge support for EuroDEK™ at
concrete core wall

Through-deck welded Shear Stud in

EuroDEK™ slab

Additional support for EuroDEK™ at

beam splice