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<strong>Technical</strong> <strong>Manual</strong><br />
The difference is…<br />
www.rlsd.com
2<br />
…innovation, commitment, support.<br />
www.rlsd.com
For a service with a difference, choose<br />
Richard Lees Steel Decking, the UK<br />
specialist steel decking company<br />
with a 50 year history of innovation in<br />
structural flooring products. In fact, ours<br />
is a service which has delivered results<br />
worldwide, with major projects in over<br />
30 countries, including some of the<br />
world’s most prestigious buildings.<br />
A commitment to excellence drives<br />
every aspect of our work, from the<br />
innovation that has seen us introduce<br />
a number of ‘firsts’, to producing<br />
top quality products. Perhaps that’s<br />
why Holorib has become the generic<br />
term for steel decking in the UK and<br />
consistently outsells any other profile in<br />
the UK range. Based on our extensive<br />
experience of working at height, we’ve<br />
even created our own safety net division.<br />
On-going development partnerships<br />
to create new products and services<br />
have introduced the Resotec vibration<br />
damping system and synthetic fibre<br />
reinforced concrete to the UK market.<br />
This is a service that’s as complete as<br />
it is reassuring; with all the support<br />
you need from initial advice to<br />
complete installation.<br />
The difference is…<br />
Richard Lees Steel Decking<br />
3
Advantages of steel decking:<br />
Steel decking acts as permanent or ‘lost’ shuttering for suspended in situ concrete floor or roof slabs in new<br />
or refurbished buildings. On most projects, it will act as all, or part, of the tensile bottom reinforcement for the<br />
concrete slabs, hence the term ‘composite’.<br />
The use of steel decking is especially suitable for fast construction methods. Quick to install, simple, and an ideal<br />
complement to steel framed structures make steel decking ideal for both high and low rise buildings. Steel decking<br />
is also used to speed up and simplify the construction of brickwork, blockwork and concrete framed buildings.<br />
• Up to 4 hours’ fire resistance with exposed<br />
soffit can be designed.<br />
• Composite construction reduces steelwork frame weight.<br />
• Lower dead load reduces frame and foundation loading.<br />
• Stiffens steelwork supporting frame.<br />
• Cover for following trades.<br />
4 www.rlsd.com<br />
• Provides a safe working platform.<br />
• Easily cut and fitted to awkward shapes.<br />
• Minimal site storage requirements.<br />
• Needs no (or minimal) propping.<br />
• Ceilings and services can be easily<br />
suspended using standard fixings.
Contents Steel decking product range page 6<br />
Section properties and notes to tables page 7<br />
Resotec page 16<br />
Fibre reinforced concrete page 18<br />
Guidelines for concrete producers page 26<br />
Shaping the London skyline page 28<br />
Architectural impact across the UK page 34<br />
Guidance notes for design and fixing page 38<br />
Deckspan design software page 46<br />
5
6<br />
Steel Decking Product Range<br />
the original:<br />
Holorib<br />
less concrete<br />
Ribdeck E60<br />
longer spans<br />
Ribdeck 80<br />
shallow slabs<br />
efficient designs<br />
Ribdeck AL<br />
Holorib<br />
• Re-entrant profile.<br />
• Available in the UK since 1972.<br />
• The UK’s most widely specified steel decking profile.<br />
• Simple to detail and install.<br />
• Virtually continuous plain soffit finish.<br />
• Excellent load carrying capacity on the finished slab.<br />
• Use Holorib for its great versatility and strength.<br />
Ribdeck E60<br />
• Trapezoidal profile.<br />
• Fast to install – 1.0m cover width.<br />
• Designed to minimise concrete volume.<br />
• Use Ribdeck E60 to reduce the<br />
overall cost of a floor slab.<br />
www.rlsd.com<br />
Ribdeck 80<br />
• Trapezoidal profile.<br />
• Longer unpropped spans.<br />
• Excellent bond to the concrete for<br />
greater load carrying capacity.<br />
• Use Ribdeck 80 to reduce the number<br />
of steel members in a frame.<br />
Ribdeck AL<br />
• Trapezoidal profile.<br />
• Shallowest slabs to satisfy fire<br />
insulation requirements.<br />
• Use Ribdeck AL to minimise<br />
ribbed soffit slab depth.<br />
Registered trademarks:<br />
Ribdeck and Deskspan are registered trademarks throughout Europe. Holorib is a registered trademark in the UK, ROI,<br />
Gibraltar, Norway and Sweden and Superib (the same profile as Holorib) is registered in all other Western European countries.
Section properties and notes to tables<br />
Holorib Section Dimensions<br />
Standard soffit fixings<br />
Ribdeck E60 Section Dimensions<br />
Standard soffit fixings<br />
Ribdeck 80 Section Dimensions<br />
Standard soffit fixings<br />
Ribdeck AL Section Dimensions<br />
Standard soffit fixings<br />
In pages 8-15 The performance of each product is given in terms of span/load and simplified fire design tables.<br />
Span/load tables<br />
1. Spans shown assume clear span +100mm to the centreline of supports.<br />
2. Designs are fully in accordance with BS 5950: Parts 4 & 6.<br />
3. The dead weight of the slab has been included in the development of the<br />
spans shown. However, consideration should be given to finishes, partitions,<br />
walls, etc. when reading from the table.<br />
4. Based upon concrete densities at wet stage: normal weight concrete<br />
2400 kg/m 3 , lightweight concrete 1900 kg/m 3 .<br />
5. A span to depth ratio limit of 35:1 for normal weight concrete and 30:1 for<br />
lightweight concrete is generally used. Where isolated single spans occur,<br />
these should be reduced to 30:1 and 25:1 respectively.<br />
6. Maximum deflection in the direction of span of the decking is limited to span/130<br />
after taking account of ponding.<br />
Simplified fire design tables<br />
1. Tables are applicable for any construction where the mesh may act in tension<br />
over a supporting beam or wall (negative bending). This includes end bay<br />
conditions i.e. the concrete slab is continuous over more than one span.<br />
2. Loads shown are unfactored working loads and should include all imposed<br />
live and dead loads, excluding only the self-weight of the slab.<br />
3. An ultimate load factor of 1.0 is assumed throughout.<br />
4. - indicates that the area of mesh is less than the minimum<br />
for crack control recommended in BS5950: Part 4<br />
Holorib Section Properties (per metre width)<br />
Gauge Self Weight Area Inertia YNA<br />
mm kg/m 2 kN/m 2 mm 2 cm 4 mm<br />
0.9 12.8 0.126 1,597 64.4 16.7<br />
1.0 14.3 0.140 1,780 72.0 16.7<br />
1.2 17.1 0.168 2,145 87.2 16.8<br />
Concrete volume figures in the span/load tables that follow are based on constant slab<br />
thickness. To take account of deflection of the decking profile it is recommended that<br />
the volume of concrete will equate to: Overall slab depth – 9mm for voids + span/250.<br />
An additional allowance may also be required to allow for deflections within the<br />
supporting structure (refer to building design engineer).<br />
Ribdeck E60 Section Properties (per metre width)<br />
Gauge Self Weight Area Inertia YNA<br />
mm kg/m 2 kN/m 2 mm 2 cm 4 mm<br />
0.9 9.3 0.091 1,140 80.4 37.1<br />
1.0 10.3 0.101 1,273 89.8 37.2<br />
1.2 12.3 0.121 1,538 108.7 37.2<br />
Concrete volume figures in the span/load tables that follow are based on constant slab<br />
thickness. To take account of deflection of the decking profile it is recommended that<br />
the volume of concrete will equate to: Overall slab depth – 36mm for voids + span/250.<br />
An additional allowance may also be required to allow for deflections within the<br />
supporting structure (refer to building design engineer).<br />
Ribdeck 80 Section Properties (per metre width)<br />
Gauge Self Weight Area Inertia YNA<br />
mm kg/m 2 kN/m 2 mm 2 cm 4 mm<br />
0.9 11.1 0.109 1,375 167.5 40.7<br />
1.0 12.3 0.121 1,533 186.7 40.7<br />
1.2 14.8 0.145 1,848 224.8 40.7<br />
Concrete volume figures in the span/load tables that follow are based on constant slab<br />
thickness. To take account of deflection of the decking profile it is recommended that<br />
the volume of concrete will equate to: Overall slab depth – 42mm for voids + span/250.<br />
An additional allowance may also be required to allow for deflections within the<br />
supporting structure (refer to building design engineer).<br />
Ribdeck AL Section Properties (per metre width)<br />
Gauge Self Weight Area Inertia YNA<br />
mm kg/m 2 kN/m 2 mm 2 cm 4 mm<br />
0.9 9.5 0.093 1,171 67.4 28.0<br />
1.0 10.5 0.103 1,301 75.2 28.0<br />
1.2 12.6 0.124 1,570 90.9 28.0<br />
Concrete volume figures in the span/load tables that follow are based on constant slab<br />
thickness. To take account of deflection of the decking profile it is recommended that<br />
the volume of concrete will equate to: Overall slab depth – 25mm for voids + span/250.<br />
An additional allowance may also be required to allow for deflections within the<br />
supporting structure (refer to building design engineer).<br />
7. Construction stage design includes an allowance of 1.5kN/m 2 for construction<br />
loading.<br />
8. Composite slabs are designed as simply supported irrespective of the deck<br />
support configuration. A minimum crack control and distribution mesh is<br />
required in accordance with clauses 6.7, 6.8 and 6.9 of BS5950: Part 4.<br />
Alternatively the use of synthetic fibre reinforcement may be deemed<br />
acceptable after reference to the relevant design tables and consultation with<br />
the structural design engineers.<br />
9. S350 decking is manufactured from material meeting the specification:<br />
BS EN 10326-S350GD+Z275-N-A-C. It has guaranteed minimum yield<br />
strength of 350 N/mm 2 .<br />
5. Mesh should satisfy the minimum elongation requirement<br />
given in BS4449: 1988.<br />
6. For conditions outside the scope of the simplified tables, including all isolated<br />
spans, consult SCI publication 56 (2nd edition) or RLSD’s Deckspan software.<br />
7. Tables are based on the thinnest gauge of decking available in each product<br />
range. Improved performance with thicker gauges may be checked for using<br />
RLSD’s Deckspan software.<br />
7
8<br />
Holorib - Normal weight concrete<br />
Single - Unpropped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Normal weight concrete<br />
Span/load table Normal weight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) FW 5.0 6.7 10.0 FW 5.0 6.7 10.0 FW 5.0 6.7 10.0<br />
100 0.092 3.05 3.05 3.05 2.95 3.25 3.25 3.25 2.99 3.44 3.44 3.44 3.07<br />
120 0.112 2.88 2.88 2.88 2.88 3.09 3.09 3.09 3.09 3.27 3.27 3.27 3.27<br />
130 0.122 2.80 2.80 2.80 2.80 3.02 3.02 3.02 3.02 3.20 3.20 3.20 3.20<br />
150 0.142 2.67 2.67 2.67 2.67 2.89 2.89 2.89 2.89 3.07 3.07 3.07 3.07<br />
175 0.167 2.52 2.52 2.52 2.52 2.75 2.75 2.75 2.75 2.93 2.93 2.93 2.93<br />
200 0.192 2.40 2.40 2.40 2.40 2.61 2.61 2.61 2.61 2.82 2.82 2.82 2.82<br />
250 0.242 2.20 2.20 2.20 2.20 2.40 2.40 2.40 2.40 2.63 2.63 2.63 2.63<br />
100 0.092 3.36 3.36 3.36 2.95 3.53 3.53 3.53 2.99 3.50 3.50 3.50 3.07<br />
120 0.112 3.19 3.19 3.19 3.19 3.35 3.35 3.35 3.35 3.66 3.66 3.66 3.59<br />
130 0.122 3.12 3.12 3.12 3.12 3.28 3.28 3.28 3.28 3.58 3.58 3.58 3.58<br />
150 0.142 2.99 2.99 2.99 2.99 3.14 3.14 3.14 3.14 3.44 3.44 3.44 3.44<br />
175 0.167 2.85 2.85 2.85 2.85 3.00 3.00 3.00 3.00 3.29 3.29 3.29 3.29<br />
200 0.192 2.74 2.74 2.74 2.74 2.89 2.89 2.89 2.89 3.16 3.16 3.16 3.16<br />
250 0.242 2.52 2.52 2.52 2.52 2.70 2.70 2.70 2.70 2.95 2.95 2.95 2.95<br />
100 0.092 3.50 3.50 3.39 2.85 3.50 3.50 3.50 2.99 3.50 3.50 3.50 3.07<br />
120 0.112 4.20 4.15 3.69 3.12 4.20 4.20 4.13 3.48 4.20 4.20 4.20 3.59<br />
130 0.122 4.55 4.30 3.84 3.25 4.55 4.55 4.29 3.63 4.55 4.55 4.55 3.85<br />
150 0.142 5.25 4.58 4.10 3.48 5.25 5.11 4.58 3.89 5.25 5.25 5.25 4.38<br />
175 0.167 5.66 4.87 4.39 3.75 5.96 5.43 4.90 4.19 6.13 6.13 5.90 5.02<br />
200 0.192 5.43 5.12 4.64 3.98 5.72 5.70 5.17 4.45 6.27 6.27 6.23 5.37<br />
250 0.242 5.07 5.07 5.05 4.38 5.34 5.34 5.34 4.89 5.85 5.85 5.85 5.85<br />
Simplified fire design table Normal weight concrete<br />
Fire Rating Slab Span (m) for given Imposed Load (kN/m2 (Hrs) Depth<br />
(mm) 5.0<br />
A142<br />
6.7<br />
)<br />
A193<br />
10.0 5.0 6.7 10.0 5.0<br />
A252<br />
6.7 10.0<br />
100 3.36 3.36 2.95 3.36 3.36 2.95 3.36 3.36 2.95<br />
120 3.19 3.19 3.19 3.19 3.19 3.19 3.19 3.19 3.19<br />
130 3.12 3.12 3.12 3.12 3.12 3.12 3.12 3.12 3.12<br />
1.0 150 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99<br />
175 - - - 2.85 2.85 2.85 2.85 2.85 2.85<br />
200 - - - 2.74 2.74 2.74 2.74 2.74 2.74<br />
250 - - - - - - 2.52 2.52 2.52<br />
110 3.27 3.12 2.70 3.27 3.27 2.90 3.27 3.27 3.11<br />
120 3.19 3.19 2.81 3.19 3.19 3.03 3.19 3.19 3.19<br />
130 3.12 3.12 2.92 3.12 3.12 3.12 3.12 3.12 3.12<br />
1.5 150 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99 2.99<br />
175 - - - 2.85 2.85 2.85 2.85 2.85 2.85<br />
200 - - - 2.74 2.74 2.74 2.74 2.74 2.74<br />
250 - - - - - - 2.52 2.52 2.52<br />
125 3.05 2.78 2.42 3.15 3.06 2.66 3.15 3.15 2.90<br />
130 3.11 2.83 2.47 3.12 3.12 2.71 3.12 3.12 2.96<br />
2.0 150 2.99 2.99 2.62 2.99 2.99 2.89 2.99 2.99 2.99<br />
175 - - - 2.85 2.85 2.85 2.85 2.85 2.85<br />
200 - - - 2.74 2.74 2.74 2.74 2.74 2.74<br />
250 - - - - - - 2.52 2.52 2.52<br />
Refer to page 7 for notes on the use of these tables<br />
the original:<br />
Holorib
Holorib - Lightweight concrete<br />
Single - Unpropped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Lightweight concrete<br />
Span/load table Lightweight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) FW 5.0 6.7 10.0 FW 5.0 6.7 10.0 FW 5.0 6.7 10.0<br />
100 0.092 3.00 3.00 3.00 2.77 3.00 3.00 3.00 2.81 3.00 3.00 3.00 2.88<br />
120 0.112 3.10 3.10 3.10 3.10 3.31 3.31 3.31 3.28 3.50 3.50 3.50 3.36<br />
130 0.122 3.03 3.03 3.03 3.03 3.24 3.24 3.24 3.24 3.43 3.43 3.43 3.43<br />
150 0.142 2.90 2.90 2.90 2.90 3.11 3.11 3.11 3.11 3.29 3.29 3.29 3.29<br />
175 0.167 2.75 2.75 2.75 2.75 2.97 2.97 2.97 2.97 3.15 3.15 3.15 3.15<br />
200 0.192 2.62 2.62 2.62 2.62 2.85 2.85 2.85 2.85 3.03 3.03 3.03 3.03<br />
250 0.242 2.41 2.41 2.41 2.41 2.63 2.63 2.63 2.63 2.83 2.83 2.83 2.83<br />
100 0.092 3.00 3.00 3.00 2.77 3.00 3.00 3.00 2.81 3.00 3.00 3.00 2.88<br />
120 0.112 3.42 3.42 3.42 3.23 3.60 3.60 3.60 3.28 3.60 3.60 3.60 3.36<br />
130 0.122 3.34 3.34 3.34 3.34 3.52 3.52 3.52 3.52 3.84 3.84 3.84 3.61<br />
150 0.142 3.21 3.21 3.21 3.21 3.38 3.38 3.38 3.38 3.69 3.69 3.69 3.69<br />
175 0.167 3.07 3.07 3.07 3.07 3.23 3.23 3.23 3.23 3.53 3.53 3.53 3.53<br />
200 0.192 2.95 2.95 2.95 2.95 3.10 3.10 3.10 3.10 3.40 3.40 3.40 3.40<br />
250 0.242 2.75 2.75 2.75 2.75 2.90 2.90 2.90 2.90 3.18 3.18 3.18 3.18<br />
100 0.092 3.00 3.00 3.00 2.77 3.00 3.00 3.00 2.81 3.00 3.00 3.00 2.88<br />
120 0.112 3.60 3.60 3.60 3.16 3.60 3.60 3.60 3.28 3.60 3.60 3.60 3.36<br />
130 0.122 3.90 3.90 3.90 3.30 3.90 3.90 3.90 3.52 3.90 3.90 3.90 3.61<br />
150 0.142 4.50 4.50 4.21 3.55 4.50 4.50 4.50 3.97 4.50 4.50 4.50 4.11<br />
175 0.167 5.25 5.06 4.52 3.83 5.25 5.25 5.05 4.28 5.25 5.25 5.25 4.72<br />
200 0.192 5.84 5.34 4.79 4.08 6.00 5.95 5.35 4.56 6.00 6.00 6.00 5.33<br />
250 0.242 5.46 5.46 5.25 4.51 5.75 5.75 5.75 5.04 6.30 6.30 6.30 6.08<br />
Simplified fire design table Lightweight concrete<br />
Fire Rating Slab Span (m) for given Imposed Load (kN/m2 (Hrs) Depth<br />
(mm) 5.0<br />
A142<br />
6.7<br />
)<br />
A193<br />
10.0 5.0 6.7 10.0 5.0<br />
A252<br />
6.7 10.0<br />
100 3.00 3.00 2.77 3.00 3.00 2.77 3.00 3.00 2.77<br />
120 3.42 3.42 3.23 3.42 3.42 3.23 3.42 3.42 3.23<br />
130 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.34<br />
1.0 150 3.21 3.21 3.21 3.21 3.21 3.21 3.21 3.21 3.21<br />
175 - - - 3.07 3.07 3.07 3.07 3.07 3.07<br />
200 - - - 2.95 2.95 2.95 2.95 2.95 2.95<br />
250 - - - - - - 2.75 2.75 2.75<br />
105 3.15 3.15 2.73 3.15 3.15 2.88 3.15 3.15 2.88<br />
120 3.42 3.40 2.92 3.42 3.42 3.16 3.42 3.42 3.23<br />
130 3.34 3.34 3.04 3.34 3.34 3.28 3.34 3.34 3.34<br />
1.5 150 3.21 3.21 3.18 3.21 3.21 3.21 3.21 3.21 3.21<br />
175 - - - 3.07 3.07 3.07 3.07 3.07 3.07<br />
200 - - - 2.95 2.95 2.95 2.95 2.95 2.95<br />
250 - - - - - - 2.75 2.75 2.75<br />
115 3.17 2.86 2.46 3.45 3.17 2.72 3.45 3.45 2.98<br />
120 3.23 2.92 2.51 3.42 3.23 2.78 3.42 3.42 3.05<br />
130 3.34 3.03 2.61 3.34 3.34 2.89 3.34 3.34 3.17<br />
2.0 150 3.21 3.17 2.75 3.21 3.21 3.04 3.21 3.21 3.21<br />
175 - - - 3.07 3.07 3.07 3.07 3.07 3.07<br />
200 - - - 2.95 2.95 2.95 2.95 2.95 2.95<br />
250 - - - - - - 2.75 2.75 2.75<br />
Refer to page 7 for notes on the use of these tables<br />
9
10<br />
Ribdeck E60 - Normal weight concrete<br />
Single - Unpropped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Normal weight concrete<br />
Span/load table Normal weight concrete<br />
Support<br />
Condition<br />
less concrete<br />
Ribdeck E60<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) FW 5.0 6.7 10.0 FW 5.0 6.7 10.0 FW 5.0 6.7 10.0<br />
130 0.094 2.74 2.74 2.74 2.59 3.10 3.10 3.10 2.76 3.44 3.44 3.44 3.06<br />
140 0.104 2.68 2.68 2.68 2.68 3.03 3.03 3.03 2.91 3.36 3.36 3.36 3.25<br />
150 0.114 2.62 2.62 2.62 2.62 2.96 2.96 2.96 2.96 3.29 3.29 3.29 3.29<br />
160 0.124 2.57 2.57 2.57 2.57 2.90 2.90 2.90 2.90 3.23 3.23 3.23 3.23<br />
175 0.139 2.49 2.49 2.49 2.49 2.82 2.82 2.82 2.82 3.14 3.14 3.14 3.14<br />
200 0.164 2.39 2.39 2.39 2.39 2.71 2.71 2.71 2.71 3.01 3.01 3.01 3.01<br />
250 0.214 2.22 2.22 2.22 2.22 2.52 2.52 2.52 2.52 2.81 2.81 2.81 2.81<br />
130 0.094 3.31 3.31 3.22 2.59 3.67 3.67 3.47 2.76 4.00 4.00 3.93 3.06<br />
140 0.104 3.22 3.22 3.22 2.72 3.58 3.58 3.58 2.91 3.90 3.90 3.90 3.25<br />
150 0.114 3.14 3.14 3.14 2.87 3.49 3.49 3.49 3.07 3.81 3.81 3.81 3.45<br />
160 0.124 3.07 3.07 3.07 3.00 3.41 3.41 3.41 3.23 3.72 3.72 3.72 3.64<br />
175 0.139 2.96 2.96 2.96 2.96 3.30 3.30 3.30 3.30 3.61 3.61 3.61 3.61<br />
200 0.164 2.79 2.79 2.79 2.79 3.14 3.14 3.14 3.14 3.45 3.45 3.45 3.45<br />
250 0.214 2.53 2.53 2.53 2.53 2.87 2.87 2.87 2.87 3.19 3.19 3.19 3.19<br />
130 0.094 4.55 3.35 2.93 2.43 4.55 3.61 3.14 2.58 4.55 4.10 3.53 2.85<br />
140 0.104 4.90 3.49 3.07 2.54 4.90 3.78 3.30 2.71 4.90 4.32 3.72 3.00<br />
150 0.114 5.25 3.64 3.20 2.66 5.25 3.95 3.45 2.84 5.25 4.52 3.90 3.16<br />
160 0.124 5.60 3.78 3.32 2.77 5.60 4.10 3.59 2.96 5.60 4.72 4.08 3.31<br />
175 0.139 5.88 3.96 3.50 2.92 6.13 4.32 3.79 3.13 6.13 5.00 4.33 3.52<br />
200 0.164 5.59 4.24 3.76 3.15 6.23 4.64 4.09 3.40 6.50 5.40 4.71 3.84<br />
250 0.214 5.11 4.70 4.21 3.56 5.71 5.17 4.60 3.86 6.16 6.07 5.35 4.41<br />
Simplified fire design table Normal weight concrete<br />
Fire Rating Slab Span (m) for given Imposed Load (kN/m2 (Hrs) Depth<br />
(mm) 5.0<br />
A142<br />
6.7<br />
)<br />
A193<br />
10.0 5.0 6.7 10.0 5.0<br />
A252<br />
6.7 10.0<br />
130 3.31 3.22 2.59 3.31 3.22 2.59 3.31 3.22 2.59<br />
140 3.22 3.22 2.72 3.22 3.22 2.72 3.22 3.22 2.72<br />
150 3.14 3.14 2.87 3.14 3.14 2.87 3.14 3.14 2.87<br />
1.0 160 3.07 3.07 3.00 3.07 3.07 3.00 3.07 3.07 3.00<br />
175 2.96 2.96 2.96 2.96 2.96 2.96 2.96 2.96 2.96<br />
200 - - - 2.79 2.79 2.79 2.79 2.79 2.79<br />
250 - - - - - - 2.53 2.53 2.53<br />
140 3.22 3.02 2.61 3.22 3.22 2.72 3.22 3.22 2.72<br />
150 3.14 3.14 2.74 3.14 3.14 2.87 3.14 3.14 2.87<br />
1.5 160 3.07 3.07 2.81 3.07 3.07 3.00 3.07 3.07 3.00<br />
175 2.96 2.96 2.88 2.96 2.96 2.96 2.96 2.96 2.96<br />
200 - - - 2.79 2.79 2.79 2.79 2.79 2.79<br />
250 - - - - - - 2.53 2.53 2.53<br />
150 3.08 2.81 2.44 3.14 3.13 2.72 3.14 3.14 2.87<br />
160 3.07 2.92 2.55 3.07 3.07 2.84 3.07 3.07 3.00<br />
2.0 175 2.96 2.96 2.61 2.96 2.96 2.91 2.96 2.96 2.96<br />
200 - - - 2.79 2.79 2.79 2.79 2.79 2.79<br />
250 - - - - - - 2.53 2.53 2.53<br />
Refer to page 7 for notes on the use of these tables
Ribdeck E60 - Lightweight concrete<br />
Span/load table Lightweight concrete<br />
Multiple - Propped Multiple - Unpropped Single - Unpropped<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) FW 5.0 6.7 10.0 FW 5.0 6.7 10.0 FW 5.0 6.7 10.0<br />
120 0.094 2.98 2.98 2.98 2.44 3.36 3.36 3.26 2.60 3.60 3.60 3.59 2.86<br />
130 0.104 2.91 2.91 2.91 2.59 3.28 3.28 3.28 2.76 3.64 3.64 3.64 3.06<br />
140 0.114 2.84 2.84 2.84 2.72 3.21 3.21 3.21 2.91 3.57 3.57 3.57 3.25<br />
150 0.124 2.78 2.78 2.78 2.78 3.15 3.15 3.15 3.07 3.50 3.50 3.50 3.45<br />
175 0.139 2.66 2.66 2.66 2.66 3.01 3.01 3.01 3.01 3.34 3.34 3.34 3.34<br />
200 0.164 2.55 2.55 2.55 2.55 2.89 2.89 2.89 2.89 3.21 3.21 3.21 3.21<br />
250 0.214 2.38 2.38 2.38 2.38 2.69 2.69 2.69 2.69 3.00 3.00 3.00 3.00<br />
120 0.094 3.61 3.57 3.03 2.44 3.60 3.60 3.26 2.60 3.60 3.60 3.59 2.86<br />
130 0.104 3.52 3.52 3.22 2.59 3.90 3.90 3.47 2.76 3.90 3.90 3.87 3.06<br />
140 0.114 3.44 3.44 3.40 2.72 3.82 3.82 3.68 2.91 4.18 4.18 4.14 3.25<br />
150 0.124 3.36 3.36 3.36 2.87 3.73 3.73 3.73 3.07 4.08 4.08 4.08 3.45<br />
175 0.139 3.19 3.19 3.19 3.19 3.55 3.55 3.55 3.45 3.88 3.88 3.88 3.88<br />
200 0.164 3.04 3.04 3.04 3.04 3.39 3.39 3.39 3.39 3.70 3.70 3.70 3.70<br />
250 0.214 2.77 2.77 2.77 2.77 3.12 3.12 3.12 3.12 3.43 3.43 3.43 3.43<br />
120 0.094 3.60 3.26 2.84 2.33 3.60 3.52 3.04 2.48 3.60 3.60 3.40 2.73<br />
130 0.104 3.90 3.43 2.99 2.46 3.90 3.71 3.21 2.62 3.90 3.90 3.61 2.89<br />
140 0.114 4.20 3.59 3.13 2.58 4.20 3.90 3.37 2.75 4.20 4.20 3.81 3.05<br />
150 0.124 4.50 3.75 3.27 2.70 4.50 4.08 3.53 2.89 4.50 4.50 4.01 3.22<br />
175 0.139 5.25 4.11 3.60 2.98 5.25 4.49 3.90 3.20 5.25 5.21 4.47 3.60<br />
200 0.164 6.03 4.42 3.89 3.23 6.00 4.85 4.23 3.48 6.00 5.67 4.89 3.94<br />
250 0.214 5.55 4.94 4.38 3.66 6.19 5.46 4.80 3.98 6.50 6.45 5.61 4.56<br />
Fire Rating<br />
(mm) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
120 3.57 3.03 2.44 3.57 3.03 2.44 3.57 3.03 2.44<br />
130 3.52 3.22 2.59 3.52 3.22 2.59 3.52 3.22 2.59<br />
140 3.44 3.40 2.72 3.44 3.40 2.72 3.44 3.40 2.72<br />
1.0 150 3.36 3.36 2.87 3.36 3.36 2.87 3.36 3.36 2.87<br />
175 3.19 3.19 3.19 3.19 3.19 3.19 3.19 3.19 3.19<br />
200 - - - 3.04 3.04 3.04 3.04 3.04 3.04<br />
250 - - - - - - 2.77 2.77 2.77<br />
130 3.42 3.08 2.59 3.52 3.22 2.59 3.52 3.22 2.59<br />
140 3.44 3.25 2.72 3.44 3.40 2.72 3.44 3.40 2.72<br />
1.5 150 3.36 3.31 2.85 3.36 3.36 2.87 3.36 3.36 2.87<br />
175 3.19 3.19 2.98 3.19 3.19 3.19 3.19 3.19 3.19<br />
200 - - - 3.04 3.04 3.04 3.04 3.04 3.04<br />
250 - - - - - - 2.77 2.77 2.77<br />
140 3.26 2.95 2.53 3.44 3.29 2.72 3.44 3.40 2.72<br />
150 3.36 3.05 2.63 3.36 3.36 2.87 3.36 3.36 2.87<br />
2.0 175 3.19 3.16 2.74 3.19 3.19 3.07 3.19 3.19 3.19<br />
200 - - - 3.04 3.04 3.04 3.04 3.04 3.04<br />
250 - - - - - - 2.77 2.77 2.77<br />
Slab Span (m) for given Imposed Load (kN/m2 (Hrs) Depth A142<br />
)<br />
A193 A252<br />
Lightweight concrete Simplified fire design table Lightweight concrete<br />
Refer to page 7 for notes on the use of these tables<br />
11
12<br />
Ribdeck 80 - Normal weight concrete<br />
Single - Unpropped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Normal weight concrete<br />
Span/load table Normal weight concrete<br />
Support<br />
Condition<br />
Simplified fire design table Normal weight concrete<br />
Fire Rating Slab Span (m) for given Imposed Load (kN/m2 (Hrs) Depth<br />
(mm) 5.0<br />
A142<br />
6.7 10.0<br />
)<br />
A193 A252<br />
5.0 6.7 10.0 5.0 6.7 10.0 5.0<br />
A393<br />
6.7 10.0<br />
140 3.65 3.31 2.86 3.91 3.55 3.06 4.01 3.79 3.27 4.01 4.01 3.51<br />
150 3.84 3.49 3.02 3.91 3.75 3.25 3.91 3.91 3.48 3.91 3.91 3.73<br />
160 3.82 3.64 3.16 3.82 3.82 3.41 3.82 3.82 3.65 3.82 3.82 3.82<br />
1.0 170 3.73 3.71 3.23 3.73 3.73 3.49 3.73 3.73 3.73 3.73 3.73 3.73<br />
175 3.69 3.69 3.26 3.69 3.69 3.52 3.69 3.69 3.69 3.69 3.69 3.69<br />
200 - - - 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50<br />
250 - - - - - - 3.20 3.20 3.20 3.20 3.20 3.20<br />
150 3.31 3.01 2.61 3.60 3.27 2.83 3.89 3.54 3.06 3.91 3.91 3.51<br />
160 3.47 3.17 2.75 3.79 3.45 3.00 3.82 3.74 3.25 3.82 3.82 3.74<br />
1.5 170 3.61 3.30 2.87 3.73 3.60 3.14 3.73 3.73 3.41 3.73 3.73 3.73<br />
175 3.65 3.34 2.91 3.69 3.65 3.18 3.69 3.69 3.46 3.69 3.69 3.69<br />
200 - - - 3.50 3.50 3.31 3.50 3.50 3.50 3.50 3.50 3.50<br />
250 - - - - - - 3.20 3.20 3.20 3.20 3.20 3.20<br />
160 3.04 2.77 2.42 3.37 3.07 2.67 3.70 3.37 2.93 3.82 3.82 3.42<br />
170 3.18 2.91 2.54 3.53 3.23 2.81 3.73 3.55 3.09 3.73 3.73 3.62<br />
2.0 175 3.24 2.97 2.59 3.60 3.30 2.88 3.69 3.62 3.16 3.69 3.69 3.69<br />
200 - - - 3.50 3.43 3.02 3.50 3.50 3.32 3.50 3.50 3.50<br />
250 - - - - - - 3.20 3.20 3.20 3.20 3.20 3.20<br />
longer spans<br />
Ribdeck 80<br />
(mm) (m3 /m2 Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
) FW 5.0 6.7 10.0 FW 5.0 6.7 10.0 FW 5.0 6.7 10.0<br />
140 0.098 3.73 3.73 3.73 3.51 4.11 4.11 4.11 3.56 4.28 4.28 4.28 3.67<br />
150 0.108 3.63 3.63 3.63 3.63 4.01 4.01 4.01 3.79 4.20 4.20 4.20 3.90<br />
160 0.118 3.55 3.55 3.55 3.55 3.92 3.92 3.92 3.92 4.12 4.12 4.12 4.12<br />
170 0.128 3.47 3.47 3.47 3.47 3.83 3.83 3.83 3.83 4.05 4.05 4.05 4.05<br />
175 0.133 3.43 3.43 3.43 3.43 3.79 3.79 3.79 3.79 4.02 4.02 4.02 4.02<br />
200 0.158 3.26 3.26 3.26 3.26 3.61 3.61 3.61 3.61 3.86 3.86 3.86 3.86<br />
250 0.208 2.97 2.97 2.97 2.97 3.30 3.30 3.30 3.30 3.57 3.57 3.57 3.57<br />
140 0.098 4.01 4.01 4.01 3.51 4.47 4.47 4.47 3.56 4.90 4.90 4.68 3.67<br />
150 0.108 3.91 3.91 3.91 3.73 4.36 4.36 4.36 3.79 5.09 5.09 4.99 3.90<br />
160 0.118 3.82 3.82 3.82 3.82 4.26 4.26 4.26 4.03 4.98 4.98 4.98 4.14<br />
170 0.128 3.73 3.73 3.73 3.73 4.17 4.17 4.17 4.17 4.87 4.87 4.87 4.38<br />
175 0.133 3.69 3.69 3.69 3.69 4.12 4.12 4.12 4.12 4.82 4.82 4.82 4.50<br />
200 0.158 3.50 3.50 3.50 3.50 3.92 3.92 3.92 3.92 4.60 4.60 4.60 4.60<br />
250 0.208 3.20 3.20 3.20 3.20 3.58 3.58 3.58 3.58 4.23 4.23 4.23 4.23<br />
140 0.098 4.90 4.74 4.33 3.51 4.90 4.81 4.39 3.56 4.90 4.90 4.51 3.67<br />
150 0.108 5.25 5.04 4.61 3.73 5.25 5.11 4.67 3.79 5.25 5.24 4.79 3.90<br />
160 0.118 5.60 5.34 4.88 3.97 5.60 5.41 4.95 4.03 5.60 5.55 5.08 4.14<br />
170 0.128 5.95 5.64 5.16 4.20 5.95 5.72 5.23 4.26 5.95 5.86 5.36 4.38<br />
175 0.133 6.13 5.79 5.26 4.31 6.13 5.87 5.37 4.38 6.13 6.02 5.50 4.50<br />
200 0.158 6.50 6.17 5.64 4.90 6.50 6.46 5.91 4.97 6.50 6.50 6.22 5.10<br />
250 0.208 6.37 6.37 6.22 5.48 6.50 6.50 6.50 5.75 6.50 6.50 6.50 6.15<br />
Refer to page 7 for notes on the use of these tables
Ribdeck 80 - Lightweight concrete<br />
Single - Unpropped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Normal weight concrete<br />
Span/load table Lightweight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) FW 5.0 6.7 10.0 FW 5.0 6.7 10.0 FW 5.0 6.7 10.0<br />
130 0.098 3.90 3.90 3.89 3.10 3.90 3.90 3.90 3.16 3.90 3.90 3.90 3.26<br />
140 0.108 3.97 3.97 3.97 3.30 4.20 4.20 4.20 3.36 4.20 4.20 4.20 3.46<br />
150 0.118 3.88 3.88 3.88 3.51 4.28 4.28 4.28 3.57 4.44 4.44 4.44 3.67<br />
160 0.128 3.80 3.80 3.80 3.73 4.19 4.19 4.19 3.79 4.36 4.36 4.36 3.89<br />
175 0.133 3.68 3.68 3.68 3.68 4.07 4.07 4.07 4.07 4.25 4.25 4.25 4.23<br />
200 0.158 3.51 3.51 3.51 3.51 3.88 3.88 3.88 3.88 4.10 4.10 4.10 4.10<br />
250 0.208 3.23 3.23 3.23 3.23 3.58 3.58 3.58 3.58 3.85 3.85 3.85 3.85<br />
130 0.098 3.90 3.90 3.89 3.10 3.90 3.90 3.90 3.16 3.90 3.90 3.90 3.26<br />
140 0.108 4.20 4.20 4.15 3.30 4.20 4.20 4.20 3.36 4.20 4.20 4.20 3.46<br />
150 0.118 4.18 4.18 4.18 3.51 4.50 4.50 4.49 3.57 4.50 4.50 4.50 3.67<br />
160 0.128 4.09 4.09 4.09 3.73 4.56 4.56 4.56 3.79 4.80 4.80 4.80 3.89<br />
175 0.133 3.96 3.96 3.96 3.96 4.43 4.43 4.43 4.11 5.18 5.18 5.18 4.23<br />
200 0.158 3.77 3.77 3.77 3.77 4.22 4.22 4.22 4.22 4.95 4.95 4.95 4.79<br />
250 0.208 3.47 3.47 3.47 3.47 3.89 3.89 3.89 3.89 4.58 4.58 4.58 4.58<br />
130 0.098 3.90 3.90 3.80 3.10 3.90 3.90 3.86 3.16 3.90 3.90 3.90 3.26<br />
140 0.108 4.20 4.20 4.04 3.30 4.20 4.20 4.11 3.36 4.20 4.20 4.20 3.46<br />
150 0.118 4.50 4.50 4.30 3.51 4.50 4.50 4.37 3.57 4.50 4.50 4.49 3.67<br />
160 0.128 4.80 4.80 4.56 3.73 4.80 4.80 4.63 3.79 4.80 4.80 4.75 3.89<br />
175 0.133 5.25 5.25 4.95 4.05 5.25 5.25 5.02 4.11 5.25 5.25 5.15 4.23<br />
200 0.158 6.00 6.00 5.59 4.59 6.00 6.00 5.67 4.66 6.00 6.00 5.82 4.79<br />
250 0.208 6.50 6.50 6.50 5.67 6.50 6.50 6.50 5.76 6.50 6.50 6.50 5.91<br />
Simplified fire design table Lightweight concrete<br />
Fire Rating Slab Span (m) for given Imposed Load (kN/m2 (Hrs) Depth<br />
(mm) 5.0<br />
A142<br />
6.7 10.0<br />
)<br />
A193 A252<br />
5.0 6.7 10.0 5.0 6.7 10.0 5.0<br />
A393<br />
6.7 10.0<br />
130 3.62 3.25 2.78 3.87 3.48 2.98 3.90 3.72 3.10 3.90 3.89 3.10<br />
140 3.85 3.47 2.98 4.15 3.73 3.20 4.20 4.00 3.30 4.20 4.15 3.30<br />
150 4.04 3.65 3.14 4.18 3.94 3.38 4.18 4.18 3.51 4.18 4.18 3.51<br />
1.0 160 4.09 3.78 3.26 4.09 4.09 3.52 4.09 4.09 3.73 4.09 4.09 3.73<br />
175 3.96 3.89 3.36 3.96 3.96 3.63 3.96 3.96 3.90 3.96 3.96 3.96<br />
200 - - - 3.77 3.77 3.77 3.77 3.77 3.77 3.77 3.77 3.77<br />
250 - - - - - - 3.47 3.47 3.47 3.47 3.47 3.47<br />
140 3.37 3.04 2.61 3.68 3.31 2.84 3.99 3.59 3.08 4.20 4.13 3.30<br />
150 3.59 3.24 2.79 3.93 3.55 3.05 4.18 3.85 3.31 4.18 4.18 3.51<br />
1.5 160 3.76 3.40 2.93 4.09 3.73 3.21 4.09 4.06 3.50 4.09 4.09 3.73<br />
175 3.84 3.49 3.02 3.96 3.82 3.31 3.96 3.96 3.60 3.96 3.96 3.96<br />
200 - - - 3.77 3.77 3.44 3.77 3.77 3.74 3.77 3.77 3.77<br />
250 - - - - - - 3.47 3.47 3.47 3.47 3.47 3.47<br />
150 3.18 2.87 2.47 3.53 3.19 2.75 3.89 3.51 3.02 4.18 4.12 3.51<br />
160 3.37 3.05 2.63 3.75 3.39 2.93 4.09 3.74 3.22 4.09 4.09 3.73<br />
2.0 175 3.49 3.17 2.74 3.89 3.54 3.06 3.96 3.90 3.37 3.96 3.96 3.96<br />
200 - - - 3.77 3.64 3.17 3.77 3.77 3.49 3.77 3.77 3.77<br />
250 - - - - - - 3.47 3.47 3.47 3.47 3.47 3.47<br />
Refer to page 7 for notes on the use of these tables<br />
13
14<br />
Ribdeck AL - Normal weight concrete<br />
Single - Unpropped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Normal weight concrete<br />
Span/load table Normal weight concrete<br />
Support<br />
Condition<br />
shallow slabs<br />
efficient designs<br />
Ribdeck AL<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) FW 5.0 6.7 10.0 FW 5.0 6.7 10.0 FW 5.0 6.7 10.0<br />
120 0.095 2.96 2.96 2.96 2.95 3.06 3.06 3.06 3.06 3.23 3.23 3.23 3.20<br />
130 0.105 2.88 2.88 2.88 2.88 2.98 2.98 2.98 2.98 3.15 3.15 3.15 3.15<br />
140 0.115 2.81 2.81 2.81 2.81 2.90 2.90 2.90 2.90 3.07 3.07 3.07 3.07<br />
150 0.125 2.75 2.75 2.75 2.75 2.84 2.84 2.84 2.84 3.00 3.00 3.00 3.00<br />
175 0.150 2.61 2.61 2.61 2.61 2.70 2.70 2.70 2.70 2.85 2.85 2.85 2.85<br />
200 0.175 2.49 2.49 2.49 2.49 2.58 2.58 2.58 2.58 2.73 2.73 2.73 2.73<br />
250 0.225 2.31 2.31 2.31 2.31 2.39 2.39 2.39 2.39 2.53 2.53 2.53 2.53<br />
120 0.095 3.27 3.27 3.27 2.95 3.53 3.53 3.53 3.08 3.81 3.81 3.81 3.20<br />
130 0.105 3.19 3.19 3.19 3.14 3.44 3.44 3.44 3.27 3.71 3.71 3.71 3.44<br />
140 0.115 3.12 3.12 3.12 3.12 3.36 3.36 3.36 3.36 3.62 3.62 3.62 3.62<br />
150 0.125 3.05 3.05 3.05 3.05 3.28 3.28 3.28 3.28 3.54 3.54 3.54 3.54<br />
175 0.150 2.88 2.88 2.88 2.88 3.12 3.12 3.12 3.12 3.37 3.37 3.37 3.37<br />
200 0.175 2.73 2.73 2.73 2.73 2.99 2.99 2.99 2.99 3.23 3.23 3.23 3.23<br />
250 0.225 2.48 2.48 2.48 2.48 2.76 2.76 2.76 2.76 3.00 3.00 3.00 3.00<br />
120 0.095 4.20 3.94 3.40 2.75 4.20 4.10 3.53 2.87 4.20 4.20 3.80 3.10<br />
130 0.105 4.55 4.14 3.57 2.90 4.55 4.30 3.72 3.02 4.55 4.55 3.99 3.26<br />
140 0.115 4.90 4.34 3.75 3.05 4.90 4.50 3.90 3.17 4.90 4.82 4.19 3.42<br />
150 0.125 5.25 4.52 3.92 3.19 5.25 4.69 4.07 3.32 5.25 5.02 4.37 3.58<br />
175 0.150 5.73 4.94 4.30 3.52 6.13 5.12 4.47 3.66 6.13 5.47 4.79 3.93<br />
200 0.175 5.47 5.30 4.65 3.82 5.92 5.49 4.82 3.97 6.40 5.86 5.16 4.26<br />
250 0.225 5.03 5.03 5.03 4.34 5.49 5.49 5.41 4.51 5.95 5.95 5.78 4.83<br />
Simplified fire design table Normal weight concrete<br />
Fire Rating Slab Span (m) for given Imposed Load (kN/m2 (Hrs) Depth<br />
(mm) 5.0<br />
A142<br />
6.7<br />
)<br />
A193<br />
10.0 5.0 6.7 10.0 5.0<br />
A252<br />
6.7 10.0<br />
120 3.27 3.23 2.79 3.27 3.27 2.95 3.27 3.27 2.95<br />
130 3.19 3.19 2.93 3.19 3.19 3.14 3.19 3.19 3.14<br />
140 3.12 3.12 3.01 3.12 3.12 3.12 3.12 3.12 3.12<br />
1.0 150 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05<br />
175 - - - 2.88 2.88 2.88 2.88 2.88 2.88<br />
200 - - - 2.73 2.73 2.73 2.73 2.73 2.73<br />
250 - - - - - - 2.48 2.48 2.48<br />
130 3.19 2.96 2.57 3.19 3.19 2.80 3.19 3.19 3.04<br />
140 3.12 3.10 2.69 3.12 3.12 2.94 3.12 3.12 3.12<br />
1.5 150 3.05 3.05 2.75 3.05 3.05 3.02 3.05 3.05 3.05<br />
175 - - - 2.88 2.88 2.88 2.88 2.88 2.88<br />
200 - - - 2.73 2.73 2.73 2.73 2.73 2.73<br />
250 - - - - - - 2.48 2.48 2.48<br />
140 3.01 2.74 2.38 3.12 3.05 2.65 3.12 3.12 2.90<br />
150 3.05 2.85 2.49 3.05 3.05 2.76 3.05 3.05 3.04<br />
2.0 175 - - - 2.88 2.88 2.88 2.88 2.88 2.88<br />
200 - - - 2.73 2.73 2.73 2.73 2.73 2.73<br />
250 - - - - - - 2.48 2.48 2.48<br />
Refer to page 7 for notes on the use of these tables
Ribdeck AL - Lightweight concrete<br />
Single - Unpropped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Lightweight concrete<br />
Span/load table Lightweight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) FW 5.0 6.7 10.0 FW 5.0 6.7 10.0 FW 5.0 6.7 10.0<br />
110 0.095 3.27 3.27 3.27 2.67 3.30 3.30 3.30 2.72 3.30 3.30 3.30 2.80<br />
120 0.105 3.18 3.18 3.18 2.88 3.28 3.28 3.28 2.93 3.46 3.46 3.46 3.01<br />
130 0.115 3.09 3.09 3.09 3.09 3.19 3.19 3.19 3.15 3.37 3.37 3.37 3.23<br />
150 0.125 2.95 2.95 2.95 2.95 3.05 3.05 3.05 3.05 3.22 3.22 3.22 3.22<br />
175 0.150 2.80 2.80 2.80 2.80 2.90 2.90 2.90 2.90 3.06 3.06 3.06 3.06<br />
200 0.175 2.68 2.68 2.68 2.68 2.77 2.77 2.77 2.77 2.93 2.93 2.93 2.93<br />
250 0.225 2.49 2.49 2.49 2.49 2.58 2.58 2.58 2.58 2.73 2.73 2.73 2.73<br />
110 0.095 3.30 3.30 3.30 2.67 3.30 3.30 3.30 2.72 3.30 3.30 3.30 2.80<br />
120 0.105 3.49 3.49 3.49 2.88 3.60 3.60 3.60 2.93 3.60 3.60 3.60 3.01<br />
130 0.115 3.41 3.41 3.41 3.10 3.69 3.69 3.69 3.15 3.90 3.90 3.90 3.23<br />
150 0.125 3.27 3.27 3.27 3.27 3.53 3.53 3.53 3.53 3.81 3.81 3.81 3.70<br />
175 0.150 3.11 3.11 3.11 3.11 3.35 3.35 3.35 3.35 3.62 3.62 3.62 3.62<br />
200 0.175 2.97 2.97 2.97 2.97 3.21 3.21 3.21 3.21 3.47 3.47 3.47 3.47<br />
250 0.225 2.72 2.72 2.72 2.72 2.99 2.99 2.99 2.99 3.23 3.23 3.23 3.23<br />
110 0.095 3.30 3.30 3.27 2.63 3.30 3.30 3.30 2.72 3.30 3.30 3.30 2.80<br />
120 0.105 3.60 3.60 3.47 2.79 3.60 3.60 3.60 2.91 3.60 3.60 3.60 3.01<br />
130 0.115 3.90 3.90 3.66 2.95 3.90 3.90 3.81 3.07 3.90 3.90 3.90 3.23<br />
150 0.125 4.50 4.50 4.04 3.25 4.50 4.50 4.19 3.39 4.50 4.50 4.50 3.65<br />
175 0.150 5.25 5.17 4.46 3.60 5.25 5.25 4.62 3.75 5.25 5.25 4.95 4.03<br />
200 0.175 5.90 5.58 4.83 3.92 6.00 5.78 5.01 4.08 6.00 6.00 5.36 4.38<br />
250 0.225 5.46 5.46 5.46 4.49 5.92 5.92 5.69 4.66 6.41 6.41 6.06 4.99<br />
Simplified fire design table Lightweight concrete<br />
Fire Rating Slab Span (m) for given Imposed Load (kN/m2 (Hrs) Depth<br />
(mm) 5.0<br />
A142<br />
6.7<br />
)<br />
A193<br />
10.0 5.0 6.7 10.0 5.0<br />
A252<br />
6.7 10.0<br />
110 3.30 3.18 2.67 3.30 3.30 2.67 3.30 3.30 2.67<br />
120 3.49 3.37 2.88 3.49 3.49 2.88 3.49 3.49 2.88<br />
130 3.41 3.41 3.01 3.41 3.41 3.10 3.41 3.41 3.10<br />
1.0 150 3.27 3.27 3.15 3.27 3.27 3.27 3.27 3.27 3.27<br />
175 - - - 3.11 3.11 3.11 3.11 3.11 3.11<br />
200 - - - 2.97 2.97 2.97 2.97 2.97 2.97<br />
250 - - - - - - 2.72 2.72 2.72<br />
120 3.35 3.01 2.58 3.49 3.31 2.83 3.49 3.49 2.88<br />
130 3.41 3.17 2.73 3.41 3.41 3.00 3.41 3.41 3.10<br />
1.5 150 3.27 3.27 2.85 3.27 3.27 3.13 3.27 3.27 3.27<br />
175 - - - 3.11 3.11 3.11 3.11 3.11 3.11<br />
200 - - - 2.97 2.97 2.97 2.97 2.97 2.97<br />
250 - - - - - - 2.72 2.72 2.72<br />
130 3.18 2.87 2.47 3.41 3.20 2.75 3.41 3.41 3.03<br />
150 3.27 3.02 2.61 3.27 3.27 2.91 3.27 3.27 3.22<br />
2.0 175 - - - 3.11 3.11 3.03 3.11 3.11 3.11<br />
200 - - - 2.97 2.97 2.97 2.97 2.97 2.97<br />
250 - - - - - - 2.72 2.72 2.72<br />
Refer to page 7 for notes on the use of these tables<br />
15
16<br />
Resotec is an innovative way to design footfall vibration damping into a building. In the past a great<br />
emphasis has been put on countering vibrations through the provision of mass in the structure but with<br />
Resotec the building can remain lightweight whilst still benefiting from a low design response factor.<br />
www.rlsd.com
What is it?<br />
Resotec is a thin constrained layer damping membrane that<br />
sits between the soffit of the steel decking and parts of the top<br />
flange of the steel beams. In these zones there is no mechanical<br />
connection between the floor and the supporting structure,<br />
allowing the two to move independently under the influence of<br />
vibration induced excitation.<br />
Where does it go?<br />
For maximum effectiveness the Resotec strips are installed on<br />
the top flange of a steel beam, extending from each end for<br />
approximately one quarter of the length towards the middle<br />
of the span. Steel decking can then be laid over the top of the<br />
Resotec but it should not be secured down to the beams in<br />
any way. Instead fixity is achieved by side lapping and stitching<br />
together the sheets to form one continuous membrane.<br />
Composite beams<br />
In a traditional secondary beam design the shear studs are<br />
evenly spaced along the length of the beam. With a Resotec<br />
layer installed there can be no shear studs in the outer quarter<br />
portion of the beam so a new approach is needed. The result is<br />
a 50% partially composite beam design which is illustrated in<br />
the Bending Moment diagram. Shear studs are installed in the<br />
middle section of the beam and the design allows for partial<br />
interaction between the beam and the slab to be developed<br />
in this zone only. The bending and shear resistance of the<br />
structure in the outer quarter regions of the beam is that of the<br />
steel section alone with no composite interaction with the slab.<br />
Design assistance<br />
Engineers are encouraged to consider the use of Resotec<br />
when designing large column free floor areas with lightweight<br />
long span beams. Because of the effects Resotec has on the<br />
placement of shear studs and the design of the supporting<br />
structure it is seldom possible to incorporate Resotec as a<br />
last minute solution to a footfall vibration issue. Engineers are<br />
therefore encouraged to consider Resotec in the early stages<br />
of a building design. Assistance for doing this can be obtained<br />
through the use of COMPOS, part of the OASYS suite of<br />
structural design programmes, or through contacting Richard<br />
Lees Steel Decking.<br />
Moment (Nm)<br />
X 105<br />
16<br />
14<br />
12<br />
10<br />
8<br />
6<br />
2<br />
0<br />
0<br />
Strength<br />
required<br />
50% partially composite beam: BM capacity and demand<br />
Beam<br />
strength<br />
Strength provided<br />
in 100%<br />
composite design<br />
Effect with Resotec<br />
Partially composite<br />
5 10 15<br />
Length (m)<br />
17
18<br />
www.rlsd.com<br />
Fibre Reinforced<br />
Concrete<br />
Traditional composite floor slab design<br />
makes use of the decking profile to act<br />
as tensile reinforcement in the bottom of<br />
the slab. It also includes a layer of welded<br />
wire fabric in the top of the slab to control<br />
cracks, distribute loads around minor<br />
openings, resist horizontal shear forces,<br />
and to provide continuity over supports in<br />
the fire limit state. In many design cases<br />
synthetic macro fibre reinforcement can be<br />
used to replace the fabric layer and provide<br />
added benefits associated with simplicity<br />
and speed of construction.<br />
STRUX ® 90/40 fibre<br />
reinforcement<br />
STRUX ® 90/40 synthetic structural fibres are<br />
marketed by Grace Construction Products<br />
Limited and have been used extensively in<br />
ground slabs for a number of years.<br />
The fibres are 40 mm long with an aspect<br />
ratio of 90, giving high strength with a high<br />
modulus. They have been designed to<br />
provide tight crack control whilst exhibiting<br />
excellent dispersion and pumpability<br />
characteristics. STRUX ® 90/40 synthetic<br />
structural fibres offer a quick, easy and safe<br />
option for providing secondary reinforcement<br />
to a composite floor slab.<br />
Application<br />
In collaboration with Grace Construction<br />
Products Limited, Richard Lees Steel<br />
Decking have researched and developed<br />
a system whereby much of the steel<br />
reinforcement in a composite floor slab can<br />
be replaced by fibres in the concrete mix.<br />
The development of this system required full<br />
scale testing of structural floor slabs and the<br />
results are therefore only applicable to the<br />
unique combinations of decking profile, fibre<br />
and fibre dosage tested. The test programme<br />
was developed in conjunction with the Steel<br />
Construction Institute (SCI) and the results<br />
processed by them to produce the design<br />
guidance given here. In the pages that<br />
follow design information is given for the<br />
use of Holorib, Ribdeck E60, Ribdeck 80<br />
and Ribdeck AL with STRUX ® 90/40<br />
synthetic structural fibres at a dosage of<br />
5.3 kg/m 3 of concrete. These products<br />
cannot be substituted with other types of<br />
decking or fibres based on the information<br />
published here.
Principal Benefits<br />
Extensive testing, specified and verified by the Steel Construction Institute, has shown that STRUX ® 90/40 can be an ideal replacement<br />
for steel fabric reinforcement in steel composite decks designed and supplied by Richard Lees Steel Decking Ltd. This testing has<br />
shown that, not only can the STRUX ® 90/40 reinforcement meet the physical requirements for longitudinal shear and composite<br />
interaction in the floor plate, but also that with Holorib, a fire rating of up to two hours can be achieved.<br />
Advantages of STRUX ® 90/40 over steel<br />
fabric reinforcement<br />
STRUX ® 90/40 reinforcement is premixed into the concrete so<br />
that when concrete is delivered to site it is immediately ready<br />
to be pumped and placed.<br />
Project time & cost<br />
• No fabric to lift to level.<br />
• No fabric storage space required.<br />
• No fabric to fix, eliminating an entire step from the process.<br />
• Productivity improvements.<br />
• Reduction in clashes with the requirements of other<br />
contractors.<br />
Safety<br />
• Risk reduction.<br />
• Removal of all hazards associated with the<br />
installation of fabric.<br />
• Removal of a trip hazard from the floor area prior to and<br />
during concreting.<br />
Flexibility & ease of application<br />
• Improved logistics on site.<br />
• Easier to maintain a clean and clear area for concrete<br />
placement.<br />
• Reduction in pre-pour inspection checks of reinforcement.<br />
• Concrete arrives on site with STRUX ® 90/40 already added.<br />
Superior crack control<br />
• STRUX ® 90/40 fibres are evenly distributed through the<br />
concrete and always in the right place.<br />
• Crack propagation is arrested early.<br />
Advantages of STRUX ® 90/40<br />
over steel fibres<br />
The high strength to weight ratio of STRUX ® 90/40 and high<br />
fineness compared to steel fibres leads to very different<br />
dosage rates of the two materials. In composite floor slabs<br />
STRUX ® 90/40 is added at a dosage rate of 5.3kg/m 3 .<br />
A similar application using steel fibres would require a<br />
dosage of 30kg/m 3 .<br />
Clear advantages of STRUX ® 90/40 include:<br />
• Ease of addition<br />
No specialist equipment is needed to add STRUX ® 90/40 to<br />
the mixing plant. A simple platform or suitable mobile steps<br />
will give safe access for adding the material.<br />
• Safe & easy to handle<br />
Individual bags of STRUX ® 90/40 are light (2.3kg), safe and<br />
easy to handle.<br />
Span/load/fire tables<br />
1. Spans shown assume clear span +100mm to the centreline of supports.<br />
2. Designs are fully in accordance with BS 5950: Parts 4 & 6.<br />
3. The dead weight of the slab has been included in the development of the<br />
spans shown. However, consideration should be given to finishes, partitions,<br />
walls, etc. when reading from the table.<br />
4. Based upon concrete densities at wet stage: normal weight concrete 2400 kg/<br />
m 3 , lightweight concrete 1900 kg/m 3 .<br />
5. A span to depth ratio limit of 35:1 for normal weight concrete and 30:1 for<br />
lightweight concrete is generally used. Where isolated single spans occur,<br />
these should be reduced to 30:1 and 25:1 respectively.<br />
• Good pumping characteristics:<br />
When used in conjunction with the right mix design,<br />
STRUX ® 90/40 fibres display excellent pumping<br />
characteristics, minimising job downtime through equipment<br />
problems.<br />
Longitudinal shear strength<br />
For design in accordance with BS 5950: Part 3, the shear<br />
resistance of each shear plane of concrete reinforced with<br />
5.3 kg/m 3 of STRUX ® 90/40 fibres can be expressed as<br />
v r = 2A cv + v p<br />
Acv is the cross-sectional area of concrete per unit length of<br />
beam. Where the decking spans perpendicular to the span of<br />
the beam this area includes the concrete both above the profile<br />
and within the decking troughs. If the decking is spanning<br />
parallel to the beam then only the concrete above the profile<br />
should be considered to be resisting longitudinal shear.<br />
Acv<br />
Perpendicular<br />
To this longitudinal shear resistance may be added a<br />
component, vp, arising from the tensile strength of the deck,<br />
but only in the situation where the deck spans perpendicular<br />
to the beam and it is either continuous across the beam<br />
or anchored to it with through-deck welded shear studs.<br />
Guidance on the calculation of vp can be found in the<br />
appropriate section of BS 5950: Part 3.<br />
Shear stud resistance<br />
Acv<br />
Parallel<br />
Testing established that the performance of stud connectors<br />
was enhanced when embedded in specimens using concrete<br />
reinforced with 5.3kg/m 3 of STRUX ® 90/40 fibres, compared<br />
to identical specimens using conventional reinforcement bars.<br />
This was demonstrated by an improvement in both shear<br />
resistance and ductility and demonstrates that the BS 5950-<br />
3:1990 codified stud reduction factors (k) can be adopted<br />
without additional modification.<br />
6. Maximum deflection in the direction of span of the decking is limited to span/130<br />
after taking account of ponding.<br />
7. Construction stage design includes an allowance of 1.5kN/m 2 for construction<br />
loading.<br />
8. Composite slabs are designed to be simply supported irrespective of the deck<br />
support configuration. The STRUX ® 90/40 fibres are included to satisfy the<br />
minimum crack control and load distribution requirements of BS 5950: Part 4.<br />
9. S350 decking is manufactured from material meeting the specification:<br />
BS EN 10326-S350GD+Z275-N-A-C. It has guaranteed minimum yield<br />
strength of 350 N/mm2.<br />
19
20<br />
Holorib with STRUX ® 90/40 fibres 1hr Fire Rating<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Span/load/fire table Normal weight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
100 0.092 3.36 3.36 2.95 3.53 3.53 2.99 3.50 3.50 3.07<br />
120 0.112 3.19 3.19 3.19 3.35 3.35 3.35 3.66 3.66 3.59<br />
130 0.122 3.12 3.12 3.12 3.28 3.28 3.28 3.58 3.58 3.58<br />
150 0.142 2.99 2.99 2.99 3.14 3.14 3.14 3.44 3.44 3.44<br />
175 0.167 2.85 2.85 2.85 3.00 3.00 3.00 3.29 3.29 3.29<br />
200 0.192 2.74 2.74 2.74 2.89 2.89 2.89 3.16 3.16 3.16<br />
250 0.242 - - - - - - - - -<br />
100 0.092 3.50 3.39 2.85 3.50 3.50 2.99 3.50 3.50 3.07<br />
120 0.112 4.15 3.69 3.12 4.20 4.13 3.48 4.20 4.20 3.59<br />
130 0.122 4.30 3.84 3.25 4.55 4.29 3.63 4.55 4.55 3.85<br />
150 0.142 4.58 4.10 3.48 5.11 4.58 3.89 5.25 5.25 4.38<br />
175 0.167 4.87 4.39 3.75 5.43 4.90 4.19 6.13 5.90 5.02<br />
200 0.192 5.12 4.64 3.98 5.70 5.17 4.45 6.27 6.23 5.37<br />
250 0.242 - - - - - - - - -<br />
Span/load/fire table Lightweight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
100 0.092 3.00 3.00 2.77 3.00 3.00 2.81 3.00 3.00 2.88<br />
120 0.112 3.42 3.42 3.23 3.60 3.60 3.28 3.60 3.60 3.36<br />
130 0.122 3.34 3.34 3.34 3.52 3.52 3.52 3.84 3.84 3.61<br />
150 0.142 3.21 3.21 3.21 3.38 3.38 3.38 3.69 3.69 3.69<br />
175 0.167 3.07 3.07 3.07 3.23 3.23 3.23 3.53 3.53 3.53<br />
200 0.192 2.95 2.95 2.95 3.10 3.10 3.10 3.40 3.40 3.40<br />
250 0.242 - - - - - - - - -<br />
100 0.092 3.00 3.00 2.77 3.00 3.00 2.81 3.00 3.00 2.88<br />
120 0.112 3.60 3.60 3.16 3.60 3.60 3.28 3.60 3.60 3.36<br />
130 0.122 3.90 3.90 3.30 3.90 3.90 3.52 3.90 3.90 3.61<br />
150 0.142 4.50 4.21 3.55 4.50 4.50 3.97 4.50 4.50 4.11<br />
175 0.167 5.06 4.52 3.83 5.25 5.05 4.28 5.25 5.25 4.72<br />
200 0.192 5.34 4.79 4.08 5.95 5.35 4.56 6.00 6.00 5.33<br />
250 0.242 - - - - - - - - -<br />
STRUX ® 90/40 synthetic macro fibres are included in the concrete mix at a dosage rate of 5.3 kg/m 3<br />
Refer to notes on page 19<br />
the original:<br />
Holorib
Holorib with STRUX ® 90/40 fibres 1 1/2 hr Fire Rating<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Span/load/fire table Normal weight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
110 0.102 3.25 2.99 2.57 3.44 3.12 2.71 3.50 3.39 2.93<br />
120 0.112 3.19 3.11 2.68 3.35 3.26 2.83 3.66 3.54 3.07<br />
130 0.122 3.12 3.12 2.82 3.28 3.28 2.95 3.58 3.58 3.19<br />
150 0.142 2.99 2.99 2.99 3.14 3.14 3.14 3.44 3.44 3.43<br />
175 0.167 2.85 2.85 2.85 3.00 3.00 3.00 3.29 3.29 3.29<br />
200 0.192 2.74 2.74 2.74 2.89 2.89 2.89 3.16 3.16 3.16<br />
- - - - - - - - - 2.95 2.95<br />
110 0.102 3.25 2.99 2.57 3.45 3.12 2.71 3.75 3.39 2.93<br />
120 0.112 3.37 3.11 2.68 3.59 3.26 2.83 3.89 3.54 3.07<br />
130 0.122 3.55 3.24 2.82 3.71 3.39 2.95 4.03 3.68 3.19<br />
150 0.142 3.77 3.45 3.02 3.95 3.62 3.17 4.28 3.93 3.43<br />
175 0.167 4.02 3.70 3.26 4.20 3.87 3.41 4.55 4.19 3.69<br />
200 0.192 4.28 3.96 3.50 4.46 4.14 3.66 4.82 4.46 3.94<br />
250 0.242 - - - - - - - - -<br />
Span/load/fire table Lightweight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
105 0.097 3.15 3.07 2.62 3.15 3.15 2.75 3.15 3.15 2.98<br />
120 0.112 3.42 3.32 2.85 3.60 3.46 2.97 3.60 3.60 3.21<br />
130 0.122 3.34 3.34 2.99 3.52 3.52 3.12 3.84 3.84 3.37<br />
150 0.142 3.21 3.21 3.21 3.38 3.38 3.38 3.69 3.69 3.66<br />
175 0.167 3.07 3.07 3.07 3.23 3.23 3.23 3.53 3.53 3.53<br />
200 0.192 2.95 2.95 2.95 3.10 3.10 3.10 3.40 3.40 3.40<br />
- - - - - - - - - 3.18 3.18<br />
105 0.097 3.15 3.07 2.62 3.15 3.15 2.75 3.15 3.15 2.98<br />
120 0.112 3.60 3.32 2.85 3.60 3.46 2.97 3.60 3.60 3.21<br />
130 0.122 3.84 3.47 2.99 3.90 3.63 3.12 3.90 3.90 3.37<br />
150 0.142 4.14 3.76 3.25 4.32 3.93 3.39 4.50 4.23 3.66<br />
175 0.167 4.53 4.12 3.59 4.71 4.29 3.73 5.05 4.61 4.00<br />
200 0.192 4.90 4.50 3.93 5.09 4.66 4.07 5.43 4.97 4.35<br />
250 0.242 - - - - - - - - -<br />
STRUX ® 90/40 synthetic macro fibres are included in the concrete mix at a dosage rate of 5.3 kg/m 3<br />
Refer to notes on page 19<br />
21
22<br />
Holorib with STRUX ® 90/40 fibres 2hrs Fire Rating<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Span/load/fire table Normal weight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
125 0.117 3.12 2.80 2.46 3.25 2.96 2.59 3.59 3.25 2.84<br />
130 0.122 3.12 2.87 2.50 3.28 3.06 2.67 3.58 3.31 2.87<br />
150 0.142 2.99 2.99 2.73 3.14 3.14 2.86 3.44 3.44 3.10<br />
170 0.162 2.88 2.88 2.88 3.03 3.03 3.03 3.32 3.32 3.28<br />
175 0.167 2.85 2.85 2.85 3.00 3.00 3.00 3.29 3.29 3.29<br />
200 0.192 2.74 2.74 2.74 2.89 2.89 2.89 3.16 3.16 3.16<br />
250 0.242 - - - - - - - - -<br />
125 0.117 3.12 2.80 2.46 3.25 2.96 2.59 3.59 3.25 2.84<br />
130 0.122 3.20 2.87 2.50 3.34 3.06 2.67 3.62 3.31 2.87<br />
150 0.142 3.40 3.12 2.73 3.57 3.27 2.86 3.87 3.55 3.10<br />
170 0.162 3.57 3.29 2.89 3.74 3.44 3.03 4.05 3.73 3.28<br />
175 0.167 3.61 3.33 2.93 3.78 3.49 3.07 4.10 3.78 3.33<br />
200 0.192 3.82 3.53 3.13 4.00 3.70 3.27 4.32 4.00 3.54<br />
250 0.242 - - - - - - - - -<br />
Span/load/fire table Lightweight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
115 0.107 3.25 2.93 2.52 3.39 3.05 2.62 3.45 3.29 2.82<br />
120 0.112 3.32 2.99 2.57 3.46 3.12 2.68 3.60 3.37 2.89<br />
130 0.122 3.34 3.11 2.68 3.52 3.26 2.81 3.84 3.53 3.03<br />
150 0.142 3.21 3.21 2.90 3.38 3.38 3.03 3.69 3.69 3.28<br />
175 0.167 3.07 3.07 3.07 3.23 3.23 3.23 3.53 3.53 3.53<br />
200 0.192 2.95 2.95 2.95 3.10 3.10 3.10 3.40 3.40 3.40<br />
250 0.242 - - - - - - - - -<br />
115 0.107 3.25 2.93 2.52 3.39 3.05 2.62 3.45 3.29 2.82<br />
120 0.112 3.32 2.99 2.57 3.46 3.12 2.68 3.60 3.37 2.89<br />
130 0.122 3.44 3.11 2.68 3.60 3.26 2.81 3.90 3.53 3.03<br />
150 0.142 3.69 3.35 2.90 3.86 3.50 3.03 4.18 3.79 3.28<br />
175 0.167 3.99 3.64 3.17 4.16 3.80 3.30 4.49 4.09 3.56<br />
200 0.192 4.31 3.94 3.45 4.48 4.10 3.59 4.81 4.40 3.85<br />
250 0.242 - - - - - - - - -<br />
STRUX ® 90/40 synthetic macro fibres are included in the concrete mix at a dosage rate of 5.3 kg/m 3<br />
Refer to notes on page 19<br />
the original:<br />
Holorib
Ribdeck E60 with STRUX ® 90/40 fibres 1hr Fire Rating<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Span/load/fire table Normal weight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
130 0.094 3.31 3.00 2.58 3.44 3.11 2.68 3.69 3.33 2.87<br />
140 0.104 3.22 3.13 2.70 3.58 3.25 2.81 3.83 3.47 3.00<br />
150 0.114 3.14 3.14 2.82 3.49 3.37 2.93 3.81 3.60 3.12<br />
160 0.124 3.07 3.07 2.93 3.41 3.41 3.03 3.72 3.72 3.25<br />
175 0.139 2.96 2.96 2.96 3.30 3.30 3.22 3.61 3.61 3.43<br />
200 0.164 2.79 2.79 2.79 3.14 3.14 3.14 3.45 3.45 3.45<br />
250 0.214 - - - - - - - - -<br />
130 0.094 3.31 2.93 2.43 3.44 3.11 2.58 3.69 3.33 2.85<br />
140 0.104 3.45 3.07 2.54 3.58 3.25 2.71 3.83 3.47 3.00<br />
150 0.114 3.57 3.20 2.66 3.71 3.37 2.84 3.96 3.60 3.12<br />
160 0.124 3.69 3.32 2.77 3.83 3.49 2.96 4.09 3.73 3.25<br />
175 0.139 3.88 3.50 2.92 4.02 3.68 3.13 4.29 3.93 3.43<br />
200 0.164 4.18 3.76 3.15 4.32 3.98 3.40 4.60 4.23 3.71<br />
250 0.214 - - - - - - - - -<br />
Span/load/fire table Lightweight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
120 0.084 - - - - - - - - -<br />
130 0.094 3.50 3.14 2.59 3.64 3.26 2.76 3.89 3.49 2.98<br />
140 0.104 3.44 3.30 2.72 3.81 3.43 2.91 4.07 3.66 3.13<br />
150 0.114 3.36 3.36 2.87 3.73 3.57 3.07 4.08 3.81 3.27<br />
175 0.139 3.19 3.19 3.19 3.55 3.55 3.40 3.88 3.88 3.62<br />
200 0.164 3.04 3.04 3.04 3.39 3.39 3.39 3.70 3.70 3.70<br />
250 0.214 - - - - - - - - -<br />
120 0.084 - - - - - - - - -<br />
130 0.094 3.43 2.99 2.46 3.64 3.21 2.62 3.89 3.49 2.89<br />
140 0.104 3.59 3.13 2.58 3.81 3.37 2.75 4.07 3.66 3.05<br />
150 0.114 3.75 3.27 2.70 3.96 3.53 2.89 4.22 3.81 3.22<br />
175 0.139 4.11 3.60 2.98 4.34 3.90 3.20 4.61 4.18 3.60<br />
200 0.164 4.42 3.89 3.23 4.69 4.23 3.48 4.97 4.53 3.94<br />
250 0.214 - - - - - - - - -<br />
STRUX ® 90/40 synthetic macro fibres are included in the concrete mix at a dosage rate of 5.3 kg/m 3<br />
Refer to notes on page 19<br />
less concrete<br />
Ribdeck E60<br />
23
24<br />
Ribdeck 80 with STRUX ® 90/40 fibres 1hr Fire Rating<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Span/load/fire table Normal weight concrete<br />
Support<br />
Condition<br />
longer spans<br />
Ribdeck 80<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
140 0.098 3.24 3.06 2.79 3.34 3.14 2.88 3.51 3.30 3.02<br />
150 0.108 3.46 3.26 2.96 3.56 3.35 3.05 3.73 3.52 3.21<br />
160 0.118 3.68 3.46 3.12 3.78 3.57 3.22 3.95 3.74 3.41<br />
170 0.128 3.73 3.65 3.25 4.00 3.76 3.38 4.18 3.95 3.59<br />
175 0.133 3.69 3.69 3.32 4.10 3.85 3.45 4.29 4.05 3.67<br />
200 0.158 3.50 3.50 3.50 3.92 3.92 3.75 4.60 4.52 4.03<br />
250 0.208 3.20 3.20 3.20 3.58 3.58 3.58 4.23 4.23 4.23<br />
140 0.098 3.24 3.06 2.79 3.34 3.14 2.88 3.51 3.30 3.02<br />
150 0.108 3.46 3.26 2.96 3.56 3.35 3.05 3.73 3.52 3.21<br />
160 0.118 3.68 3.46 3.12 3.78 3.57 3.22 3.95 3.74 3.41<br />
170 0.128 3.89 3.65 3.25 4.00 3.76 3.38 4.18 3.95 3.59<br />
175 0.133 3.99 3.74 3.32 4.10 3.85 3.45 4.29 4.05 3.67<br />
200 0.158 4.43 4.10 3.60 4.58 4.25 3.75 4.82 4.52 4.03<br />
250 0.208 5.07 4.71 4.18 5.25 4.87 4.32 5.59 5.18 4.60<br />
Span/load/fire table Lightweight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
130 0.088 3.16 2.93 2.66 3.25 3.02 2.72 3.47 3.21 2.88<br />
140 0.098 3.39 3.17 2.86 3.49 3.25 2.94 3.68 3.43 3.10<br />
150 0.108 3.63 3.40 3.07 3.72 3.49 3.16 3.89 3.65 3.32<br />
160 0.118 3.87 3.63 3.25 3.96 3.72 3.36 4.14 3.89 3.53<br />
175 0.133 3.96 3.95 3.49 4.33 4.06 3.62 4.50 4.24 3.83<br />
200 0.158 3.77 3.77 3.77 4.22 4.22 3.98 4.95 4.79 4.25<br />
250 0.208 3.47 3.47 3.47 3.89 3.89 3.89 4.58 4.58 4.58<br />
130 0.088 3.16 2.93 2.66 3.25 3.02 2.72 3.47 3.21 2.88<br />
140 0.098 3.39 3.17 2.86 3.49 3.25 2.94 3.68 3.43 3.10<br />
150 0.108 3.63 3.40 3.07 3.72 3.49 3.16 3.89 3.65 3.32<br />
160 0.118 3.87 3.63 3.25 3.96 3.72 3.36 4.14 3.89 3.53<br />
175 0.133 4.23 3.95 3.49 4.33 4.06 3.62 4.50 4.24 3.83<br />
200 0.158 4.78 4.40 3.83 4.91 4.54 3.98 5.11 4.79 4.25<br />
250 0.208 5.60 5.14 4.50 5.78 5.31 4.65 6.11 5.63 4.93<br />
STRUX ® 90/40 synthetic macro fibres are included in the concrete mix at a dosage rate of 5.3 kg/m 3<br />
Refer to notes on page 19
Ribdeck AL with STRUX ® 90/40 fibres 1hr Fire Rating<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Multiple - Unpropped<br />
Multiple - Propped<br />
Span/load/fire table Normal weight concrete<br />
Support<br />
Condition<br />
shallow slabs<br />
efficient designs<br />
Ribdeck AL<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
120 0.095 3.25 2.93 2.50 3.41 3.07 2.62 3.70 3.34 2.86<br />
130 0.105 3.19 3.07 2.64 3.44 3.21 2.76 3.71 3.47 2.99<br />
140 0.115 3.12 3.12 2.75 3.36 3.32 2.88 3.62 3.60 3.11<br />
150 0.125 3.05 3.05 2.86 3.28 3.28 2.99 3.54 3.54 3.23<br />
175 0.150 2.88 2.88 2.88 3.12 3.12 3.12 3.37 3.37 3.37<br />
200 0.175 2.73 2.73 2.73 2.99 2.99 2.99 3.23 3.23 3.23<br />
120 0.095 3.25 2.93 2.50 3.41 3.07 2.62 3.70 3.34 2.86<br />
130 0.105 3.39 3.07 2.64 3.54 3.21 2.76 3.84 3.47 2.99<br />
140 0.115 3.50 3.18 2.75 3.67 3.32 2.88 3.96 3.60 3.11<br />
150 0.125 3.62 3.29 2.86 3.78 3.44 2.99 4.09 3.72 3.23<br />
175 0.150 3.95 3.61 3.16 4.12 3.77 3.29 4.43 4.06 3.54<br />
200 0.175 4.23 3.89 3.43 4.40 4.05 3.56 4.71 4.34 3.82<br />
Span/load/fire table Lightweight concrete<br />
Support<br />
Condition<br />
Slab Concrete 0.9 Gauge 1.0 Gauge 1.2 Gauge<br />
Depth Volume Imposed Load Imposed Load Imposed Load<br />
(mm) (m3 /m2 ) 5.0 6.7 10.0 5.0 6.7 10.0 5.0 6.7 10.0<br />
110 0.085 3.27 2.92 2.48 3.30 3.06 2.60 3.30 3.30 2.80<br />
120 0.095 3.43 3.07 2.62 3.59 3.21 2.74 3.60 3.47 2.96<br />
130 0.105 3.41 3.22 2.75 3.69 3.37 2.88 3.90 3.64 3.10<br />
150 0.125 3.27 3.27 3.00 3.53 3.53 3.14 3.81 3.81 3.38<br />
175 0.150 3.11 3.11 3.11 3.35 3.35 3.35 3.62 3.62 3.62<br />
200 0.175 2.97 2.97 2.97 3.21 3.21 3.21 3.47 3.47 3.47<br />
110 0.085 3.27 2.92 2.48 3.30 3.06 2.60 3.30 3.30 2.80<br />
120 0.095 3.43 3.07 2.62 3.59 3.21 2.74 3.60 3.47 2.96<br />
130 0.105 3.59 3.22 2.75 3.75 3.37 2.88 3.90 3.64 3.10<br />
150 0.125 3.88 3.50 3.00 4.05 3.65 3.14 4.36 3.93 3.38<br />
175 0.150 4.29 3.89 3.36 4.46 4.05 3.50 4.78 4.34 3.75<br />
200 0.175 4.64 4.23 3.68 4.81 4.38 3.81 5.13 4.68 4.06<br />
STRUX ® 90/40 synthetic macro fibres are included in the concrete mix at a dosage rate of 5.3 kg/m 3<br />
Refer to notes on page 19<br />
25
26<br />
Guidelines for concrete producers<br />
The following guidelines are designed to assist concrete producers with the efficient batching<br />
and dispersion of STRUX ® 90/40 synthetic structural fibres and to provide concrete that has the<br />
optimum pumping, placing and finishing characteristics for composite floor slab construction.<br />
1. Mix design<br />
1.1 The dosage of STRUX ® 90/40 for this application has been set<br />
at 5.3kg/m 3 . This has been determined by extensive research<br />
programmes into the behaviour of composite floors using Richard<br />
Lees Steel Decking profiles and must not be altered without<br />
engineering approval. The addition of fibres will reduce the<br />
workability and the apparent paste volume of the concrete. In order<br />
to supply a concrete with optimum pumping, placing and finishing<br />
characteristics, these effects will need to be addressed by attention<br />
to the mix design and the selection of an appropriate and proven<br />
superplasticising admixture. The recommended admixture for this<br />
application is ADVA ® , supplied by Grace Construction Products.<br />
1.2 Typically we suggest that an optimum paste volume for concrete<br />
with 5.3kg/m 3 of STRUX ® 90/40 would be achieved with a<br />
cementitious content of 360kg and a coarse to fines ratio set at<br />
45%. Where possible, trial mixes should be performed to determine<br />
a suitable mix and Grace Construction Products will provide<br />
technical advice where requested.<br />
1.3 The exact water content and admixture dose are best determined<br />
experimentally.<br />
2. Dry batching<br />
2.1 STRUX ® 90/40 synthetic structural fibres are supplied in concrete<br />
dispersible bags; either 0.5kg or 2.3kg. The whole bags can be<br />
added into the mixing operation without the need to open them.<br />
The appropriate number of bags can be added to the empty truck<br />
prior to loading with concrete. A suitable safe loading platform or<br />
safety steps should be provided to give the operator secure access<br />
to the mixer truck.<br />
www.rlsd.com<br />
2.2 Once the STRUX ® 90/40 bags have been loaded, 200 litres of<br />
water should then be added. This water addition assists the<br />
bags to break up, releasing their contents.<br />
2.3 On completion of the weighing of the aggregates into the weigh<br />
hopper, a small amount (e.g. 0.5 - 1.0 tonne) of preferably coarse<br />
aggregates should be released into the truck. The contents (now<br />
containing the full quantity of fibres, ~ 200 litres of water and a<br />
portion of the aggregates alone) should be mixed for 2 - 3 minutes<br />
to allow the coarse aggregates to abrade and disperse the<br />
fibres thoroughly.<br />
2.4 The remaining aggregates and cementitious materials can now<br />
be loaded into the truck along with further water. Mixing should<br />
now proceed as usual, targeting an initial slump of 50 - 70mm,<br />
before the addition of ADVA ® . Once this has been achieved, the<br />
appropriate dosage of ADVA ® should be added to increase the<br />
workability to 140 - 180mm.<br />
3. Wet mixing<br />
3.1 In wet mixed plants the bags of STRUX ® 90/40 are normally added<br />
directly into the mixer prior to charging with aggregates.<br />
However this procedure may depend on the mixer and overall plant<br />
specifications and it is recommended that Grace Construction<br />
Products are consulted for advice on the best method of fibre<br />
addition.
Guidelines for contractors<br />
These guidelines are designed to provide contractors with advice on how best to pump, place, compact and finish<br />
concrete containing STRUX ® 90/40 synthetic structural fibre reinforcement for composite floor slab construction.<br />
1. Concrete pumping<br />
1.1 Mix Design and Workability<br />
When STRUX ® 90/40 is used in concrete for Holorib and Ribdeck<br />
composite floor slabs it is always used at a fixed dosage of<br />
5.3kg/m 3 . This requires careful attention to mix design in order<br />
to ensure that there is sufficient paste volume to coat the fibres<br />
fully. In general we recommend a pump mix with a minimum fine<br />
aggregate to coarse aggregate ratio of 45%.<br />
STRUX ® 90/40 reinforced concrete should be delivered and<br />
discharged into the pump hopper at a workability of between<br />
2. Concrete placing, compacting and finishing operations<br />
2.1 Placing the concrete<br />
Placing and levelling STRUX ® 90/40 reinforced concrete should be<br />
carried out exactly as per normal concrete. The high dosage of fibre<br />
reinforcement in the concrete may give the apparent appearance<br />
of over cohesiveness, but raking/levelling will not be affected and<br />
will require no more than usual effort. Additionally, where ADVA ®<br />
Floor 200 has been used, this will assist the concrete in levelling,<br />
compaction and finishing.<br />
2.2 Compacting the concrete<br />
The best plant suited for compacting fibre reinforced concrete is<br />
the ‘Magi Screed’ as figure 1;<br />
The concrete should be compacted sufficiently to ensure that<br />
adequate paste is brought to the surface to allow easy finishing,<br />
particularly when power floating. If this method of applying some<br />
form of surface vibration to the fibre reinforced concrete is not<br />
used, then a high number of fibres will appear at the surface of<br />
the concrete. This may not be an issue if the concrete floor is<br />
being covered by insulation etc. but if the specified finish is<br />
power floating, then the use of the Magi Screed greatly<br />
assists in achieving a satisfactory surface.<br />
figure 1 figure 2<br />
figure 3<br />
140mm - 180mm, i.e. high enough to allow the concrete to fall<br />
through the hopper grill without stacking up, but not so high as to<br />
promote segregation of the concrete in the pump line, particularly<br />
while pumping has ceased during concrete truck change-over. An<br />
approved superplasticising admixture must be used to reinstate the<br />
workability lost through the addition of fibres. Grace Construction<br />
Products strongly recommends that ADVA ® be used, which also<br />
provides lubrication to the concrete, reducing pumping pressures.<br />
2.3 Finishing the concrete surface<br />
After compaction with the Magi Screed, an easy float (refer figure 2)<br />
is usually passed over the concrete to close up the surface.<br />
2.4 Once the fibre reinforced concrete has been levelled,<br />
compacted and floated, it is allowed to cure in accordance with<br />
good concreting practice. If a power float finish has been specified,<br />
then the surface of the concrete floor is usually closed up using<br />
a “panning” operation, followed by the floating operation<br />
as shown in figure 3.<br />
If the type of floating machine shown in figure 3 is used, then some<br />
fibres will be seen in the surface of the finished concrete floor.<br />
If a ride-on machine is used (refer figure 4), then usually all of the<br />
fibres disappear during the floating operation.<br />
figure 4<br />
27
28<br />
RLSD Shaping the London Skyline<br />
30 St. Mary Axe - The Gherkin<br />
www.rlsd.com<br />
Location:<br />
30 St Mary Axe, London,<br />
England, United Kingdom<br />
Status: Complete<br />
Completion Date: 2004<br />
Height: 180 metres<br />
Floor Area:<br />
70,000 square metres<br />
Architect: Foster & Partners<br />
Steel Contractor:<br />
Victor Buyck – Hollandia JV<br />
RLSD Profile: Ribdeck 80<br />
Widely known throughout the world by<br />
the nickname ‘The Gherkin’, 30 St Mary<br />
Axe stands at 180 metres tall, making it on<br />
completion the second tallest building in the<br />
City of London and the sixth tallest in the<br />
Greater London region.<br />
Thanks to the efficiency of it’s<br />
environmentally-conscious design, The<br />
Gherkin uses half the power that a similar<br />
tower would typically consume, whilst the<br />
unique triangulated perimeter structure<br />
makes this tall building sufficiently stiff<br />
to control wind-excited sways without<br />
requiring any additional cross-bracing.<br />
The specification of Ribdeck 80 for this<br />
project was an integral factor in achieving<br />
the ambitious design of this unique building,<br />
with its radial steel beam arrangement<br />
requiring a decking profile that could span<br />
up to 4.75m without any requirement for<br />
additional framing or temporary support.<br />
Ribdeck 80 was the obvious choice.
RLSD Shaping the London Skyline<br />
The Emirates Stadium, London<br />
The Emirates Stadium<br />
– home of Arsenal<br />
Football Club – is<br />
the second largest<br />
stadium in the Premier<br />
League, and is widely<br />
acknowledged as<br />
being one of the finest<br />
sporting venues in<br />
the world.<br />
The stadium is a<br />
four-tiered bowl<br />
that creates an<br />
amphitheatre type arena, with roofing spanning around the curved stands.<br />
With any modern sporting venues, it was essential to minimise the number<br />
of obstructions that could detract from the viewing experience.<br />
Location:<br />
Ashburton Grove, London,<br />
England, United Kingdom<br />
Status: Complete<br />
Completion Date: 2006<br />
Height: 42 metres<br />
Floor Area:<br />
7,800 square metres<br />
Architect: HOK Sport<br />
Steel Contractor:<br />
Watson Steel Structures<br />
RLSD Profile: Ribdeck 80<br />
29
30<br />
RLSD Shaping the London Skyline<br />
Canary Wharf<br />
Location: Isle of Dogs, London, England, United Kingdom<br />
Status: Incomplete<br />
Completion Date: Ongoing<br />
Height: 235 metres (highest point)<br />
Floor Area: See panel opposite<br />
Architect: Various<br />
Steel Contractor: Various<br />
RLSD Profile: See panel opposite<br />
www.rlsd.com<br />
13<br />
9<br />
Canary Wharf is a large business and shopping development<br />
in London, located on the Isle of Dogs in the London Borough<br />
of Tower Hamlets, centred on the old West India Docks in the<br />
London Docklands. When topped out in 1990, One Canada<br />
Square became the UK’s tallest building and a powerful<br />
symbol of the regeneration of Docklands, as well as being an<br />
imposing architectural presence on the London skyline.<br />
During the various phases of construction at Canary Wharf,<br />
RLSD have supplied over 800,000 square metres of decking<br />
profile – testament to the quality of service and the superiority<br />
of the profiles that we have supplied over the years.<br />
8<br />
7<br />
6<br />
12
1<br />
10<br />
5<br />
11<br />
4<br />
2<br />
1 1 Canada Square - 147,000 m 2 Ribdeck 60<br />
2 8 Canada Square - 101,700 m 2 Ribdeck AL<br />
3 5 Churchill Place - 38,500 m 2 Ribdeck E60<br />
4 20 Churchill Place - 38,700 m 2 Ribdeck E60<br />
5 25 North Colonnade - 34,000 m 2 Ribdeck 60<br />
6 30 South Colonnade - 35,000 m 2 Ribdeck 60<br />
7 20 Cabot Square & 10 South Colonnade<br />
- 68,000 m 2 Ribdeck 60<br />
3<br />
8 25 Cabot Square - 60,000 m 2 Ribdeck 60<br />
9 40 Bank Street - 71,700 m 2 Ribdeck AL<br />
10 1 Cabot Square - 65,000 m 2 Ribdeck 60<br />
11 10 Cabot Square & 5 North Colonnade<br />
- 75,000 m 2 Ribdeck 60<br />
12 15 Westferry Circus - 23,500 m 2 Ribdeck AL<br />
13 20 Bank Street - 59,300 m 2 Ribdeck AL<br />
Total decking supplied: 817,400 m2<br />
31
32<br />
RLSD Shaping the London Skyline<br />
Willis Building<br />
Location:<br />
51 Lime Street, London,<br />
England, United Kingdom<br />
Status: Complete<br />
Completion Date: 2007<br />
Height: 125 metres<br />
www.rlsd.com<br />
Floor Area:<br />
51,000 square metres<br />
Architect: Norman Foster<br />
Steel Contractor:<br />
William Hare<br />
RLSD Profile: Ribdeck 80<br />
The Willis Building stands opposite the<br />
famous Lloyd’s building in the heart of<br />
the City of London. The building features<br />
an iconic “stepped” design, which was<br />
intended to resemble the shell of a<br />
crustacean, with setbacks rising at 97 and<br />
68 metres respectively.<br />
Constructed between 2004 and 2007, it was<br />
a significant addition to the London skyline,<br />
becoming the third tallest building in the<br />
City after 30 St Mary Axe and CityPoint.<br />
The core was topped out in July 2006,<br />
with Ribdeck 80 specified throughout the<br />
structure primarily due to its excellent load<br />
carrying properties and unrivalled ability to<br />
carry long unpropped spans. 51 Lime Street<br />
is the first in a wave of new skyscrapers<br />
planned for the area.
RLSD Shaping the London Skyline<br />
St Pancras International, London<br />
The £800m redevelopment, extension and<br />
re-branding of St Pancras International<br />
echoes the opulence of New York’s Grand<br />
Central Station, and features a wide<br />
range of top quality retail stores, as well<br />
as Europe’s longest champagne bar, and<br />
even a daily fresh farmers’ market.<br />
Famed for it’s recently introduced Eurostar<br />
train service to continental Europe, the<br />
need to accommodate the unusually long<br />
Eurostar trains necessitated the extension<br />
of the architecturally iconic Barlow Shed.<br />
Longer trains also means longer platforms<br />
and longer decking spans. RLSD were the obvious choice for providing decking profiles<br />
capable of spanning great lengths without compromising load carrying capacity.<br />
Location:<br />
St Pancras, London,<br />
England, United Kingdom<br />
Status: Complete<br />
Completion Date:<br />
November 2007<br />
Floor Area:<br />
27,000 square metres<br />
Architect:<br />
Rail Link Engineering<br />
Steel Contractor:<br />
Watson Steel Structures<br />
RLSD Profile:<br />
Holorib, Ribdeck 80<br />
33
34<br />
RLSD Architectural Impact Across the UK<br />
Civil Justice Centre (Manchester)<br />
www.rlsd.com<br />
Location:<br />
Spinningfields, Manchester,<br />
England, United Kingdom<br />
Status: Complete<br />
Completion Date: 2007<br />
Height: 80 metres<br />
Floor Area:<br />
35,160 square metres<br />
Architect:<br />
Denton Corker Marshall<br />
Steel Contractor:<br />
William Hare<br />
RLSD Profile: Holorib<br />
This distinctive building is widely<br />
recognisable for the ‘fingers’ at each end<br />
that are cantilevered over the lower levels -<br />
it is rumoured that architect Barrie Marshall<br />
sketched the entire building by hand and<br />
that very little has deviated from his original<br />
drawings. On the west side of the building<br />
is an imposing 11,000 m2 suspended glass<br />
wall - the largest in Europe.<br />
The specification of Holorib throughout<br />
the building was an important factor in<br />
minimising the construction depth of the<br />
floor slab to suit the architect’s vision of the<br />
slender form of the ‘finger’ protrusions at<br />
each end of the building.
RLSD Architectural Impact Across the UK<br />
Wales Millennium Centre, Cardiff<br />
The Wales Millennium Centre is a national<br />
centre for performing arts. The architect’s<br />
concept of the building was to design<br />
a structure that expressed “Welshness”<br />
and that was instantly recognisable and<br />
distinctive across Europe.<br />
The building was designed to reflect the<br />
many different parts of Wales with local<br />
Welsh materials that dominate its history;<br />
slate, metal, wood and glass. With Ribdeck<br />
80 being produced in a factory just 15 miles from the Millennium Centre the specification<br />
of this profile went some way to further enhancing the building’s “Welshness”.<br />
As a performing arts centre, clearly the acoustics of the building would play an integral<br />
part in its success as a venue – the specification of Ribdeck 80 allows the internal<br />
structure to be acoustically isolated from the main frame, with additional decking<br />
used in the roof to shield aircraft noise.<br />
Location: Cardiff Bay,<br />
Cardiff, Wales<br />
Status: Complete<br />
Completion Date: 2004<br />
Seating Capacity: 1,900<br />
Floor Area:<br />
37,000 square metres<br />
Architect:<br />
Capita Architecture<br />
Steel Contractor:<br />
Watson Steel<br />
RLSD Profile: Ribdeck 80<br />
35
36<br />
RLSD Architectural Impact Across the UK<br />
Spinnaker Tower, Portsmouth<br />
www.rlsd.com<br />
Location:<br />
Portsmouth Harbour,<br />
Portsmouth,<br />
United Kingdom<br />
Status: Complete<br />
Completion Date: 2005<br />
Height: 170 metres<br />
Floor Area:<br />
1,600 square metres<br />
Architect: HGP Architects<br />
Steel Contractor: Butterley<br />
RLSD Profile: Ribdeck 80<br />
The Spinnaker Tower is the centrepiece of<br />
the redevelopment of Portsmouth Harbour,<br />
and was chosen by Portsmouth residents<br />
from a selection of concept designs.<br />
The tower reflects Portsmouth’s maritime<br />
history, representing sails billowing in the<br />
wind – a design accomplished using two<br />
large, sweeping steel arcs.<br />
An imposing and stunning addition to the<br />
Portsmouth horizon, Spinnaker Tower<br />
is the tallest accessible structure in the<br />
United Kingdom outside London, with three<br />
observation platforms constructed from<br />
Ribdeck 80 affording glorious views of up to<br />
23 miles.
RLSD Architectural Impact Across the UK<br />
The Curve – Leicester Performing Arts Centre<br />
Location:<br />
Rutland Street, Leicester,<br />
United Kingdom<br />
Status: Complete<br />
Completion Date: 2008<br />
Floor Area:<br />
2,600 square metres<br />
Architect:<br />
Rafael Vinoly Architects<br />
Steel Contractor:<br />
William Hare<br />
RLSD Profile: Ribdeck 80<br />
Based in the<br />
redeveloped Cultural<br />
quarter in Leicester<br />
City Centre, the Curve<br />
theatre opened in<br />
Autumn 2008, and<br />
is one of the main<br />
flagship projects in the<br />
regeneration of the city.<br />
This ambitious and<br />
innovative design has<br />
complete architectural<br />
transparency, with the weight of the structure suspended from the roof of the building.<br />
The long spanning capacity of Ribdeck 80 allowed the number of steel members in the<br />
structure to be kept to a minimum, emphasising the light and airy form of the structure.<br />
37
38<br />
Guidance notes for Design and fixing<br />
DESiGn PAGES 38-39<br />
General 38<br />
Construction Loading 38<br />
Permanent Loading 38<br />
Reinforcement 38<br />
Deflection 38<br />
Temporary Support 39<br />
Durability 39<br />
Full Lateral Restraint 39<br />
Diaphragm Action 39<br />
Composite Beams 39<br />
Perimeter Beams 39<br />
Transverse Reinforcement 39<br />
Shear Studs 39<br />
Reference Literature 39<br />
DELIVERy PAGE 40<br />
Delivery, Transportation and Access 40<br />
Identification 40<br />
Lifting and Storage 40<br />
General<br />
RLSD’s structural decking can be used as permanent shuttering<br />
to an in situ concrete topping, or as both shuttering and tensile<br />
reinforcement to form what is referred to as a composite floor slab.<br />
Composite floor slabs form the most frequent application and these<br />
are designed to the currently applicable design codes (principally<br />
BS5950: Part 4). A slab design appropriate to the required application<br />
can be selected by a suitably qualified person from reference to<br />
either RLSD’s span/load tables or using Deckspan software, both<br />
of which are available free of charge at www.rlsd.com. When<br />
decking is used as permanent shuttering only it is the responsibility<br />
of the Project Structural Design Engineer to specify all the slab<br />
reinforcement necessary to support the permanent loads, ignoring<br />
any contribution from the decking profile.<br />
Construction Loading<br />
The RLSD design span/load tables generally make allowance for<br />
a temporary construction live load of 1.5kN/m 2 in addition to the<br />
wet weight of concrete. This should not be exceeded without<br />
consultation with the RLSD <strong>Technical</strong> Advisory Service. The heaping<br />
of concrete during placement should be avoided. In the unpropped<br />
condition it is normally the construction stage that governs the<br />
allowable spans shown in the tables.<br />
Construction Loading after Initial Concrete Set<br />
The slab strength will generally have been specified by the Project<br />
Structural Design Engineer on the basis of support of long-term<br />
loads consistent with the building’s intended use. In the temporary<br />
condition, construction loads from plant used for erecting steelwork<br />
or from materials stored for following trades may constitute a more<br />
onerous design condition and should be referred back to the Project<br />
Structural Design Engineer for assessment.<br />
Permanent Loading<br />
The self weight of the slab has been taken into account in the design<br />
process and need not be included in the imposed loads indicated<br />
in the span/load tables. The Project Structural Design Engineer<br />
should sum all predominantly uniform applied live, partition, finishes<br />
www.rlsd.com<br />
PROFESSIONAL<br />
fixinG PAGES 40-42<br />
Installation Service 40<br />
Health & Safety 40<br />
Fall Arrest 40<br />
Fixing and Securing 41<br />
Cartridge Tools 41<br />
Site Testing 41<br />
Edge Trim 41<br />
Cantilevered Deck and Trim 42<br />
Decking on Shelf Angles 42<br />
Decking Around Columns 42<br />
Minimising Concrete Loss 42<br />
Concrete Encased Perimeter<br />
Steel Beams 42<br />
SHEAR STUDS PAGE 43<br />
Spacing of Shear Studs 43<br />
Preparation of Steel Flanges 43<br />
Stud Installation Equipment 43<br />
Installation and Testing 43<br />
PRIOR TO CONCRETE<br />
PLACEMENT PAGE 44<br />
Forming Openings 44<br />
Cleaning the Decking 44<br />
CONCRETE<br />
PLACEMENT PAGE 44<br />
Temporary Props 44<br />
Construction Joints 44<br />
Placing and Compacting 44<br />
Curing 44<br />
COMPOSITE<br />
FLOOR SLAB PAGE 45<br />
Soffit Fixings 45<br />
Holowedge and Ribwedge R80 45<br />
Alphawedge 45<br />
GOOD PRACTiCE: These guidance notes have been developed by RLSD during our many years in the Steel Decking Industry.<br />
Whilst every effort has been made to ensure that they are comprehensive, we would refer you to the BCSA publication No 37/04 –<br />
BCSA Code of Practice for Metal Decking and Stud Welding – for further guidance. These notes should also be read in conjunction<br />
with the prevailing national design guidance and health and safety legislation.<br />
DESiGn<br />
and loads when reading from these tables. Any walls other than<br />
lightweight partitions should be considered separately as either line<br />
or concentrated loads, and specific calculations should be made to<br />
check the adequacy of the selected slab to support them.<br />
Reinforcement<br />
In all circumstances appropriate crack control and distribution<br />
reinforcement should be provided within the slab and this can be in<br />
the form of a wire-welded mesh or, in certain situations, as synthetic<br />
macro fibres. This reinforcement may also be sufficient to provide<br />
the necessary fire resistance for the slab and this can be checked by<br />
reference to the RLSD tables for the Simplified Fire Design Method,<br />
available in literature and on the RLSD website. Where the design<br />
criteria are not covered by the simplified tables, then reinforcing bars,<br />
positioned in the decking troughs, will be required, the exact quantity<br />
being determined using RLSD’s Deckspan software or by reference<br />
to the Steel Construction Institute publication 056.<br />
Decking can only contribute to the transverse shear reinforcement<br />
for the distribution of longitudinal shear forces in composite beams<br />
when it is spanning perpendicular to the beam. In addition it should<br />
either be continuous across the beam, or the beam flange be wide<br />
enough to allow effective anchorage of the deck using shear studs<br />
welded in a staggered pattern.<br />
Additional reinforcement may also be required to comply with<br />
building or other regulations and it is the customer’s responsibility<br />
to ensure that the necessary design checks and approvals have<br />
been granted.<br />
Deflection<br />
Decking will deflect under the weight of wet concrete as it is placed.<br />
The design process takes account of this deflection and limits it<br />
in accordance with the relevant code of practice. The additional<br />
weight of concrete due to this deflection is factored into this and<br />
all subsequent calculations. No account is taken in RLSD’s tables<br />
or software for any deflection of the supporting steel frame. Those<br />
responsible for the placement of the concrete should be made aware<br />
of all expected deflections when assessing concrete volumes and<br />
finishing techniques.
Temporary support<br />
Temporary support may sometimes be necessary to sustain the dead<br />
weight of wet concrete and any other construction loads. General<br />
guidance is provided by RLSD in the form of span/load tables<br />
and Deckspan software and, where provided, on project specific<br />
installation layout drawings and design calculations. The Project<br />
Structural Design Engineer may also specify temporary propping in<br />
situations where tighter control on deflections is deemed necessary.<br />
The design and safe installation of temporary supports, including<br />
any bracing necessary, is the responsibility of the Project Structural<br />
Design Engineer. There should be continuous sole and header plates<br />
across the full width of every propped bay and the system should<br />
be installed so as to ensure zero deflection of the deck at propped<br />
points prior to concrete placement. The header plate should offer a<br />
wide area of support so as not to locally compromise the structural<br />
integrity or the appearance of the decking.<br />
Except where specifically advised by RLSD’s <strong>Technical</strong> Department,<br />
all temporary props to unsupported slab edges are to be fully in place<br />
prior to installation of the edge trim or decking. The same condition<br />
also applies to internal props meeting the conditions set out in Table 1.<br />
Profile Span<br />
Holorib >= 4.0 m<br />
Ribdeck AL >= 4.0 m<br />
Ribdeck E60 >= 4.0 m<br />
Ribdeck 80 >= 4.5 m<br />
Table 1: Lower Limit for Pre-installation of Temporary Supports.<br />
Temporary supports should remain in place until the concrete has<br />
reached a minimum of 70% of its characteristic strength.<br />
Durability<br />
Decking is produced from galvanised steel strip to BS EN 10326<br />
with a standard Z275 coating. When used in a dry and unpolluted<br />
environment, such as is the case in the majority of offices,<br />
warehouses, hospitals, and schools etc, a design ‘life to first<br />
maintenance’ of 20 - 50 years can be expected. Recent documented<br />
research would suggest that the predicted performance is likely to<br />
approach the higher end of this range.<br />
Full Lateral Restraint<br />
Guidance on lateral stability of beams can be obtained from SCI<br />
publication 093. Positive connection between the composite floor slab<br />
and the compression flange of a steel support beam may be achieved<br />
using either ENP2 or DAK 16 nails. These nails are capable of resisting<br />
lateral forces as required by BS 5950: Part 1, with safe working loads<br />
per nail indicated for differing sheet thicknesses in Table 2.<br />
Deck Thickness ENP2 DAK 16<br />
(mm) Shear (kN) Shear (kN)<br />
0.8 2.3 0.8<br />
0.9 2.7 0.8<br />
1.0 3.0 0.8<br />
1.1 3.5 0.8<br />
1.2 4.0 0.8<br />
Table 2: Safe Working Load per Nail<br />
As examples, values for lateral restraint with 0.9mm thickness<br />
decking are:<br />
a) with nails at 333mm centres at sheet ends<br />
ENP2 = 8.10 kN/m DAK 16 = 2.40 kN/m<br />
b) with nails at 666mm centres at intermediate support<br />
ENP2 = 4.05 kN/m DAK 16 = 1.20 kN/m<br />
Diaphragm Action<br />
Guidance on diaphragm action of steel decking during construction<br />
can be obtained from the SCI Advice Note AD175 (1995) and by<br />
reference to BS 5950: Part 9.<br />
Composite Beams<br />
Guidance on the design of composite beams is given in BS5950:<br />
Part 3: Section 3.1. Within the design there is a requirement for the<br />
provision of transfer of horizontal shear forces between the steel<br />
beam and the concrete slab. This is commonly achieved with the<br />
use of headed shear studs welded through the decking panels to the<br />
underlying beam top flange.<br />
The Project Structural Design Engineer should ensure that sufficient<br />
studs can be welded within the confines of the metal decking troughs<br />
to achieve the required degree of shear connection. In particular it is<br />
important to avoid the specification of beams with top flanges that<br />
are too thin and/or too narrow to accept off-centre welded studs.<br />
(Refer to Shear Studs section for further guidance - page 43).<br />
Perimeter Beams<br />
If perimeter beams, and beams adjacent to internal slab openings,<br />
are to be designed as composite ‘L’ beams, then the edge of the<br />
slab should extend a minimum distance of 6 times the stud diameter<br />
beyond the beam centreline. In most cases this will equate to a<br />
minimum distance of 114mm. If this condition is satisfied but does<br />
not exceed 300mm, then reinforcement should be specified in<br />
the form of ‘U’ bars detailed below the heads of the studs. If the<br />
edge distance exceeds 300mm, then the composite beam may<br />
be designed as an internal beam (albeit with reduced effective<br />
composite flange width) and reinforcement added as required to<br />
satisfy longitudinal shear transmission rules.<br />
Transverse Reinforcement<br />
The concrete flange of a composite beam is subjected to splitting<br />
forces and these may be resisted in part by contributions from the<br />
concrete, decking, top mesh and any additional steel bars crossing<br />
the beam perpendicular to the span direction. Any contribution<br />
from the decking should only be considered where the decking<br />
spans onto the beam and is either continuous across or is securely<br />
anchored to it with through deck welded shear studs. The decking<br />
contribution should be ignored where it spans parallel to the<br />
composite beam being considered. Any shortfall in transverse shear<br />
resistance is normally compensated for by the design and inclusion<br />
of additional reinforcement bars.<br />
Shear Studs<br />
Shear studs are manufactured from low carbon steel with minimum<br />
values of yield point of 350 N/mm2 , ultimate tensile strength<br />
450 N/mm2 , and elongation 15%. The studs should be headed and<br />
for through deck welding they should be specified with a shank<br />
diameter of 19mm. Studs should protrude a minimum of 35mm<br />
above the shoulder of the decking profile and the covering of<br />
concrete over the head of the stud should be a minimum of 15mm.<br />
The shear capacity of headed studs embedded in solid concrete is<br />
tabulated in BS 5950:Part 3:Section 3.1. In composite slabs the studs<br />
may be affected by the proximity of the webs of the steel decking sheet<br />
and their capacity may be reduced. Refer to BS5950:Part 3:Section 3.1<br />
for reduction factor formulae.<br />
Reference Literature<br />
• MCRMA <strong>Technical</strong> Paper 13 / SCI Publication P300:<br />
Composite Slabs and Beams Using Steel Decking:<br />
Best Practice for Design and Construction.<br />
• BCSA Publication 37/04:<br />
Code of Practice for Metal Decking and Stud Welding.<br />
• BS 5950: Structural Use of Steelwork in Building.<br />
39
40<br />
DELIVERy<br />
Delivery, Transportation and Access<br />
Loads are normally delivered by articulated vehicles of approximately<br />
16 metres in length and with maximum gross weights of up to 36<br />
tonnes. Decking will normally be delivered in full loads. Suitable<br />
access to and from unloading points on sites must be provided<br />
and maintained by the client. Delivery vehicles have a maximum<br />
unloading time of 2 hours. Unless otherwise agreed in writing<br />
before delivery, offloading and lifting to level and position is the<br />
responsibility of the customer.<br />
Deck Width (mm) Height (mm)<br />
Holorib 680 525<br />
Ribdeck E60 1020 175<br />
Ribdeck AL 910 200<br />
Ribdeck 80 620 350<br />
Table 3: Approximate Maximum Sizes of Bundles<br />
Bundle length will depend on decking panel lengths. Export/shipped<br />
bundles may differ – please ask for details.<br />
Lengths of decking manufactured in accordance with RLSD layout<br />
drawings or customer schedules are normally consolidated into<br />
compact, banded bundles as shown in Table 3. These bundles may<br />
weigh up to 2 tonnes and cover an effective area up to 100 square<br />
metres when laid, depending on the profile, gauge and length of<br />
the panels being delivered. Table 4 gives the mass per linear metre<br />
(kg/m) of each profile and gauge to assist in the calculation of<br />
individual bundle weights.<br />
Deck<br />
Gauge of Steel<br />
Table 4: Mass of Deck Panels (kg/m)<br />
The maximum sheet length on a particular project could be governed<br />
by one or more of the following: manual handling limitations, support<br />
configuration, transportation and access for loading deck bundles<br />
onto the steel frame.<br />
INSTALLATION<br />
Except in situations where fixing is contracted to RLSD, it is the customer<br />
who is responsible for the safe execution of the works.<br />
All users, installers and persons working in the proximity of the decking<br />
should be made familiar with the recommendations in this section.<br />
Installation Service<br />
RLSD provides the UK’s most experienced and professional<br />
installation service. Operating throughout the country, installing<br />
decking on projects ranging from 10m 2 to over 100,000m 2,<br />
RLSD can provide fully-trained construction teams backed by expert<br />
safety, construction and technical departments. The company also<br />
boasts externally-accredited management systems for health, safety<br />
and the environment to OHSAS 18001 and ISO 14001.<br />
Health and Safety<br />
Decking is manufactured to ISO 9001 from high yield steel coated with<br />
zinc and may be covered with a soluble protective lubricant which does<br />
not adversely affect performance. The sheets will have sharp edges<br />
and corners. COSHH data sheets are available for all hazards/activities<br />
associated with the handling and fixing of RLSD decking.<br />
Fall Arrest<br />
It is recommended that appropriate fall arrest systems are used.<br />
Generally safety netting is advised for steel-framed structures; air<br />
bags or similar for other structures. Details of the appropriate fall<br />
arrest system, together with a risk assessment covering the safety<br />
system installation method, should be included in the detailed<br />
installation method statement prepared by the decking installer prior to<br />
commencement of work.<br />
www.rlsd.com<br />
0.9 1.0 1.1 1.2<br />
Holorib 8.0 8.9 9.8 10.6<br />
Ribdeck E60 9.3 10.3 11.3 12.4<br />
Ribdeck AL 8.7 9.6 10.6 11.5<br />
Ribdeck 80 6.8 7.5 8.3 9.0<br />
Identification<br />
Where appropriate, bundles will be marked to correspond with RLSD<br />
layout drawings, with a bundle label identifying the product, the site,<br />
and a schedule reference code. To further aid identification, each<br />
panel of decking has its gauge and yield stress stamped in the base<br />
of the trough on the overlap return side of the sheet and each bundle<br />
has a paint splash colour identification code on one side as<br />
shown in table 5.<br />
Steel Yield Gauge of Steel (mm)<br />
Stress 0.9 1.0 1.1 1.2<br />
S350 BLUE/ YELLOW/ ORANGE/ RED/<br />
BLACK BLACK BLACK BLACK<br />
Table 5: Colour Coding for Deck Bundles<br />
Lifting and Storage<br />
The customer should arrange for bundles to be lifted using two<br />
double wrapped chains, with care taken to avoid excessive pressure<br />
across the sheets. Careless use of the slings can cause panels to<br />
buckle. Under no circumstances should the bundles or sheets be<br />
removed from delivery vehicles by tipping, barring or similar means.<br />
Bundles should be lifted directly from the delivery vehicle and placed<br />
on the building framework at the correct level and in positions<br />
appropriate for installation. Generally one bundle of decking will<br />
be positioned in each steelwork bay. The sides of the bundles are<br />
identified with paint splashes and these marked sides must all face<br />
the appropriate set out point. Care must be taken to avoid local<br />
overloading of the structure.
Fixing and Securing<br />
Prior to the commencement of installation of the decking the<br />
supporting structure must be in a sound and stable condition.<br />
Steelwork must be adequately restrained and support for the decking<br />
must be provided around columns, splices, openings and other<br />
penetrations. Brickwork, blockwork and concrete supports must be<br />
adequately cured.<br />
Steelwork Concrete Other Materials<br />
(incl. Brick and Block)<br />
50mm 70mm 70mm<br />
Table 6: Minimum Bearing Requirements for Decking<br />
Decking MUST be suitably secured to avoid excessive deflection<br />
or dislodgement during construction. The fixings should be placed<br />
at 333mm maximum spacing at panel ends and 667mm maximum<br />
spacing on intermediate supports. No pedestrian access to the<br />
installed decking should be permitted until it has been securely fixed<br />
to the supporting structure and access is recommended to be limited<br />
to essential construction personnel once installation is complete.<br />
In the case of a steel support structure, low power powder-actuated<br />
fastenings such as Hilti ENP 2 can be used with the DX 750 cartridge<br />
tool to make this connection. In situations where shear studs are<br />
subsequently to be welded through the decking, a lighter gauge nail<br />
such as Hilti DAK 16 can be used with the DX A40 or A41 cartridge<br />
tools at the discretion of the Project Structural Design Engineer.<br />
Alternatives to Hilti nails are available through companies such as<br />
Spit, or decking can be secured to steelwork using self-tapping<br />
screws. Decking may be secured to brickwork, blockwork and<br />
concrete supports provided that the top surface is flat and level and<br />
that the top course of bricks or blocks are of solid construction.<br />
Special masonry fixings, such as the Hilti HPS-1 Hammer Screw<br />
and Hilti X-SW Soft Washer Fastener can be considered, but in all<br />
instances it is recommended that the decking installer refers to the<br />
fixing manufacturer’s recommendations for the system to be used.<br />
Decking may be cut on site to accommodate notching around<br />
obstructions such as columns but this may affect the design of<br />
the sheet and its spanning capability. In such situations special<br />
consideration should be given as to the adequacy and completeness<br />
of bearings and to the spanning capability of cut sheets, adjacent<br />
sheets and the finished floor slab. A petrol-driven disc cutter is the<br />
preferred method for cutting deck sheets and edge trim on site.<br />
It is recommended that all profiles in the Ribdeck range be seamstitched<br />
at regular intervals along their length using self-tapping<br />
screws. Care should be taken to ensure that the seam stitch screws<br />
effectively penetrate and engage with the under-lapping deck sheet.<br />
Ribdeck E60 Ribdeck 80 Ribdeck AL<br />
1.0 m 1.5 m 1.0 m<br />
Table 7: Max imum Spacing of Seam Stitch Screws<br />
Note: The guidance given here applies to the shallow deck range of<br />
profiles supplied by RLSD. Separate guidance should be sought on<br />
the safe installation of deep deck profile CF225.<br />
Cartridge Tools<br />
Hilti cartridge tools are commonly used to install ENP 2 and DAK<br />
16 nails. No external power source is required. These tools should<br />
be used only by suitably-trained personnel in accordance with<br />
manufacturer’s instructions. When detailing steelwork for the<br />
support of metal decking sheets, consideration should be given to<br />
the physical dimensions of the cartridge tool, which must be held<br />
perpendicular to the fixing surface and will experience a re-coil effect<br />
on firing.<br />
The nails are suitable for<br />
fastening decking and edge<br />
trim to structural steelwork<br />
up to 630 R N/mm m 2 and a<br />
minimum thickness of 6mm.<br />
<strong>Technical</strong> advice on the<br />
use of these tools can be<br />
obtained from Hilti <strong>Technical</strong><br />
Advisory Service, Manchester<br />
(Freephone 0800 886 100,<br />
e-mail gbsales@hilti.com,<br />
web www.hilti.com).<br />
Alternative tools and fixings<br />
can be obtained from Spit<br />
(tel: 0141 764 2700, e-mail<br />
support@itwspit.co.uk, web<br />
www.itwspit.co.uk).<br />
Site Testing<br />
Once nails have been installed, the effectiveness of the fixing can<br />
be determined by comparing appearance of the installed nail<br />
with guidance diagrams and other information in the<br />
manufacturer’s literature.<br />
Edge Trim<br />
Galvanised steel edge trim is not a structural component. It is used<br />
only as permanent formwork to retain the wet concrete slabs,<br />
avoiding the need for timber shuttering. It is normally supplied in<br />
3m lengths but may be in 2.5m lengths if obtained directly from our<br />
stock depots. Thicknesses, or gauges, are usually 1.0mm or 1.2mm,<br />
but can be up to 2mm when needed. Edge trim is supplied complete<br />
with restraint strapping in standard 1.2m lengths to be cut to suit<br />
on site. Fixing screws are only provided when RLSD is carrying out<br />
installation.<br />
Edge trim can be secured to the end of a decking sheet using selftapping<br />
screws (see detail 1) or to the main support structure using<br />
the same fixings as used for securing the decking (details 2 & 3).<br />
Fixings to the top flange are normally made at each end of the edge<br />
trim sheet and at no more than 600mm centres along its length.<br />
Edge trim is delivered to<br />
site in straight lengths<br />
and is cut to suit on<br />
site. To approximate a<br />
curve, the edge trim can<br />
be cut on site to form<br />
a facetted face and the<br />
frequency of fixings may<br />
need to be increased<br />
accordingly.<br />
Restraint straps are used<br />
to control the outward<br />
deflection of the edge<br />
trim under pressure<br />
from the wet concrete<br />
and should generally be<br />
installed at no more than<br />
600mm centres and at<br />
an angle no steeper than<br />
45o . Restraint straps will<br />
normally be provided in<br />
1.0 mm gauge but this<br />
may be increased where<br />
additional rigidity is<br />
demanded.<br />
WARninG: Steel decking is a structural element of the<br />
construction and should always be installed by a competent<br />
contractor to avoid adverse effects on following trades. As a<br />
minimum requirement, valid CSCS cards for steel decking and/<br />
or stud welding should be held by all workers involved in the<br />
installation of these products.<br />
41
42<br />
Cantilevered Deck and Trim<br />
Special consideration should be given to cantilevers. Guidance is<br />
given here on the use of both decking and edge trim as cantilevered<br />
shuttering. It is the responsibility of the Project Structural Design<br />
Engineer to assess whether any additional reinforcement is required<br />
to enable the finished floor slab to carry the design imposed loads.<br />
In the direction of span of the decking sheets, a maximum cantilever<br />
distance of 600mm is recommended. This limit is based on health &<br />
safety considerations and is not affected by the gauge or profile of<br />
decking, or the depth of concrete to be poured. It is important that<br />
the back span of the decking sheet is securely anchored at no more<br />
than the recommended maximum spacing for end and intermediate<br />
supports respectively. Unsupported side cantilevers of decking are<br />
NOT permitted in any circumstances.<br />
Edge trim cantilevers are measured from the toe of the beam flange.<br />
The maximum cantilever length permitted varies with concrete depth<br />
to be poured and with gauge of edge trim. When cantilevering edge<br />
trim to the distances shown in Table 8, the maximum spacing of the<br />
restraint straps and fixings to the beam top flange should follow the<br />
guidelines given previously for non-cantilevered edge trim.<br />
Overall Deck End Deck Side Edge Trim<br />
Slab From Beam Centreline From Toe of Beam<br />
Depth Any Gauge 1.0 1.2 2.0<br />
130 600 0 105 120 180<br />
150 600 0 100 115 175<br />
175 600 0 n/a 110 165<br />
200 600 0 n/a 105 160<br />
250 600 0 n/a n/a 150<br />
Table 8: Maximum Cantilever Distances<br />
For conditions outside of the scope of Table 8, permanent supports<br />
or temporary propping may be required. Please refer to the RLSD<br />
<strong>Technical</strong> Department for further guidance.<br />
Decking on Shelf Angles<br />
Where decking is required to be supported on shelf angles, the<br />
following checks are made to ensure it is physically possible to place<br />
panels of sufficient length to achieve 50mm minimum end bearings.<br />
Similar arrangements are necessary where the decking panels sit on<br />
the bottom flanges of steelwork.<br />
lm i n = lc l e a r + 2 x 50mm<br />
lm a x = lc c –B / 2 - Tw / 2 - 20mm [- Tr s a if angle leg upwards]<br />
Where:<br />
lm i n is the minimum allowable sheet length<br />
lm a x is the maximum allowable sheet length<br />
lc l e a r is the clear distance between toes of shelf angles<br />
lc c is the centre to centre spacing of the beams<br />
B is the smaller of the two flange widths<br />
Tw is the web thickness of the other beam<br />
T r s a is the thickness of the vertical leg of the shelf angle<br />
T w<br />
B<br />
The shelf angles are structural supports and the Project Structural<br />
Design Engineer should ensure that they are fit for purpose. In<br />
addition it is important that the angles project a minimum of 50 mm<br />
beyond the top flange of the steel beam to enable a cartridge tool or<br />
similar to be used to secure the decking to the supporting structure.<br />
www.rlsd.com<br />
L c c<br />
L c l e a r<br />
T r s a<br />
Decking Around Columns<br />
Decking should be cut on site to fit into the webs of columns that<br />
penetrate the floor plate. Where there are no beams available as<br />
supports, and where column penetrations exceed 250mm in width,<br />
the steel frame supplier should provide additional support (such as<br />
welded on angle brackets) in the web of the column.<br />
Decking Support Details at a Column Web<br />
Minimising Concrete Loss<br />
Wherever possible, decking sheets are butt jointed with ribs<br />
lined through. Gaps up to 5mm in width can be tolerated without<br />
significant leakage of concrete over the top flange of the beams.<br />
Gaps greater than 5mm should be sealed using a method such as<br />
adhesive tape or expanding foam. At the building perimeter the<br />
decking should either continue out to butt up against the edge trim<br />
or be sealed using a 0.7mm gauge galvanised steel closure plate or<br />
preformed polystyrene inserts.<br />
For the treatment of side<br />
lap joints of decking refer to<br />
the earlier section on seam<br />
stitching requirements.<br />
Where the decking changes<br />
direction of span it may<br />
be necessary to stitch the<br />
edge of the last sheet to<br />
the supporting beam and<br />
seal off the ends of the<br />
perpendicularly-spanning sheets with closure plates or preformed<br />
polystyrene inserts.<br />
Concrete Encased Perimeter Steel Beams<br />
Concrete encasement may be specified as part of the fire resistant<br />
design of perimeter steel members. The preferred method of<br />
construction is for concrete encasement to be carried out off site<br />
prior to erection of the steel frame. If the encasement only extends<br />
to the top of the steel beam, then metal decking installation can<br />
proceed as normal.<br />
In situations where pre-encasement is not practical, the following<br />
solution is offered for Holorib floor slabs only. The Holorib decking<br />
should be fitted to the perimeter steel beams as normal to provide a<br />
working platform and then cut back to the line of the shuttering once<br />
it has been installed around the beam. The Project Structural Design<br />
Engineer should check that the shuttering system has been designed<br />
to support the decking and subsequent weight of wet concrete, and<br />
if not, to specify the inclusion of an adequate temporary propping<br />
system as indicated in the diagram.<br />
A sufficient quantity of hairpin tie bars, as determined by the Project<br />
Structural Design Engineer, should be positioned in each trough of<br />
the Holorib decking prior to placement of the concrete.
SHEAR STUDS<br />
Shear studs are normally welded through the decking to the top<br />
flange of the steel beam. To avoid burn through of the beam<br />
flange the studs should be welded directly above the web (on the<br />
beam centreline) or the flange should have a minimum thickness<br />
of 0.4 times the shank diameter (0.4 d = 7.6mm generally). It is<br />
preferable to limit the number of studs to a maximum of 2 per<br />
trough, wherever possible. As the number of studs increases beyond<br />
this limit, the decking becomes more susceptible to localised heat<br />
warping and weld splatter can interfere with subsequent welds.<br />
An alternative to welded shear studs is the Hilti HVB shear<br />
connector. These connectors are ‘L’ shaped galvanised steel<br />
sections that are secured to the steel beam flange using the Hilti<br />
DX750 powder actuated tool. The mechanical properties of the HVB<br />
connectors are different to those of welded studs and a substitution<br />
should not be made without the consent of the Project Structural<br />
Design Engineer.<br />
A greater number of HVB connectors are needed to provide the<br />
same degree of shear connection as when using welded studs, and<br />
particular attention should be paid to the space available for placing<br />
these within the confines of a steel decking profile. Guidance and<br />
assistance on the application of the HVB system is available from<br />
Hilti (tel: 0800 886100).<br />
Spacing of Shear Studs<br />
In order to maintain effective shear connection, both maximum<br />
and minimum spacings are defined for the studs. The maximum<br />
longitudinal spacing is defined to prevent localised vertical separation<br />
of the slab from the beam. Minimum spacings are defined to<br />
ensure that each stud is adequately embedded in concrete and that<br />
concentrations of compressive force do not occur as a result of<br />
overlapping zones of influence around adjacent studs.<br />
The studs should not be welded closer than 20mm<br />
clear distance from the edge of the top flange<br />
Preparation of Steel Flanges<br />
Any impurities present at the welding interface will lead to a<br />
decrease in weld quality. RLSD profiles are formed from steel with a<br />
Z275 galvanised coating and the through deck welding process can<br />
be successfully applied to this material provided that the top flange<br />
of the steel beam is not primed, painted or galvanised and is also<br />
free from dirt, grease and loose rust. Light rusting that occurs after<br />
shot blasting is acceptable. In the welding zone, the decking should<br />
fit closely against the beam top flange, a condition that can generally<br />
be assured by the installer at the time of welding.<br />
Stud Installation Equipment<br />
The preferred method for welding shear studs is through the use<br />
of mains power. This provides a quiet, clean and environmentallyfriendly<br />
option. The supply should be 3 phase with 415 V / 150 A per<br />
phase. The welding convertor, measuring 0.5m cubed and weighing<br />
0.5 tonne, is connected to this supply through a watertight 150 amp<br />
plug and socket.<br />
Where RLSD is carrying out installation using a chassis mounted<br />
mobile generator unit, access to within 7.5m of the structural<br />
steel frame will be required. This unit consists of a 200 KVA diesel<br />
generator and welding convertor housed in the rear of a vehicle<br />
which is 7m long, 2.6m wide and 3.5m high. From this position stud<br />
welding can be carried out at a radius of up to 80m.<br />
Where access for the welding rig to within 7.5m of the frame is<br />
restricted, a steel section may be welded to the frame and extended<br />
to a position from which the 7.5m access rule may be applied.<br />
This steel section should, as a minimum, be a steel plate<br />
measuring 100 x 10mm.<br />
In situations where access for the mobile rig is restricted and mains<br />
power is not available, a static generator can be provided. This 200<br />
KVA generator is housed in a unit measuring 3m long, 2m wide and<br />
2m high and with a gross weight of 5 tonnes. This unit will emit<br />
diesel fumes when in operation and should be positioned on the<br />
structure in a well-ventilated area which is verified as suitable for this<br />
purpose by the Project Structural Design Engineer. Consideration<br />
should also be given to the method of safely re-fuelling the unit and<br />
to the safe storage of fuel in a bunded diesel bowser on the site.<br />
Installation and Testing<br />
Welded shear studs should be installed and tested in accordance<br />
with BS5950:Part 3:Section 3.1, the recommendations of the<br />
manufacturers of the welding equipment and studs, and the project<br />
specific design and layout. On projects where RLSD have installed<br />
the studs, any testing in addition to this should be carried out prior<br />
to the demobilisation of personnel and equipment to avoid any<br />
additional charges for return visits.<br />
43
44<br />
PRIOR TO PLACEMENT OF CONCRETE<br />
Forming Openings<br />
The following guidelines are offered for forming openings in a slab.<br />
It is the responsibility of the Project Structural Design Engineer to<br />
ensure the slab will be adequate to support the design imposed loads<br />
after the formation of any openings. RLSD’s responsibilities exclude<br />
the design, supply or installation of any framing or reinforcement and<br />
the boxing out of decking to form openings.<br />
Openings can be classified in terms of the width measured<br />
perpendicular to the span of the decking:<br />
1) Up to 250mm wide – No special treatment is required.<br />
The opening should be boxed out and the decking only cut out<br />
using a reciprocating saw or nibbler when the slab has cured.<br />
2) Between 250mm and 700mm wide – The opening should be<br />
formed as above but additional reinforcement bars should<br />
be designed and added as necessary to spread the load<br />
laterally around the opening, supplement the slab strength<br />
immediately parallel to the opening, and control crack widths<br />
at corners.<br />
3) Over 700mm wide – Structural trimming steel should be<br />
added to the framing arrangement before the decking is<br />
installed.<br />
Health and Safety note: Due consideration should be given to the<br />
means of providing protection against falls and accidental passage<br />
through of materials at whatever stage openings are formed in the<br />
slab. One method that can be used is to provide a temporary cover to<br />
the opening using unconcreted decking secured to a special edge trim.<br />
CONCRETE PLACEMENT<br />
Temporary Props<br />
Immediately prior to concrete placement, it is recommended that<br />
checks are made to ensure that temporary propping is installed:<br />
a) where indicated on RLSD drawings if supplied<br />
under the contract;<br />
b) where shown to be required on RLSD standard<br />
span/load tables;<br />
c) where indicated on project specific design calculations.<br />
Care should be taken not to over-jack these props whilst ensuring<br />
that the prop header is in continuous and level contact with the deck<br />
soffit. The propping system should extend to the full width of the bay<br />
and be left in place for a minimum of 14 days after the concrete has<br />
been placed to ensure that sufficient shear bond resistance<br />
is developed.<br />
Construction Joints<br />
Continuous concrete pours in excess of 1,000m 2 can be achieved<br />
on composite floor slabs. If the limits of the pour do not coincide<br />
with permanent slab edges, a construction joint should be formed.<br />
The construction joint should wherever possible be positioned<br />
over permanent supports at the ends of decking panels, not over<br />
intermediate supports which would result in only one span of a<br />
multiple span sheet receiving concrete.<br />
Where it is not possible to have the construction joint at a sheet end,<br />
it should be positioned such that no more than 1/3 of the final span<br />
is left unconcreted.<br />
www.rlsd.com<br />
Deck Over Void<br />
The three size categories, outlined here, relate to isolated openings.<br />
If openings are grouped such that a gap of less than 1.5 times<br />
the width of the largest opening exists between them, then<br />
consideration should be given to the combined width.<br />
Cleaning the Decking<br />
It is recommended that any debris on the decking be removed by the<br />
contractor after all reinforcement has been positioned and openings<br />
boxed out and immediately prior to concreting. Slight surface grease<br />
or oil residue from the decking manufacturing process does not<br />
affect the design bond strength between decking and concrete<br />
and therefore need not be removed. Any residual ceramic ferrule<br />
fragments left over after breaking them away from the welded shear<br />
studs can be left distributed over the decking surface and lost within<br />
the concrete pour.<br />
Placing and Compacting<br />
Care should be taken when concreting in extremes of temperature.<br />
If the air temperature falls below 4oC, then the concrete should be<br />
discharged from the mixer at a temperature of no lower than 10oC and be protected from frost and maintained at no lower than 5oC for<br />
72 hours after placement. In hot weather the concrete temperature<br />
when deposited should not exceed 32oC and measures should<br />
be taken to prevent drying out of the surface before any curing<br />
protection can be applied.<br />
Where possible the concrete should be pumped or discharged<br />
from a skip in a controlled manner over an intermediate beam of<br />
a multiple span sheet and spread evenly into the adjacent spans.<br />
For single span slabs and in situations where the concrete must be<br />
discharged directly on to the span, care should be taken not to allow<br />
the concrete to fall from a height exceeding 1.0m nor for heaping to<br />
a depth significantly in excess of the design slab depth. Work should<br />
progress transversely across each bay in a direction such that the lap<br />
joints are approached from the side of the overlapping sheet.<br />
If the workability of the concrete is too low, then it will not be<br />
possible to achieve full compaction and an acceptable finish.<br />
Advice should be obtained from the concrete supplier on any<br />
measures to be taken to recover the workability of the mix. Under no<br />
circumstances should water be added to the concrete after it has left<br />
the batching plant.<br />
The concrete should be compacted using a power driven beam or<br />
plate vibrator. Immersion vibrators should not be used. Care should<br />
be taken to avoid over-vibration as this could cause segregation of<br />
the mix, leakage through deck joints, and surface laitance.<br />
Curing<br />
Concrete should be protected from the harmful effects of sun, wind,<br />
cold and rain during the first stage of hardening. The protection<br />
should be applied as soon as possible after placing the concrete and<br />
be designed to prevent surface drying for a minimum of 7 days.<br />
No concrete should be disturbed for at least 24 hours after placing.
COMPOSITE FLOOR SLAB<br />
Loading of the composite floor slab to its full design load should only<br />
take place once the concrete has reached its target strength. Early<br />
loading of the slab can have detrimental effects on the long-term<br />
strength and load-bearing capacity of the structure. The use of the<br />
floor slab for storage of materials or as a working platform for further<br />
erection of the structure should only be attempted with the prior<br />
approval of the Project Structural Design Engineer.<br />
Soffit Fixings<br />
The Holorib and Ribdeck ranges of steel decking allow the<br />
suspension of lightweight services and fixtures from removable<br />
wedge-shaped fixings. It is important that the correct wedge fixing<br />
and decking are paired together and that the wedges are not<br />
inserted into lap joints. Table 9 shows the options available, together<br />
with the safe static working load that can be suspended from each<br />
fixing when attached to a fully cured composite floor slab.<br />
Profile Wedge Type Thread Size Safe Static<br />
(mm) Working Load (kg)<br />
Holorib Holowedge 4 150<br />
6, 8, 10 200<br />
Ribdeck E60 Alphawedge 6, 8, 10 100<br />
Uni-Deck BN1Z 6, 8, 10 150<br />
Ribdeck 80 Ribwedge R80 6 100<br />
Alphawedge 6, 8, 10 100<br />
Uni-Deck BN1Z 6, 8, 10 150<br />
Ribdeck AL Alphawedge 6, 8, 10 100<br />
Uni-Deck BN1Z 6, 8, 10 150<br />
Table 9: Safe Static Working Loads<br />
Holowedge and Ribwedge R80<br />
The Holowedge and Ribwedge R80 suspension fixings are available<br />
from RLSD. They are supplied for use with all gauges of decking<br />
and are formed in mild steel grade EN1A, electrolytic zinc plated and<br />
bright passivated to BS EN 12329/12330. To help identify that the<br />
Holowedges and Ribwedge R80s have been supplied by RLSD and<br />
are the correct size and shape to carry the loads indicated in Table 9,<br />
they are uniquely embossed as illustrated.<br />
Holowedges<br />
Ribwedges<br />
The wedges are designed to act as vertical anchors only and should<br />
not be used as nuts. To avoid local overloading of the floor slab<br />
the wedges should not be closely grouped, a nominal 600 mm<br />
grid being recommended as a minimum. Design advice for closer<br />
groupings should be obtained from the project structural design<br />
engineer or from RLSD <strong>Technical</strong> Department. Dynamic loads should<br />
NOT be supported by wedge fixings. Proprietary anchors can be<br />
embedded in the slab and used as directed by the manufacturer and<br />
where approved by the Project Structural Design Engineer.<br />
Installation Procedure:<br />
1) Ensure that the correct wedge is selected.<br />
2) Thread wedge onto the required bolt or rod.<br />
3) Insert wedge in to dovetail rib from below and rotate<br />
through 90o so that the sloped faces of the wedge bear on<br />
the decking ribs.<br />
4) The bolt or rod should then be finger tightened up to the<br />
roof of the dovetail or to a washer set against the soffit of<br />
the decking.<br />
5) Use mechanical tightening to finish.<br />
Alphawedge<br />
The Alphawedge suspension fixing is available from Lindapter<br />
International Ltd (tel: 01274 521444). It is designed for use with<br />
all gauges of Ribdeck E60, Ribdeck 80 and Ribdeck AL. Guidance<br />
on the use of Alphawedge fixings is available from Lindapter<br />
International Ltd.<br />
45
Deckspan Design Software<br />
for Holorib, Ribdeck E60, Ribdeck AL and Ribdeck 80<br />
available to download free of charge at www.rlsd.com<br />
46 www.rlsd.com
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47
Richard Lees Steel Decking Ltd<br />
Moor Farm Road West, The Airfield, Ashbourne,<br />
Derbyshire, DE6 1HD, UK.<br />
Tel: +44 (0) 1335 300 999 Fax: +44 (0) 1335 300 888<br />
www.rlsd.com Email: rlsd.decks@skanska.co.uk<br />
Content copyright Richard Lees Steel Decking Ltd and liable to change without notice.<br />
Trademarks acknowledged.<br />
TM1