Rib Deck 3k241k
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Technical Manual The difference is…
www.richardlees.co.uk
…innovation, commitment, .
2
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For a service with a difference, choose Richard Lees Decking, the UK specialist steel decking company with a 65 year experience of innovation in structural flooring products. In fact, ours is a service which has delivered results worldwide, providing floor deck profiles into major projects in over 30 countries, including some of the world’s most prestigious buildings.
A commitment to excellence drives every aspect of our work, from the innovation that has seen us introduce a number of ‘firsts’, to producing top quality products. Perhaps that’s why Holorib has become the generic term for steel decking in the UK and consistently outsells any other profile in the UK range. On-going development partnerships to create new products and
services have introduced the Resotec vibration damping system. This is a service that’s as complete as it is reassuring; with all the you need from initial advice to complete installation. The difference is… Richard Lees Decking
3
Advantages of steel decking: Steel decking acts as permanent or ‘lost’ shuttering for suspended in situ concrete floors or roof slabs in new or refurbished buildings. On most projects, it will act as all, or part, of the tensile bottom reinforcement for the concrete slabs, hence the term ‘composite’. The use of steel decking is especially suitable for fast construction methods. Quick to install, simple, and an ideal complement to steel framed structures make steel decking suitable for both high and low rise buildings. Steel decking is also used to speed up and simplify the construction of brickwork, blockwork and concrete framed buildings.
• Up to 4 hours’ fire resistance with exposed soffit can be designed.
• Provides a safe working platform.
• Composite construction reduces steelwork frame weight.
• Minimal site storage requirements.
• Lower dead load reduces frame and foundation loading.
• Needs no (or minimal) propping.
• Stiffens steelwork ing frame.
• Ceilings and services can be easily suspended using standard fixings.
• Cover for following trades.
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• Easily cut and fitted to awkward shapes.
Contents
Steel Decking Product Range
page
6
Section properties and notes to tables
page
7
Resotec
page
18
Shaping the London Skyline
page
20
Architectural Impact Across the UK
page
25
Guidance Notes for Design and Fixing
page
28
Deckspan Design Software
page
36
5
Steel Decking Product Range the original:
Holorib
less concrete
Ribdeck E60
longer spans
Ribdeck S60
longer spans
Ribdeck 80
Holorib
Ribdeck S60
• • • • • • •
• Trapezoidal profile. • Longer unpropped spans. • Available with closed ends and a pre-finished Colorcoat® soffit giving an attractive appearance with durability to minimise future maintenance.
e-entrant profile. R Available in the UK since 1972. The UK’s most widely specified steel decking profile. Simple to detail and install. Virtually continuous plain soffit finish. Excellent load carrying capacity on the finished slab. Use Holorib for its great versatility and strength.
Ribdeck 80 Ribdeck E60 • • • •
Trapezoidal profile. Fast to install – 1.0m cover width. Designed to minimise concrete volume. Use Ribdeck E60 to reduce the overall cost of a floor slab.
• • • •
ed Trademarks: Holorib, Ribdeck, Superib and Deckspan are trademarks of Richard Lees Decking Ltd
6
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Trapezoidal profile. Higher grade of steel. Longer unpropped spans. Use Ribdeck 80 to reduce the number of steel in a frame.
Section properties and notes to tables Holorib Section Dimensions
British Standard
Standard soffit fixings
Holorib Section Properties (per metre width)
Gauge Self Weight mm kg/m2 kN/m2 0.9 1.0 1.2
13.3 14.3 17.3
0.13 0.14 0.17
Area mm2
Inertia cm4
YNA mm
1,579 1,759 2,118
55.7 62.1 77.3
16.74 16.73 16.72
Concrete volume figures in the span/load tables that follow are based on constant slab thickness. To take of deflection of the decking profile it is recommended that the volume of concrete will equate to: Overall slab depth -8mm for voids + span/250. An additional allowance may also be required to allow for deflections within the ing structure (refer to Building Design Engineer).
Ribdeck E60 Section Dimensions Standard soffit fixings
Ribdeck E60 Section Properties (per metre width)
Gauge Self Weight mm kg/m2 kN/m2 0.9 1.0 1.2
9.3 10.3 12.3
0.091 0.101 0.121
Area mm2
Inertia cm4
YNA mm
1,140 1,273 1,538
80.4 89.8 108.7
37.1 37.2 37.2
Concrete volume figures in the span/load tables that follow are based on constant slab thickness. To take of deflection of the decking profile it is recommended that the volume of concrete will equate to: Overall slab depth – 36mm for voids + span/250. An additional allowance may also be required to allow for deflections within the ing structure (refer to Building Design Engineer).
Ribdeck S60 Section Dimensions
Eurocode
Standard soffit fixings
Ribdeck S60 Section Properties (per metre width)
Gauge mm
0.9 1.0 1.2
Self Weight kg/m2 kN/m2 9.5 10.5 12.6
0.093 0.103 0.124
Area mm2
Inertia cm4
YNA mm
1,171 1,301 1,570
67.4 75.2 90.9
28.0 28.0 28.0
Concrete volume figures in the span/load tables that follow are based on constant slab thickness. To take of deflection of the decking profile it is recommended that the volume of concrete will equate to: Overall slab depth – 33mm for voids + span/250. An additional allowance may also be required to allow for deflections within the ing structure (refer to Building Design Engineer).
Ribdeck 80 Section Dimensions Standard soffit fixings
Ribdeck 80 Section Properties (per metre width)
Gauge Self Weight mm kg/m2 kN/m2 0.9 1.0 1.2
11.1 12.3 14.8
0.109 0.121 0.145
Area mm2
Inertia cm4
YNA mm
1,375 1,533 1,848
167.5 186.7 224.8
40.7 40.7 40.7
Concrete volume figures in the span/load tables that follow are based on constant slab thickness. To take of deflection of the decking profile it is recommended that the volume of concrete will equate to: Overall slab depth – 44mm for voids + span/250. An additional allowance may also be required to allow for deflections within the ing structure (refer to Building Design Engineer).
In pages 8-17 The performance of each product is given in of span/load and fire design tables.
Span/load and fire design tables 1. Spans shown assume clear span +150mm to the centreline of s. 2. Designs are fully in accordance with BS EN 1994-1-1. 3. The dead weight of the slab has been included in the development of the spans shown. However, when reading from the table, consideration should be given to finishes, partitions, etc., as noted in the ‘Loading combinations’. 4. Based upon concrete densities at wet stage: normal weight concrete 24 kN/m³, lightweight concrete 19 kN/m³, plus 1kN/m³ for unhardened concrete. 5. Maximum deflection in the direction of span of the decking is limited to span/130 after taking of ponding. 6. Construction stage design includes an allowance of 1.5kN/m2 for construction loading. 7. Composite slabs are designed as simply ed irrespective of the deck configuration. A minimum crack control and distribution mesh is required in accordance with clause 9.8.1(2) of BS EN 1994-1-1. Alternatively the use of fibre reinforcement may be deemed acceptable after reference to the relevant design tables and consultation with the Structural Design Engineers. 8. Decking is manufactured from material meeting the specification: BS EN 10346-S350GD+Z275. It has guaranteed minimum yield strength of 350 N/mm². 9. Tables are applicable for any construction where the mesh may act in tension over a ing beam or wall (negative bending). This includes end bay conditions i.e. the concrete slab is continuous over more than one span.
10. Loads shown are unfactored working loads and should include all imposed live and dead loads, excluding only the self-weight of the slab. 11. An ultimate load factor of 1.0 is assumed throughout. 12. - indicates that the area of mesh is less than the minimum for crack control recommended in BS EN 1994-1-1 cl.9.8.1(2) 13. Mesh should satisfy the minimum elongation requirement given in BS4449: 2005. 14. For conditions outside the scope of the tables, including all isolated spans, consult Deckspan software. 15. Tables are only based on the thinnest gauge of decking available in the Holorib & Ribdeck E60 range. Improved performance with thicker gauges may be checked using Deckspan software. 16. The figures in brackets shown thus (**) indicates the rebar diameter required for the noted fire resistance – one bar per trough. 17. Tables are based on concrete class C30/37 for Normal weight or LC30/33 for Lightweight, as applicable. 18. The spans shown in the Holorib & Ribdeck E60 fire design tables are limited for safety reasons to the maximum allowable for whichever is the lesser of the construction or composite performance for a 0.9mm gauge profile. The Deckspan software should be used to determine the minimum mesh required for the actual design criteria.
7
Holorib Span/load and fire design tables Normal weight concrete Span/load table - BS 5950 Method
Multiple - Unpropped Single - Propped
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh * 0.4% Mesh **
100 120 130 150 175 200 250 100 120 130 150 175 200 250
0.092 0.112 0.122 0.142 0.167 0.192 0.242 0.092 0.112 0.122 0.142 0.167 0.192 0.242
A142* A142* A193* A252* A252* A393* A393* A142* A142* A193* A252* A252* A393* A393*
100 120 130 150 175 200 250
0.092 0.112 0.122 0.142 0.167 0.192 0.242
A193** A252** A393** 2xA252** 2xA252** 2xA393** 2xA393**
5.0 2.80 2.65 2.58 2.49 2.37 2.25 2.07 3.27 3.19 3.11 2.96 2.78 2.63 2.40
0.9 Gauge Imposed Load (kN/m ) 7.5 2.80 2.65 2.58 2.49 2.37 2.25 2.07 3.04 3.19 3.11 2.96 2.78 2.63 2.40
10.0 2.64 2.65 2.58 2.49 2.37 2.25 2.07 2.65 2.89 3.01 2.96 2.78 2.63 2.40
5.0 2.97 2.81 2.73 2.60 2.46 2.35 2.19 3.44 3.27 3.27 3.12 2.96 2.79 2.55
1.0 Gauge Imposed Load (kN/m ) 7.5 2.97 2.81 2.73 2.60 2.46 2.35 2.19 3.20 3.27 3.27 3.12 2.96 2.79 2.55
10.0 2.78 2.81 2.73 2.60 2.46 2.35 2.19 2.79 3.05 3.17 3.12 2.96 2.79 2.55
5.0 3.31 3.16 3.09 2.97 2.84 2.73 2.56 4.13 4.04 3.94 3.78 3.61 3.45 3.20
1.2 Gauge Imposed Load (kN/m ) 7.5 3.31 3.16 3.09 2.97 2.84 2.73 2.56 3.45 3.79 3.94 3.78 3.61 3.45 3.20
10.0 2.80 3.16 3.09 2.97 2.84 2.73 2.56 3.02 3.28 3.47 3.71 3.61 3.45 3.20
3.21 3.44 3.54 3.71 3.90 4.07 4.36
2.79 3.00 3.10 3.27 3.46 3.63 3.92
2.48 2.68 2.77 2.93 3.11 3.28 3.58
3.39 3.62 3.73 3.91 4.12 4.29 4.59
2.94 3.16 3.26 3.45 3.65 3.83 4.14
2.62 2.82 2.92 3.09 3.29 3.47 3.78
3.70 3.97 4.08 4.29 4.51 4.71 5.04
3.22 3.46 3.57 3.78 4.00 4.20 4.54
2.86 3.09 3.20 3.39 3.60 3.80 4.14
5.0
A142 7.5
10.0
5.0
A252 (A393***) 7.5
Fire design table - BS 5950 Method Fire period (Hrs)
Normal weight concrete
British Standard
Single - Unpropped
Condition
Slab Depth (mm)
0.2% Mesh *
Span (m) for given imposed Load (kN/m ) A193 5.0 7.5 10.0
10.0
1.0
100 120 130 150 175 200 250
A142* A142* A193* A252* A252* A393* A393*
3.27 3.19 -
3.04 3.19 -
2.65 2.89 -
3.27 3.19 3.11 -
3.04 3.19 3.11 -
2.65 2.89 3.01 -
3.27 3.19 3.11 2.96 2.78 2.63*** 2.40***
3.04 3.19 3.11 2.96 2.78 2.63*** 2.40***
2.65 2.89 3.01 2.96 2.78 2.63*** 2.40***
1.5
110 120 130 150 175 200 250
A142* A142* A193* A252* A252* A393* A393*
3.20 3.19 -
2.78 2.88 -
2.47 2.56 -
3.20 3.19 3.11 -
2.78 2.88 3.11 -
2.47 2.56 2.86 -
3.20 3.19 3.11 2.96 2.78 2.63*** 2.40***
2.78 2.88 3.11 2.96 2.78 2.63*** 2.40***
2.47 2.56 2.86 2.96 2.78 2.63*** 2.40***
2.0
125 130 150 175 200 250
A193* A193* A252* A252* A393* A393*
-
-
-
3.10 3.11 -
2.65 2.69 -
2.37 2.40 -
3.10 3.11 2.96 2.78 2.63*** 2.40***
2.65 2.69 2.96 2.78 2.63*** 2.40***
2.37 2.40 2.79 2.78 2.63*** 2.40***
* BS 5950: Part 4 currently recommends that crack control reinforcement should be not less than 0.1% of the gross cross-sectional area of the concrete at the , however in accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction, and 0.4% for propped construction.
LOADING COMBINATION (kN/m ) CATEGORY IMPOSED CEILING & SERV. FINISHES PARTITIONS TOTAL CATEGORIES C C E
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
5.0
7.5
10.0
DESCRIPTION Congregation Congregation Storage
the original:
Holorib 8
Holorib Span/load and fire design tables Lightweight concrete Span/load table - BS 5950 Method
Single - Propped
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh * 0.4% Mesh **
100 120 130 150 175 200 250 100 120 130 150 175 200 250
0.092 0.112 0.122 0.142 0.167 0.192 0.242 0.092 0.112 0.122 0.142 0.167 0.192 0.242
A142* A142* A193* A252* A252* A393* A393* A142* A142* A193* A252* A252* A393* A393*
100 120 130 150 175 200 250
0.092 0.112 0.122 0.142 0.167 0.192 0.242
A193** A252** A393** 2xA252** 2xA252** 2xA393** 2xA393**
5.0 3.00 2.85 2.78 2.67 2.54 2.43 2.25 3.47 3.36 3.32 3.18 3.03 2.87 2.63
0.9 Gauge Imposed Load (kN/m ) 7.5 3.00 2.85 2.78 2.67 2.54 2.43 2.25 3.06 3.35 3.32 3.18 3.03 2.87 2.63
10.0 2.66 2.85 2.78 2.67 2.54 2.43 2.25 2.67 2.91 3.03 3.18 3.03 2.87 2.63
5.0 3.15 3.02 2.95 2.81 2.67 2.55 2.35 3.65 3.49 3.45 3.34 3.19 3.04 2.79
1.0 Gauge Imposed Load (kN/m ) 7.5 3.15 3.02 2.95 2.81 2.67 2.55 2.35 3.23 3.49 3.45 3.34 3.19 3.04 2.79
10.0 2.80 3.02 2.95 2.81 2.67 2.55 2.35 2.81 3.07 3.20 3.34 3.19 3.04 2.79
5.0 3.54 3.38 3.31 3.18 3.04 2.92 2.74 4.19 4.31 4.22 4.06 3.88 3.72 3.47
1.2 Gauge Imposed Load (kN/m ) 7.5 3.51 3.38 3.31 3.18 3.04 2.92 2.74 3.51 3.85 4.00 4.06 3.88 3.72 3.47
10.0 3.07 3.35 3.31 3.18 3.04 2.92 2.74 3.08 3.35 3.51 3.75 3.88 3.72 3.47
3.32 3.57 3.68 3.88 4.10 4.29 4.63
2.86 3.09 3.19 3.38 3.59 3.78 4.12
2.53 2.74 2.83 3.01 3.21 3.40 3.72
3.49 3.76 3.88 4.09 4.32 4.53 4.88
3.01 3.25 3.36 3.56 3.79 3.99 4.35
2.66 2.89 2.99 3.17 3.39 3.58 3.93
3.82 4.11 4.24 4.48 4.74 4.96 5.35
3.29 3.56 3.68 3.90 4.15 4.38 4.76
2.91 3.16 3.27 3.48 3.71 3.93 4.31
5.0
A142 7.5
10.0
5.0
A252 (A393***) 7.5
10.0
Fire design table - BS 5950 Method Fire period (Hrs)
Lightweight concrete
British Standard
Multiple - Unpropped
Single - Unpropped
Condition
Slab Depth (mm)
0.2% Mesh *
Span (m) for given imposed Load (kN/m ) A193 10.0 5.0 7.5
1.0
100 120 130 150 175 200 250
A142* A142* A193* A252* A252* A393* A393*
3.47 3.36 -
3.06 3.35 -
2.67 2.91 -
3.47 3.36 3.32 -
3.06 3.35 3.32 -
2.67 2.91 3.03 -
3.47 3.36 3.32 3.18 3.03 2.87*** 2.63***
3.06 3.35 3.32 3.18 3.03 2.87*** 2.63***
2.67 2.91 3.03 3.18 3.03 2.87*** 2.63***
1.5
105 120 130 150 175 200 250
A142* A142* A193* A252* A252* A393* A393*
3.35 3.36 -
2.81 2.98 -
2.49 2.63 -
3.35 3.36 3.32 -
2.81 2.98 3.32 -
2.49 2.63 2.95 -
3.35 3.36 3.32 3.18 3.03 2.87*** 2.63***
2.81 2.98 3.32 3.18 3.03 2.87*** 2.63***
2.49 2.63 2.95 3.18 3.03 2.87*** 2.63***
2.0
115 120 130 150 175 200 250
A142* A142* A193* A252* A252* A393* A393*
2.86 2.90 -
2.44 2.48 -
2.17 2.21 -
2.86 2.90 3.32 -
2.44 2.48 2.84 -
2.17 2.21 2.51 -
2.86 2.90 3.32 3.18 3.03 2.87*** 2.63***
2.44 2.48 2.84 3.18 3.03 2.87*** 2.63***
2.17 2.21 2.51 2.93 3.03 2.87*** 2.63***
* BS 5950: Part 4 currently recommends that crack control reinforcement should be not less than 0.1% of the gross cross-sectional area of the concrete at the , however in accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction, and 0.4% for propped construction.
LOADING COMBINATION (kN/m ) CATEGORY
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
DESCRIPTION Congregation Congregation Storage
9
Ribdeck E60 Span/load and fire design tables Normal weight concrete Span/load table - BS 5950 Method
Multiple - Unpropped Single - Propped
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh * 0.4% Mesh **
130 140 150 160 175 200 250 130 140 150 160 175 200 250
0.094 0.104 0.114 0.124 0.139 0.164 0.214 0.094 0.104 0.114 0.124 0.139 0.164 0.214
A142* A193* A193* A252* A252* A393* A393* A142* A193* A193* A252* A252* A393* A393*
130 140 150 160 175 200 250
0.094 0.104 0.114 0.124 0.139 0.164 0.214
A393** A393** A393** 2xA252** 2xA252** 2xA393** 2xA393**
5.0 2.78 2.72 2.66 2.61 2.54 2.43 2.27 3.35 3.27 3.19 3.11 3.01 2.84 2.58
0.9 Gauge Imposed Load (kN/m ) 7.5 2.78 2.72 2.66 2.61 2.54 2.43 2.27 3.14 3.27 3.19 3.11 3.01 2.84 2.58
10.0 2.67 2.72 2.66 2.61 2.54 2.43 2.27 2.67 2.81 2.95 3.08 3.01 2.84 2.58
5.0 3.14 3.07 3.00 2.95 2.86 2.75 2.56 3.71 3.62 3.53 3.46 3.35 3.19 2.92
1.0 Gauge Imposed Load (kN/m ) 7.5 3.14 3.07 3.00 2.95 2.86 2.75 2.56 3.38 3.57 3.53 3.46 3.35 3.19 2.92
10.0 2.85 3.01 3.00 2.95 2.86 2.75 2.56 2.85 3.01 3.16 3.31 3.35 3.19 2.92
5.0 3.48 3.40 3.33 3.27 3.18 3.05 2.85 4.03 3.94 3.85 3.76 3.65 3.49 3.23
1.2 Gauge Imposed Load (kN/m ) 7.5 3.48 3.40 3.33 3.27 3.18 3.05 2.85 3.81 3.94 3.85 3.76 3.65 3.49 3.23
10.0 3.17 3.36 3.33 3.27 3.18 3.05 2.85 3.17 3.36 3.55 3.73 3.65 3.49 3.23
3.43 3.58 3.71 3.84 4.01 4.28 4.74
2.88 3.01 3.13 3.24 3.40 3.65 4.09
2.51 2.62 2.73 2.83 2.97 3.20 3.60
3.70 3.87 4.03 4.17 4.38 4.69 5.22
3.08 3.23 3.37 3.50 3.68 3.96 4.46
2.67 2.79 2.92 3.03 3.19 3.45 3.91
4.20 4.42 4.62 4.80 5.06 5.46 6.14
3.44 3.62 3.79 3.96 4.18 4.54 5.18
2.94 3.10 3.25 3.39 3.58 3.90 4.48
5.0
A142 7.5
10.0
5.0
A252 (A393***) 7.5
3.35 -
3.14 -
2.67 -
Fire design table - BS 5950 Method Fire period (Hrs)
Normal weight concrete
British Standard
Single - Unpropped
Condition
Slab Depth (mm)
0.2% Mesh *
1.0
130 140 150 160 175 200 250
A142* A193* A193* A252* A252* A393* A393*
1.5
140 150 160 175 200 250
A193* A193* A252* A252* A393* A393*
2.0
150 160 175 200 250
A193* A252* A252* A393* A393*
Span (m) for given imposed Load (kN/m ) A193 5.0 7.5 10.0
10.0
3.35 3.27 3.19 -
3.14 3.27 3.19 -
2.67 2.81 2.95 -
3.35 3.27 3.19 3.11 3.01 2.84*** 2.58***
3.14 3.27 3.19 3.11 3.01 2.84*** 2.58***
2.67 2.81 2.95 3.08 3.01 2.84*** 2.58***
3.27 3.19 -
3.19 3.19 -
2.81 2.95 -
3.27 3.19 3.11 3.01 2.84*** 2.58***
3.27 3.19 3.11 3.01 2.84*** 2.58***
2.81 2.95 3.08 3.01 2.84*** 2.58***
3.19 -
3.19 -
2.72 -
3.19 3.11 3.01 2.84*** 2.58***
3.19 3.11 3.01 2.84*** 2.58***
2.95 3.08 3.01 2.84*** 2.58***
* BS 5950: Part 4 currently recommends that crack control reinforcement should be not less than 0.1% of the gross cross-sectional area of the concrete at the , however in accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction, and 0.4% for propped construction.
LOADING COMBINATION (kN/m ) CATEGORY IMPOSED CEILING & SERV. FINISHES PARTITIONS TOTAL CATEGORIES C C E
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
5.0
7.5
10.0
DESCRIPTION Congregation Congregation Storage
less concrete
Ribdeck E60 10
Ribdeck E60 Span/load and fire design tables Lightweight concrete Span/load table - BS 5950 Method
Multiple - Unpropped Single - Propped
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh * 0.4% Mesh **
120 130 140 150 175 200 250 120 130 140 150 175 200 250
0.084 0.094 0.104 0.114 0.139 0.164 0.214 0.084 0.094 0.104 0.114 0.139 0.164 0.214
A142* A142* A193* A193* A252* A393* A393* A142* A142* A193* A193* A252* A393* A393*
120 130 140 150 175 200 250
0.084 0.094 0.104 0.114 0.139 0.164 0.214
A252** A393** A393** A393** 2xA252** 2xA393** 2xA393**
5.0 3.02 2.95 2.89 2.83 2.70 2.59 2.42 3.60 3.56 3.48 3.40 3.23 3.08 2.82
0.9 Gauge Imposed Load (kN/m ) 7.5 2.96 2.95 2.89 2.83 2.70 2.59 2.42 2.96 3.14 3.31 3.40 3.23 3.08 2.82
10.0 2.53 2.67 2.81 2.83 2.70 2.59 2.42 2.53 2.67 2.81 2.95 3.23 3.08 2.82
5.0 3.40 3.33 3.26 3.19 3.05 2.93 2.74 3.60 3.90 3.86 3.78 3.59 3.43 3.17
1.0 Gauge Imposed Load (kN/m ) 7.5 3.17 3.33 3.26 3.19 3.05 2.93 2.74 3.17 3.38 3.57 3.76 3.59 3.43 3.17
10.0 2.69 2.85 3.01 3.16 3.05 2.93 2.74 2.69 2.85 3.01 3.16 3.52 3.43 3.17
5.0 3.60 3.69 3.61 3.54 3.39 3.25 3.04 3.60 3.90 4.17 4.10 3.92 3.75 3.48
1.2 Gauge Imposed Load (kN/m ) 7.5 3.56 3.69 3.61 3.54 3.39 3.25 3.04 3.56 3.81 4.05 4.10 3.92 3.75 3.48
10.0 2.97 3.17 3.36 3.54 3.39 3.25 3.04 2.97 3.17 3.36 3.55 3.92 3.75 3.48
3.35 3.52 3.68 3.83 4.16 4.46 4.99
2.79 2.93 3.07 3.20 3.49 3.76 4.24
2.41 2.54 2.66 2.77 3.03 3.27 3.71
3.60 3.80 3.99 4.16 4.55 4.90 5.52
2.98 3.14 3.30 3.44 3.78 4.09 4.65
2.56 2.70 2.84 2.97 3.26 3.53 4.03
3.60 3.90 4.20 4.50 5.17 5.74 6.50
3.31 3.52 3.71 3.89 4.31 4.71 5.42
2.82 2.99 3.15 3.31 3.67 4.01 4.64
5.0
A142 7.5
10.0
5.0
A252 (A393***) 7.5
Fire design table - BS 5950 Method Fire period (Hrs)
Lightweight concrete
British Standard
Single - Unpropped
Condition
Slab Depth (mm)
0.2% Mesh *
Span (m) for given imposed Load (kN/m ) A193 5.0 7.5 10.0
10.0
1.0
120 130 140 150 175 200 250
A142* A142* A193* A193* A252* A393* A393*
3.60 3.56 -
2.96 3.14 -
2.53 2.67 -
3.60 3.56 3.48 3.40 -
2.96 3.14 3.31 3.40 -
2.53 2.67 2.81 2.95 -
3.60 3.56 3.48 3.40 3.23 3.08*** 2.82***
2.96 3.14 3.31 3.40 3.23 3.08*** 2.82***
2.53 2.67 2.81 2.95 3.23 3.08*** 2.82***
1.5
130 140 150 175 200 250
A193* A193* A193* A252* A393* A393*
-
-
-
3.56 3.48 3.40 -
3.14 3.31 3.40 -
2.67 2.81 2.95 -
3.56 3.48 3.40 3.23 3.08*** 2.82***
3.14 3.31 3.40 3.23 3.08*** 2.82***
2.67 2.81 2.95 3.23 3.08*** 2.82***
2.0
140 150 175 200 250
A193* A193* A252* A393* A393*
-
-
-
-
-
-
3.48 3.40 -
3.31 3.40 -
2.81 2.95 -
3.48 3.40 3.23 3.08*** 2.82***
3.31 3.40 3.23 3.08*** 2.82***
2.81 2.95 3.23 3.08*** 2.82***
* BS 5950: Part 4 currently recommends that crack control reinforcement should be not less than 0.1% of the gross cross-sectional area of the concrete at the , however in accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction, and 0.4% for propped construction.
LOADING COMBINATION (kN/m ) CATEGORY
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
DESCRIPTION Congregation Congregation Storage
11
Ribdeck S60 Span/load and fire design tables Normal weight concrete
Eurocode
UNPROPPED SINGLE SPAN DECK CONTINUOUS SLAB (m) - EC Standard Method Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh *
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
A142 A193 A193 A252 A252 A252 A393 A393
3.39 (10) 3.30 (8) 3.22 (8) 3.15 (8) 3.08 (8) 3.02 (8) 2.95 (8) 2.90 (8)
1.5
140 150 160 170 180 190 200
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A193 A193 A252 A252 A252 A393 A393
2.0
150 160 170 180 190 200
0.117 0.127 0.137 0.147 0.157 0.167
A193 A252 A252 A252 A393 A393
5.0
0.9 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
3.39 (10) 3.30 (10) 3.22 (10) 3.15 (10) 3.08 (8) 3.02 (8) 2.95 (8) 2.90 (8)
3.39 (12) 3.30 (12) 3.22 (12) 3.15 (10) 3.08 (10) 3.01 (10) 2.95 (10) 2.89 (10)
3.57 (10) 3.48 (10) 3.40 (10) 3.33 (8) 3.26 (8) 3.20 (8) 3.14 (8) 3.09 (8)
3.30 (12) 3.22 (12) 3.15 (10) 3.08 (10) 3.01 (10) 2.95 (10) 2.89 (10)
3.29 (16) 3.22 (12) 3.14 (12) 3.08 (12) 3.01 (12) 2.95 (10) 2.89 (10)
3.29 (16) 3.21 (16) 3.14 (16) 3.07 (16) 3.01 (12) 2.95 (12) 2.89 (12)
3.21 (16) 3.14 (16) 3.07 (16) 3.01 (16) 2.94 (16) 2.89 (16)
3.20 (20) 3.13 (20) 3.07 (16) 3.01 (16) 2.94 (16) 2.89 (16)
3.20 (20) 3.13 (20) 3.06 (20) 3.00 (20) 2.94 (20) 2.88 (20)
1.0 Gauge Imposed Load (kN/m ) 7.5
1.2 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
3.57 (12) 3.48 (10) 3.40 (10) 3.33 (10) 3.26 (10) 3.20 (10) 3.14 (8) 3.09 (8)
3.57 (12) 3.48 (12) 3.40 (12) 3.32 (12) 3.26 (10) 3.20 (10) 3.14 (10) 3.09 (10)
3.82 (10) 3.73 (10) 3.64 (10) 3.56 (10) 3.50 (8) 3.43 (8) 3.37 (8) 3.31 (8)
3.82 (12) 3.72 (12) 3.64 (10) 3.56 (10) 3.49 (10) 3.43 (10) 3.36 (10) 3.31 (10)
3.81 (16) 3.72 (12) 3.64 (12) 3.56 (12) 3.49 (12) 3.43 (12) 3.36 (10) 3.31 (10)
3.48 (12) 3.40 (12) 3.32 (12) 3.26 (10) 3.20 (10) 3.14 (10) 3.09 (10)
3.47 (16) 3.39 (16) 3.32 (12) 3.26 (12) 3.20 (12) 3.14 (12) 3.08 (12)
3.47 (16) 3.39 (16) 3.32 (16) 3.25 (16) 3.19 (16) 3.13 (12) 3.08 (12)
3.72 (12) 3.64 (12) 3.56 (12) 3.49 (12) 3.43 (12) 3.36 (10) 3.31 (10)
3.71 (16) 3.63 (16) 3.55 (16) 3.48 (16) 3.43 (12) 3.36 (12) 3.31 (12)
3.71 (16) 3.63 (16) 3.55 (16) 3.48 (16) 3.42 (16) 3.36 (16) 3.30 (16)
3.39 (16) 3.32 (16) 3.25 (16) 3.19 (16) 3.13 (16) 3.08 (16)
3.38 (20) 3.31 (20) 3.24 (20) 3.18 (20) 3.13 (16) 3.08 (16)
3.37 (25) 3.29 (25) 3.24 (20) 3.18 (20) 3.12 (20) 3.07 (20)
3.62 (20) 3.54 (20) 3.48 (16) 3.42 (16) 3.36 (16) 3.30 (16)
3.62 (20) 3.54 (20) 3.48 (20) 3.41 (20) 3.35 (20) 3.29 (20)
3.60 (25) 3.53 (25) 3.46 (25) 3.41 (20) 3.35 (20) 3.29 (20)
UNPROPPED DOUBLE SPAN (m) - EC Standard Method 0.9 Gauge Imposed Load (kN/m )
1.2 Gauge Imposed Load (kN/m )
1.0 Gauge Imposed Load (kN/m )
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh *
10.0
5.0
7.5
10.0
5.0
7.5
10.0
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
A142 A193 A193 A252 A252 A252 A393 A393
3.43 (8) 3.29 (8) 3.16 (8) 3.04 (8) 2.94 (8) 2.84 (8) 2.74 (8) 2.66 (8)
3.43 (10) 3.28 (10) 3.16 (8) 3.04 (8) 2.94 (8) 2.84 (8) 2.74 (8) 2.66 (8)
3.42 (12) 3.28 (12) 3.16 (10) 3.04 (8) 2.94 (8) 2.84 (8) 2.74 (8) 2.66 (8)
3.83 (10) 3.76 (10) 3.62 (8) 3.48 (8) 3.36 (8) 3.25 (8) 3.14 (8) 3.05 (8)
3.83 (12) 3.76 (10) 3.62 (10) 3.48 (8) 3.36 (8) 3.25 (8) 3.14 (8) 3.05 (8)
3.82 (16) 3.75 (12) 3.61 (12) 3.48 (10) 3.36 (10) 3.25 (8) 3.14 (8) 3.05 (8)
4.49 (12) 4.35 (10) 4.21 (10) 4.09 (8) 3.99 (8) 3.98 (8) 3.88 (8) 3.77 (8)
4.48 (16) 4.34 (12) 4.21 (12) 4.08 (10) 3.98 (10) 3.98 (10) 3.88 (8) 3.77 (8)
4.00 (16) 4.25 (16) 4.20 (16) 4.08 (12) 3.98 (12) 3.97 (12) 3.88 (10) 3.77 (8)
1.5
140 150 160 170 180 190 200
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A193 A193 A252 A252 A252 A393 A393
3.28 (12) 3.16 (8) 3.04 (8) 2.94 (8) 2.84 (8) 2.74 (8) 2.66 (8)
3.26 (12) 3.15 (12) 3.04 (10) 2.94 (8) 2.84 (8) 2.74 (8) 2.66 (8)
3.26 (16) 3.14 (16) 3.02 (12) 2.94 (10) 2.84 (10) 2.74 (8) 2.66 (8)
3.75 (12) 3.61 (12) 3.48 (10) 3.36 (8) 3.25 (8) 3.14 (8) 3.05 (8)
3.74 (16) 3.59 (16) 3.47 (12) 3.36 (10) 3.25 (10) 3.14 (8) 3.05 (8)
3.72 (20) 3.59 (16) 3.46 (16) 3.34 (16) 3.25 (12) 3.14 (10) 3.05 (8)
4.33 (16) 4.20 (16) 4.07 (16) 3.98 (12) 3.98 (10) 3.88 (8) 3.77 (8)
4.33 (16) 4.20 (16) 4.07 (16) 3.97 (16) 3.97 (16) 3.88 (10) 3.77 (10)
4.24 (20) 4.18 (20) 4.05 (20) 3.97 (16) 3.97 (16) 3.86 (16) 3.76 (12)
2.0
150 160 170 180 190 200
0.117 0.127 0.137 0.147 0.157 0.167
A193 A252 A252 A252 A393 A393
3.14 (12) 3.04 (10) 2.93 (10) 2.84 (8) 2.74 (8) 2.66 (8)
3.13 (20) 3.03 (16) 2.93 (12) 2.84 (10) 2.74 (8) 2.66 (8)
3.12 (20) 3.01 (20) 2.92 (16) 2.83 (16) 2.74 (10) 2.66 (8)
3.58 (20) 3.46 (16) 3.35 (12) 3.25 (10) 3.14 (8) 3.05 (8)
3.58 (20) 3.44 (20) 3.34 (16) 3.24 (16) 3.14 (12) 3.05 (10)
3.55 (25) 3.42 (25) 3.33 (20) 3.22 (20) 3.13 (16) 3.05 (12)
4.18 (20) 4.05 (20) 3.97 (20) 3.97 (16) 3.86 (16) 3.76 (12)
4.15 (25) 4.02 (25) 3.97 (20) 3.96 (20) 3.86 (16) 3.75 (16)
4.10 (32) 4.02 (25) 3.95 (25) 3.95 (25) 3.82 (25) 3.74 (20)
5.0
7.5
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m ) CATEGORY
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
DESCRIPTION Congregation Congregation Storage
longer spans
Ribdeck S60 12
10.0
EC = Eurocode
Ribdeck S60 Span/load and fire design tables Normal weight concrete
Eurocode
UNPROPPED SINGLE SPAN DECK CONTINUOUS SLAB (m) - UK NCCI Method Concrete Volume 0.2% Mesh * (m /m )
0.9 Gauge Imposed Load (kN/m ) 7.5
1.0 Gauge Imposed Load (kN/m ) 7.5
1.2 Gauge Imposed Load (kN/m ) 7.5
Fire period (Hrs)
Slab Depth (mm)
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
A142 A193 A193 A252 A252 A252 A393 A393
3.40 (A142) 3.31 (A193) 3.23 (A193) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.39 (A252) 3.30 (A193) 3.23 (A193) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.38 (2xA193) 3.30 (A393) 3.22 (A393) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.58 (A142) 3.49 (A193) 3.41 (A193) 3.33 (A252) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.56 (A393) 3.48 (A252) 3.41 (A193) 3.33 (A252) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.56 (2xA252) 3.48 (A393) 3.40 (A393) 3.33 (A393) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.83 (A193) 3.73 (A193) 3.65 (A193) 3.57 (A252) 3.50 (A252) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.81 (A393) 3.73 (A252) 3.65 (A252) 3.57 (A252) 3.50 (A252) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.80 (2xA252) 3.71 (2xA252) 3.64 (2xA193) 3.56 (A393) 3.49 (A393) 3.44 (A252) 3.37 (A393) 3.31 (A393)
1.5
140 150 160 170 180 190 200
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A193 A193 A252 A252 A252 A393 A393
3.31 (A193) 3.23 (A193) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.30 (A393) 3.22 (A393) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.29 (2xA252) 3.21 (2xA252) 3.15 (A393) 3.08 (A393) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.48 (A252) 3.41 (A193) 3.33 (A252) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.48 (A393) 3.40 (A393) 3.33 (A252) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.47 (2XA252) 3.39 (2xA252) 3.32 (2xA252) 3.26 (A393) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.73 (A252) 3.65 (A252) 3.57 (A252) 3.50 (A252) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.72 (A393) 3.64 (A393) 3.56 (A393) 3.50 (A252) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.70 (2xA393) 3.63 (2xA252) 3.56 (2xA252) 3.49 (2xA252) 3.43 (A393) 3.37 (A393) 3.31 (A393)
2.0
150 160 170 180 190 200
0.117 0.127 0.137 0.147 0.157 0.167
A193 A252 A252 A252 A393 A393
3.23 (A252) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.22 (A393) 3.15 (A393) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.21 (2xA252) 3.14 (2xA252) 3.08 (2xA193) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.41 (A252) 3.33 (A252) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.40 (A393) 3.33 (A393) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.39 (2xA252) 3.32 (2xA252) 3.26 (2xA252) 3.20 (A393) 3.14 (A393) 3.09 (A393)
3.64 (A393) 3.57 (A252) 3.50 (A252) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.40 (2xA193) 3.56 (A393) 3.49 (A393) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.62 (2xA393) 3.54 (2xA393) 3.49 (2xA252) 3.42 (2xA252) 3.37 (A393) 3.31 (A393)
5.0
10.0
5.0
10.0
5.0
10.0
UNPROPPED DOUBLE SPAN (m) - UK NCCI Method Concrete Volume 0.2% Mesh * (m /m )
0.9 Gauge Imposed Load (kN/m )
1.0 Gauge Imposed Load (kN/m )
1.2 Gauge Imposed Load (kN/m )
Fire period (Hrs)
Slab Depth (mm)
7.5
10.0
7.5
10.0
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
A142 A193 A193 A252 A252 A252 A393 A393
3.43 (A252) 3.29 (A193) 3.17 (A193) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.42 (A393) 3.29 (A252) 3.17 (A193) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.28 (2xA252) 3.27 (2xA252) 3.15 (A393) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.83 (A393) 3.76 (A252) 3.63 (A193) 3.49 (A252) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.82 (2xA252) 3.75 (2xA193) 3.61 (A393) 3.49 (A252) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.29 (2xA252) 3.71 (2xA393) 3.57 (2xA393) 3.48 (A393) 3.36 (A393) 3.26 (A252) 3.15 (A393) 3.06 (A393)
4.49 (A393) 4.34 (A393) 4.21 (A393) 4.09 (A252) 3.99 (A252) 3.98 (A252) 3.89 (A393) 3.78 (A393)
4.24 (2xA252) 4.33 (2xA252) 4.20 (2xA252) 4.08 (A393) 3.98 (A393) 3.98 (A252) 3.89 (A393) 3.78 (A393)
3.33 (2xA252) 4.24 (2xA393) 4.17 (2xA393) 4.05 (2xA393) 3.97 (2xA393) 3.98 (A393) 3.89 (A393) 3.78 (A393)
1.5
140 150 160 170 180 190 200
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A193 A193 A252 A252 A252 A393 A393
3.28 (A393) 3.17 (A193) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.28 (2xA193) 3.15 (A393) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.24 (2xA393) 3.12 (2xA252) 3.03 (2xA252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.75 (A393) 3.61 (A393) 3.49 (A252) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.74 (2xA252) 3.60 (2xA252) 3.48 (2xA193) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.71 (2xA393) 3.57 (2xA393) 3.44 (2xA393) 3.33 (2xA393) 3.25 (A393) 3.15 (A393) 3.06 (A393)
4.33 (2xA252) 4.21 (2xA193) 4.08 (A393) 3.98 (A393) 3.98 (A252) 3.89 (A393) 3.78 (A393)
4.30 (2xA393) 4.17 (2xA393) 4.07 (2xA252) 3.98 (2xA252) 3.98 (A393) 3.89 (A393) 3.78 (A393)
3.71 (2xA393) 3.86 (2xA393) 4.05 (2xA393) 3.97 (2xA393) 3.96 (2xA393) 3.86 (2xA393) 3.78 (A393)
2.0
150 160 170 180 190 200
0.117 0.127 0.137 0.147 0.157 0.167
A193 A252 A252 A252 A393 A393
3.15 (A393) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.15 (2xA193) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.12 (2xA393) 3.02 (2xA252) 2.93 (A393) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.61 (A393) 3.49 (A252) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.60 (2xA252) 3.47 (2xA252) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.57 (2xA393) 3.44 (2xA393) 3.33 (2xA393) 3.25 (A393) 3.15 (A393) 3.06 (A393)
4.20 (2xA252) 4.07 (2xA252) 3.98 (2xA193) 3.98 (A252) 3.89 (A393) 3.78 (A393)
4.17 (2xA393) 4.05 (2xA393) 3.97 (2xA393) 3.96 (2xA393) 3.89 (A393) 3.78 (A393)
3.57 (2xA393) 3.74 (2xA393) 3.87 (2xA393) 3.96 (2xA393) 3.86 (2xA393) 3.75 (2xA393)
5.0
7.5
10.0
5.0
5.0
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m ) CATEGORY
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
NCCI = Non-contradictory, complementary information
DESCRIPTION Congregation Congregation Storage
13
Ribdeck S60 Span/load and fire design tables Normal weight concrete
Eurocode
PROPPED CENTRALLY SINGLE SPAN DECK CONTINUOUS SLAB (m) - EC Standard Method Concrete Volume 0.4% Mesh * (m /m )
0.9 Gauge Imposed Load (kN/m ) 7.5
1.0 Gauge Imposed Load (kN/m ) 7.5
1.2 Gauge Imposed Load (kN/m ) 7.5
Fire period (Hrs)
Slab Depth (mm)
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
A393 A393 A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.77 (32) 4.91 (25) 4.83 (12) 4.64 (12) 4.48 (10) 4.33 (8) 4.17 (8) 4.05 (8)
4.44 (32) 4.68 (32) 4.76 (25) 4.62 (16) 4.47 (12) 4.33 (10) 4.17 (8) 4.05 (8)
3.93 (32) 4.11 (32) 4.27 (32) 4.42 (32) 4.46 (16) 4.31 (16) 4.17 (10) 4.04 (10)
4.80 (32) 5.08 (32) 5.36 (32) 5.32 (20) 5.17 (12) 5.00 (10) 4.82 (8) 4.67 (8)
4.46 (32) 4.74 (32) 5.01 (32) 5.22 (32) 5.12 (16) 4.98 (16) 4.81 (10) 4.67 (10)
3.98 (32) 4.30 (32) 4.48 (32) 4.64 (32) 4.79 (32) 4.96 (16) 4.79 (16) 4.66 (12)
4.85 (32) 5.13 (32) 5.41 (32) 5.68 (32) 5.94 (32) 6.12 (32) 6.01 (16) 5.86 (12)
4.51 (32) 4.79 (32) 5.06 (32) 5.32 (32) 5.58 (32) 5.83 (32) 5.90 (32) 5.81 (16)
3.97 (32) 4.29 (32) 4.60 (32) 4.90 (32) 5.18 (32) 5.34 (32) 5.49 (32) 5.63 (32)
1.5
140 150 160 170 180 190 200
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A393 A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.91 (25) 4.81 (16) 4.62 (16) 4.46 (16) 4.33 (10) 4.17 (10) 4.04 (10)
4.68 (32) 4.76 (25) 4.60 (20) 4.46 (16) 4.31 (16) 4.15 (16) 4.04 (12)
4.11 (32) 4.27 (32) 4.42 (32) 4.44 (20) 4.29 (20) 4.14 (20) 4.03 (16)
5.08 (32) 5.36 (32) 5.32 (20) 5.13 (20) 4.98 (16) 4.79 (16) 4.66 (12)
4.74 (32) 5.01 (32) 5.22 (32) 5.13 (20) 4.96 (20) 4.78 (20) 4.65 (16)
4.30 (32) 4.48 (32) 4.64 (32) 4.79 (32) 4.92 (25) 4.78 (20) 4.63 (20)
5.13 (32) 5.41 (32) 5.68 (32) 5.94 (32) 6.12 (32) 6.00 (20) 5.82 (20)
4.79 (32) 5.06 (32) 5.32 (32) 5.58 (32) 5.83 (32) 5.90 (32) 5.82 (20)
4.29 (32) 4.60 (32) 4.90 (32) 5.18 (32) 5.34 (32) 5.49 (32) 5.63 (32)
2.0
150 160 170 180 190 200
0.117 0.127 0.137 0.147 0.157 0.167
A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.76 (25) 4.57 (25) 4.41 (25) 4.29 (20) 4.14 (16) 4.03 (16)
4.70 (32) 4.52 (32) 4.41 (25) 4.27 (25) 4.11 (25) 4.01 (20)
4.27 (32) 4.42 (32) 4.36 (32) 4.22 (32) 4.11 (25) 3.99 (25)
5.36 (32) 5.22 (32) 5.10 (25) 4.93 (25) 4.75 (25) 4.61 (25)
5.01 (32) 5.22 (32) 5.04 (32) 4.88 (32) 4.75 (25) 4.61 (25)
4.48 (32) 4.64 (32) 4.79 (32) 4.88 (32) 4.70 (32) 4.56 (32)
5.41 (32) 5.68 (32) 5.94 (32) 6.12 (32) 5.90 (32) 5.73 (32)
5.06 (32) 5.32 (32) 5.58 (32) 5.83 (32) 5.90 (32) 5.73 (32)
4.60 (32) 4.90 (32) 5.18 (32) 5.34 (32) 5.49 (32) 5.63 (32)
5.0
10.0
5.0
10.0
5.0
10.0
PROPPED CENTRALLY SINGLE SPAN DECK CONTINUOUS SLAB (m) - UK NCCI Method Concrete Volume 0.4% Mesh * (m /m )
Fire period (Hrs)
Slab Depth (mm)
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
1.5
140 150 160 170 180 190 200
2.0
150 160 170 180 190 200
1.0 Gauge Imposed Load (kN/m )
0.9 Gauge Imposed Load (kN/m )
1.2 Gauge Imposed Load (kN/m )
5.0
7.5
10.0
5.0
7.5
10.0
5.0
7.5
10.0
A393 A393 A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.10 (2xA252) 4.48 (2xA393) 4.70 (2xA393) 4.63 (2xA393) 4.49 (2xA252) 4.34 (2xA252) 4.18 (2xA393) 4.05 (2xA393)
3.56 (2xA252) 4.10 (2xA393) 4.15 (2xA393) 4.20 (2xA393) 4.27 (2xA393) 4.34 (2xA252) 4.18 (2xA393) 4.05 (2xA393)
3.06 (2xA252) 3.53 (2xA393) 3.58 (2xA393) 3.64 (2xA393) 3.72 (2xA393) 4.03 (2xA393) 4.18 (2xA393) 4.05 (2xA393)
4.15 (2xA252) 4.54 (2xA393) 4.77 (2xA393) 4.81 (2xA393) 4.86 (2xA393) 5.02 (2xA252) 4.83 (2xA393) 4.68 (2xA393)
3.60 (2xA252) 4.14 (2xA393) 4.18 (2xA393) 4.24 (2xA393) 4.30 (2xA393) 4.62 (2xA393) 4.83 (2xA393) 4.68 (2xA393)
3.09 (2xA252) 3.56 (2xA393) 3.62 (2xA393) 3.67 (2xA393) 3.74 (2xA393) 4.03 (2xA393) 4.36 (2xA393) 4.68 (2xA393)
4.24 (2xA252) 4.66 (2xA393) 4.85 (2xA393) 4.90 (2xA393) 4.96 (2xA393) 5.23 (2xA393) 5.61 (2xA393) 5.81 (2xA393)
3.68 (2xA252) 4.21 (2xA393) 4.26 (2xA393) 4.31 (2xA393) 4.38 (2xA393) 4.63 (2xA393) 5.00 (2xA393) 5.33 (2xA393)
3.16 (2xA252) 3.62 (2xA393) 3.68 (2xA393) 3.74 (2xA393) 3.81 (2xA393) 4.04 (2xA393) 4.37 (2xA393) 4.68 (2xA393)
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A393 A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.37 (2xA393) 4.41 (2xA393) 4.44 (2xA393) 4.46 (2xA393) 4.34 (2xA252) 4.18 (2xA393) 4.05 (2xA393)
3.82 (2xA393) 3.87 (2xA393) 3.91 (2xA393) 3.94 (2xA393) 3.97 (2xA393) 4.08 (2xA393) 4.05 (2xA393)
3.29 (2xA393) 3.34 (2xA393) 3.39 (2xA393) 3.43 (2xA393) 3.47 (2xA393) 3.57 (2xA393) 3.87 (2xA393)
4.40 (2xA393) 4.44 (2xA393) 4.47 (2xA393) 4.49 (2xA393) 4.51 (2xA393) 4.60 (2xA393) 4.68 (2xA393)
3.84 (2xA393) 3.89 (2xA393) 3.93 (2xA393) 3.97 (2xA393) 4.00 (2xA393) 4.09 (2xA393) 4.41 (2xA393)
3.31 (2xA393) 3.36 (2xA393) 3.41 (2xA393) 3.45 (2xA393) 3.49 (2xA393) 3.58 (2xA393) 3.87 (2xA393)
4.45 (2xA393) 4.49 (2xA393) 4.53 (2xA393) 4.55 (2xA393) 4.58 (2xA393) 4.62 (2xA393) 4.94 (2xA393)
3.88 (2xA393) 3.94 (2xA393) 3.98 (2xA393) 4.02 (2xA393) 4.06 (2xA393) 4.11 (2xA393) 4.40 (2xA393)
3.35 (2xA393) 3.41 (2xA393) 3.45 (2xA393) 3.50 (2xA393) 3.54 (2xA393) 3.59 (2xA393) 3.86 (2xA393)
0.117 0.127 0.137 0.147 0.157 0.167
A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.22 (2xA393) 4.28 (2xA393) 4.30 (2xA393) 4.32 (2xA393) 4.18 (2xA393) 4.05 (2xA393)
3.70 (2xA393) 3.77 (2xA393) 3.80 (2xA393) 3.84 (2xA393) 3.86 (2xA393) 4.01 (2xA393)
3.20 (2xA393) 3.27 (2xA393) 3.31 (2xA393) 3.35 (2xA393) 3.38 (2xA393) 3.52 (2xA393)
4.24 (2xA393) 4.31 (2xA393) 4.33 (2xA393) 4.35 (2xA393) 4.37 (2xA393) 4.49 (2xA393)
3.72 (2xA393) 3.79 (2xA393) 3.82 (2xA393) 3.86 (2xA393) 3.89 (2xA393) 4.01 (2xA393)
3.21 (2xA393) 3.28 (2xA393) 3.32 (2xA393) 3.37 (2xA393) 3.40 (2xA393) 3.52 (2xA393)
4.28 (2xA393) 4.34 (2xA393) 4.37 (2xA393) 4.40 (2xA393) 4.42 (2xA393) 4.50 (2xA393)
3.75 (2xA393) 3.82 (2xA393) 3.86 (2xA393) 3.90 (2xA393) 3.93 (2xA393) 4.02 (2xA393)
3.24 (2xA393) 3.32 (2xA393) 3.36 (2xA393) 3.40 (2xA393) 3.44 (2xA393) 3.52 (2xA393)
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.4% for propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m )
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORY
CATEGORIES C C E
DESCRIPTION Congregation Congregation Storage
longer spans
Ribdeck S60 14
EC = Eurocode NCCI = Non-contradictory, complementary information
Ribdeck 80 Span/load and fire design tables Normal weight concrete
Eurocode
UNPROPPED SINGLE SPAN DECK CONTINUOUS SLAB (m) - EC Standard Method
5.0
1.0 Gauge Imposed Load (kN/m ) 7.5
10.0
4.11 (10) 4.03 (10) 3.96 (10) 3.87 (10) 3.79 (10) 3.72 (10) 3.66 (8)
4.11 (12) 4.03 (12) 3.95 (12) 3.87 (10) 3.79 (10) 3.72 (10) 3.65 (10)
4.09 (16) 4.02 (16) 3.94 (16) 3.87 (12) 3.79 (12) 3.72 (12) 3.65 (12)
3.83 (16) 3.74 (16) 3.65 (16) 3.57 (16) 3.49 (16) 3.42 (16)
4.02 (16) 3.95 (12) 3.87 (12) 3.79 (12) 3.72 (12) 3.65 (12)
4.02 (16) 3.94 (16) 3.86 (16) 3.78 (16) 3.71 (16) 3.65 (12)
3.71 (25) 3.62 (25) 3.54 (25) 3.48 (20) 3.41 (20)
3.93 (20) 3.85 (20) 3.77 (20) 3.70 (20) 3.65 (16)
3.91 (25) 3.85 (20) 3.77 (20) 3.70 (20) 3.64 (20)
5.0
0.9 Gauge Imposed Load (kN/m ) 7.5
10.0
3.95 (10) 3.85 (10) 3.75 (10) 3.66 (10) 3.58 (8) 3.50 (8) 3.43 (8)
3.94 (12) 3.84 (12) 3.75 (10) 3.66 (10) 3.58 (10) 3.50 (10) 3.43 (10)
3.90 (16) 3.84 (12) 3.75 (12) 3.66 (12) 3.57 (12) 3.50 (10) 3.43 (10)
A142 A193 A193 A252 A252 A252
3.84 (12) 3.75 (12) 3.66 (12) 3.57 (12) 3.50 (12) 3.43 (10)
3.83 (16) 3.74 (16) 3.65 (16) 3.57 (16) 3.50 (12) 3.43 (12)
A193 A193 A252 A252 A252
3.73 (20) 3.64 (20) 3.57 (16) 3.49 (16) 3.42 (16)
3.73 (20) 3.64 (20) 3.56 (20) 3.49 (16) 3.42 (16)
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh *
1.0
140 150 160 170 180 190 200
0.096 0.106 0.116 0.126 0.136 0.146 0.156
A142 A142 A193 A193 A252 A252 A252
1.5
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
2.0
160 170 180 190 200
0.116 0.126 0.136 0.146 0.156
5.0
1.2 Gauge Imposed Load (kN/m ) 7.5
10.0
4.27 (12) 4.19 (10) 4.11 (10) 4.04 (10) 3.98 (10) 3.91 (10) 3.84 (10)
4.27 (12) 4.18 (12) 4.11 (12) 4.04 (12) 3.98 (10) 3.91 (10) 3.84 (10)
4.20 (16) 4.18 (16) 4.10 (16) 4.04 (12) 3.98 (12) 3.90 (12) 3.84 (12)
4.01 (20) 3.94 (16) 3.86 (16) 3.78 (16) 3.71 (16) 3.65 (16)
4.18 (16) 4.10 (16) 4.03 (16) 3.98 (12) 3.90 (12) 3.84 (12)
4.18 (16) 4.10 (16) 4.03 (16) 3.97 (16) 3.90 (16) 3.83 (16)
4.16 (20) 4.09 (20) 4.03 (16) 3.97 (16) 3.90 (16) 3.83 (16)
3.91 (25) 3.83 (25) 3.76 (25) 3.70 (20) 3.64 (20)
4.09 (20) 4.03 (20) 3.96 (20) 3.89 (20) 3.82 (20)
4.08 (25) 4.01 (25) 3.96 (20) 3.89 (20) 3.82 (20)
4.08 (25) 4.01 (25) 3.95 (25) 3.87 (25) 3.81 (25)
10.0
UNPROPPED DOUBLE SPAN (m) - EC Standard Method
5.0
0.9 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.0 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.2 Gauge Imposed Load (kN/m ) 7.5
4.21 (10) 4.03 (10) 3.87 (8) 3.73 (8) 3.59 (8) 3.47 (8) 3.35 (8)
4.20 (12) 4.03 (12) 3.87 (10) 3.72 (10) 3.59 (8) 3.47 (8) 3.35 (8)
4.08 (16) 4.01 (16) 3.86 (12) 3.72 (12) 3.58 (10) 3.46 (10) 3.35 (8)
4.43 (12) 4.37 (10) 4.30 (10) 4.14 (10) 3.99 (8) 3.86 (8) 3.74 (8)
4.43 (12) 4.37 (12) 4.29 (12) 4.14 (10) 3.99 (10) 3.86 (8) 3.74 (8)
4.25 (16) 4.36 (16) 4.27 (16) 4.13 (12) 3.98 (12) 3.86 (10) 3.73 (10)
5.02 (12) 4.85 (12) 4.70 (12) 4.56 (10) 4.50 (10) 4.48 (8) 4.36 (8)
4.92 (16) 4.84 (16) 4.70 (12) 4.56 (12) 4.49 (12) 4.48 (12) 4.35 (10)
4.33 (16) 4.57 (16) 4.68 (16) 4.54 (16) 4.48 (16) 4.48 (12) 4.35 (12)
A142 A193 A193 A252 A252 A252
4.01 (16) 3.86 (12) 3.72 (12) 3.58 (10) 3.47 (8) 3.36 (8)
4.01 (16) 3.84 (16) 3.70 (16) 3.58 (12) 3.46 (10) 3.36 (8)
3.99 (20) 3.84 (16) 3.70 (16) 3.57 (16) 3.45 (16) 3.35 (12)
4.36 (16) 4.27 (16) 4.12 (12) 3.98 (12) 3.86 (10) 3.74 (8)
4.36 (16) 4.27 (16) 4.12 (16) 3.97 (16) 3.84 (16) 3.73 (12)
4.35 (20) 4.25 (20) 4.10 (20) 3.97 (16) 3.84 (16) 3.72 (16)
4.84 (16) 4.68 (16) 4.54 (16) 3.48 (16) 4.46 (16) 4.35 (12)
4.82 (20) 4.66 (20) 4.54 (16) 4.48 (16) 4.46 (16) 4.33 (16)
4.55 (20) 4.66 (20) 4.53 (20) 4.47 (20) 4.45 (20) 4.33 (16)
A193 A193 A252 A252 A252
3.82 (20) 3.70 (16) 3.56 (16) 3.49 (12) 3.35 (10)
3.82 (20) 3.68 (20) 3.55 (20) 3.43 (20) 3.34 (12)
3.79 (25) 3.65 (25) 3.52 (25) 3.43 (20) 3.32 (20)
4.25 (20) 4.10 (20) 3.95 (20) 3.84 (16) 3.73 (12)
4.22 (25) 4.07 (25) 3.95 (20) 3.82 (20) 3.70 (20)
4.16 (32) 4.07 (25) 3.92 (25) 3.80 (25) 3.70 (20)
4.63 (25) 4.52 (20) 4.47 (20) 4.45 (20) 4.32 (10)
4.63 (25) 4.50 (25) 4.46 (25) 4.42 (25) 4.29 (25)
4.58 (32) 4.45 (32) 4.43 (32) 4.42 (25) 4.29 (25)
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh *
1.0
140 150 160 170 180 190 200
0.096 0.106 0.116 0.126 0.136 0.146 0.156
A142 A142 A193 A193 A252 A252 A252
1.5
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
2.0
160 170 180 190 200
0.116 0.126 0.136 0.146 0.156
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m ) CATEGORY
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
EC = Eurocode
DESCRIPTION Congregation Congregation Storage
longer spans
Ribdeck 80 15
Ribdeck 80 Span/load and fire design tables Normal weight concrete
Eurocode
UNPROPPED SINGLE SPAN DECK CONTINUOUS SLAB (m) - UK NCCI Method 0.9 Gauge Imposed Load (kN/m ) 7.5
1.0 Gauge Imposed Load (kN/m ) 7.5
1.2 Gauge Imposed Load (kN/m ) 7.5
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh *
1.0
140 150 160 170 180 190 200
0.096 0.106 0.116 0.126 0.136 0.146 0.156
A142 A142 A193 A193 A252 A252 A252
3.67 (A193) 3.85 (A193) 3.76 (A193) 3.67 (A193) 3.58 (A252) 3.51 (A252) 3.44 (A252)
2.99 (A193) 3.84 (A393) 3.74 (A393) 3.66 (A252) 3.58 (A252) 3.51 (A252) 3.44 (A252)
2.53 (A193) 3.71 (2xA252) 3.74 (2xA252) 3.65 (2xA252) 3.58 (A393) 3.51 (A252) 3.44 (A252)
3.74 (A193) 4.03 (A252) 3.96 (A193) 3.88 (A193) 3.80 (A252) 3.73 (A252) 3.66 (A252)
3.06 (A193) 4.03 (A393) 3.95 (A393) 3.88 (A252) 3.80 (A252) 3.73 (A252) 3.66 (A252)
2.56 (A193) 3.70 (2xA252) 3.95 (2xA252) 3.86 (2xA252) 3.79 (A393) 3.72 (A393) 3.65 (A252)
3.89 (A193) 4.19 (A252) 4.12 (A193) 4.05 (A193) 3.98 (A252) 3.91 (A252) 3.85 (A252)
3.18 (A193) 4.18 (A393) 4.11 (A393) 4.04 (A393) 3.98 (A252) 3.91 (A252) 3.85 (A252)
2.67 (A193) 3.67 (2xA252) 4.09 (2xA393) 4.03 (2xA252) 3.97 (2xA252) 3.91 (A393) 3.84 (A393)
1.5
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
A142 A193 A193 A252 A252 A252
3.84 (A393) 3.74 (A393) 3.66 (A252) 3.58 (A252) 3.51 (A252) 3.44 (A252)
3.42 (2xA252) 3.74 (2xA252) 3.66 (A393) 3.58 (A393) 3.51 (A252) 3.44 (A252)
2.78 (2xA252) 3.72 (2xA393) 3.64 (2xA393) 3.57 (2xA252) 3.49 (2xA252) 3.43 (A393)
4.03 (A393) 3.95 (A393) 3.87 (A393) 3.80 (A252) 3.73 (A252) 3.66 (A252)
3.44 (2xA252) 3.95 (2xA252) 3.86 (2xA252) 3.79 (A393) 3.72 (A393) 3.66 (A252)
2.81 (2xA252) 3.93 (2xA393) 3.85 (2xA393) 3.77 (2xA393) 3.71 (2xA252) 3.65 (2xA252)
4.18 (2xA252) 4.11 (A393) 4.04 (A393) 3.98 (A252) 3.91 (A252) 3.85 (A252)
3.48 (2xA252) 4.10 (2xA252) 4.03 (2xA252) 3.98 (A393) 3.91 (A393) 3.84 (A393)
2.86 (2xA252) 4.09 (2xA393) 4.02 (2xA393) 3.96 (2xA393) 3.89 (2xA393) 3.83 (2xA252)
2.0
160 170 180 190 200
0.116 0.126 0.136 0.146 0.156
A193 A193 A252 A252 A252
3.74 (A393) 3.66 (A393) 3.58 (A393) 3.51 (A252) 3.44 (A252)
3.72 (2xA393) 3.65 (2xA252) 3.58 (2xA193) 3.50 (A252) 3.44 (A252)
3.21 (2xA393) 3.64 (2xA393) 3.56 (2xA393) 3.48 (2xA393) 3.42 (2xA252)
3.95 (2x252) 3.87 (A393) 3.79 (A393) 3.73 (A252) 3.66 (A252)
3.93 (2xA393) 3.86 (2xA252) 3.79 (2xA252) 3.72 (2xA193) 3.65 (A393)
3.20 (2xA393) 3.85 (2xA393) 3.77 (2xA393) 3.70 (2xA393) 3.65 (2xA393)
4.10 (2xA252) 4.04 (A393) 3.98 (A393) 3.91 (A393) 3.85 (A252)
4.09 (2xA393) 4.02 (2xA393) 3.97 (2xA252) 3.90 (2xA252) 3.83 (2xA252)
3.21 (2xA393) 3.81 (2xA393) 3.96 (2xA393) 3.89 (2xA393) 3.82 (2xA393)
10.0
5.0
10.0
5.0
10.0
5.0
10.0
UNPROPPED DOUBLE SPAN (m) - UK NCCI Method 0.9 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.0 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.2 Gauge Imposed Load (kN/m ) 7.5
3.41 (A193) 4.02 (A393) 3.87 (A252) 3.73 (A193) 3.60 (A252) 3.47 (A252) 3.36 (A252)
2.95 (1xA193) 4.00 (2xA252) 3.85 (2xA252) 3.73 (A252) 3.60 (A252) 3.47 (A252) 3.36 (A252)
2.53 (A193) 3.28 (2xA252) 3.82 (2xA393) 3.68 (2xA393) 3.58 (A393) 3.46 (A393) 3.36 (A252)
3.48 (A193) 4.36 (2xA252) 4.29 (A393) 4.15 (A252) 4.00 (A252) 3.87 (A252) 3.75 (A252)
2.97 (A193) 4.02 (2xA252) 4.24 (2xA393) 4.12 (2xA252) 3.99 (A393) 3.87 (A252) 3.75 (A252)
2.54 (A193) 3.31 (2xA252) 4.05 (2xA393) 4.09 (2xA393) 3.95 (2xA393) 3.85 (A393) 3.73 (A393)
3.62 (A193) 4.84 (2xA252) 4.70 (A393) 4.56 (A393) 4.49 (A393) 4.49 (A252) 4.36 (A252)
3.10 (A193) 4.08 (2xA252) 4.66 (2xA393) 4.52 (2xA393) 4.49 (2xA252) 4.48 (A393) 4.35 (A393)
2.63 (A193) 3.38 (2xA252) 4.06 (2xA393) 4.22 (2xA393) 4.37 (2xA393) 4.45 (2xA393) 4.32 (2xA393)
A142 A193 A193 A252 A252 A252
3.79 (2xA252) 3.85 (2xA252) 3.71 (A393) 3.60 (A252) 3.47 (A252) 3.36 (A252)
3.19 (2xA252) 3.82 (2xA393) 3.70 (2xA252) 3.57 (2xA252) 3.47 (2xA252) 3.36 (A252)
3.81 (2xA252) 4.24 (2xA393) 4.12 (2xA252) 3.98 (A393) 3.87 (A252) 3.75 (A252)
3.22 (2xA252) 4.21 (2xA393) 4.09 (2xA393) 3.95 (2xA393) 3.85 (2xA252) 3.74 (A252)
2.73 (2xA252) 3.41 (2xA393) 3.68 (2xA393) 3.82 (2xA393) 3.82 (2xA393) 3.70 (2xA393)
3.87 (2xA252) 4.66 (2xA393) 4.55 (2xA252) 4.49 (2xA252) 4.47 (2xA252) 4.35 (A393)
3.28 (2xA252) 4.19 (2xA393) 4.52 (2xA393) 4.47 (2xA393) 4.45 (2xA393) 4.32 (2xA393)
2.78 (2xA252) 3.44 (2xA393) 3.68 (2xA393) 3.81 (2xA393) 3.92 (2xA393) 4.02 (2xA393)
A193 A193 A252 A252 A252
3.82 (2xA393) 3.70 (2xA252) 3.58 (A393) 3.47 (A252) 3.36 (A252)
3.60 (2xA393) 3.68 (2xA393) 3.55 (2xA393) 3.45 (2xA252) 3.36 (1xA252)
2.70 (2xA252) 3.40 (2xA393) 3.68 (2xA393) 3.55 (2xA393) 3.43 (2xA393) 3.35 (A393) 3.00 (2xA393) 3.29 (2xA393) 3.55 (2xA393) 3.43 (2xA393) 3.32 (2xA393)
4.24 (2xA393) 4.09 (2xA393) 3.98 (2xA252) 3.85 (2xA252) 3.75 (A252)
3.60 (2xA393) 4.02 (2xA393) 3.95 (2xA393) 3.82 (2xA393) 3.72 (2xA252)
3.01 (2xA393) 3.29 (2xA393) 3.54 (2xA393) 3.68 (2xA393) 3.70 (2xA393)
4.35 (2xA393) 4.52 (2xA393) 4.47 (2xA393) 4.45 (2xA393) 4.34 (2xA252)
3.62 (2xA393) 3.99 (2xA393) 4.39 (2xA393) 4.45 (2xA393) 4.32 (2xA393)
3.04 (2xA393) 3.31 (2xA393) 3.54 (2xA393) 3.67 (2xA393) 3.75 (2xA393)
Concrete Volume 0.2% Mesh * (m /m )
Fire period (Hrs)
Slab Depth (mm)
1.0
140 150 160 170 180 190 200
0.096 0.106 0.116 0.126 0.136 0.146 0.156
A142 A142 A193 A193 A252 A252 A252
1.5
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
2.0
160 170 180 190 200
0.116 0.126 0.136 0.146 0.156
5.0
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m ) CATEGORY
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
DESCRIPTION Congregation Congregation Storage
longer spans
Ribdeck 80 16
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths. NCCI = Non-contradictory, complementary information
Ribdeck 80 Span/load and fire design tables Normal weight concrete
Eurocode
PROPPED CENTRALLY SINGLE SPAN DECK CONTINUOUS SLAB (m) - EC Standard Method 0.9 Gauge Imposed Load (kN/m ) 7.5
1.0 Gauge Imposed Load (kN/m ) 7.5
1.2 Gauge Imposed Load (kN/m ) 7.5
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
1.0
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
A393 A393 A393 2xA252 2xA252 2xA252
5.47 (32) 5.73 (32) 5.65 (20) 5.46 (16) 5.28 (12) 5.11 (10)
5.08 (32) 5.28 (32) 5.47 (32) 5.43 (20) 5.26 (16) 5.09 (16)
4.26 (20) 4.46 (16) 4.61 (16) 4.76 (16) 4.91 (16) 5.07 (16)
5.50 (32) 5.76 (32) 6.02 (32) 6.07 (25) 5.93 (16) 5.74 (16)
5.12 (32) 5.38 (32) 5.63 (32) 5.85 (32) 5.87 (25) 5.72 (20)
4.42 (16) 4.61 (16) 4.79 (16) 4.95 (16) 5.09 (16) 5.24 (16)
5.55 (32) 5.81 (32) 6.07 (32) 6.32 (32) 6.57 (32) 6.71 (32)
5.17 (32) 5.43 (32) 5.68 (32) 5.93 (32) 6.17 (32) 6.43 (32)
4.64 (20) 4.87 (20) 5.07 (20) 5.24 (20) 5.42 (16) 5.59 (16)
1.5
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
A393 A393 A393 2xA252 2xA252 2xA252
5.47 (32) 5.73 (32) 5.65 (20) 5.43 (20) 5.26 (16) 5.09 (16)
5.08 (32) 5.28 (32) 5.47 (32) 5.43 (20) 5.24 (20) 5.07 (20)
4.26 (20) 4.45 (20) 4.61 (20) 4.76 (20) 4.91 (20) 5.06 (20)
5.50 (32) 5.76 (32) 6.02 (32) 6.07 (32) 5.91 (25) 5.72 (20)
5.12 (32) 5.38 (32) 5.63 (32) 5.85 (32) 5.87 (25) 5.72 (20)
4.42 (20) 4.60 (20) 4.76 (20) 4.93 (25) 5.07 (25) 5.22 (25)
5.55 (32) 5.81 (32) 6.07 (32) 6.32 (32) 6.57 (32) 6.71 (32)
5.17 (32) 5.43 (32) 5.68 (32) 5.93 (32) 6.17 (32) 6.43 (32)
4.62 (25) 4.89 (25) 5.06 (25) 5.22 (25) 5.39 (25) 5.57 (25)
2.0
160 170 180 190 200
0.116 0.126 0.136 0.146 0.156
A393 A393 2xA252 2xA252 2xA252
5.73 (32) 5.54 (32) 5.38 (25) 5.21 (25) 5.04 (25)
5.28 (32) 5.47 (32) 5.33 (32) 5.15 (32) 4.98 (25)
4.42 (32) 4.58 (32) 4.72 (32) 4.87 (32) 4.98 (32)
5.76 (32) 6.02 (32) 6.01 (32) 5.81 (32) 5.62 (32)
5.38 (32) 5.63 (32) 5.85 (32) 5.81 (32) 5.62 (32)
4.57 (32) 4.75 (32) 4.91 (32) 5.05 (32) 5.20 (32)
5.81 (32) 6.07 (32) 6.32 (32) 6.57 (32) 6.71 (32)
5.43 (32) 5.68 (32) 5.92 (32) 6.05 (32) 6.35 (32)
4.87 (32) 5.03 (32) 5.16 (32) 5.29 (32) 5.42 (32)
0.4% Mesh * 5.0
10.0
5.0
10.0
5.0
10.0
PROPPED CENTRALLY SINGLE SPAN DECK CONTINUOUS SLAB (m) - UK NCCI Method
5.0
0.9 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.0 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.2 Gauge Imposed Load (kN/m ) 7.5
10.0
A393 A393 A393 2xA252 2xA252 2xA252
4.19 (2xA252) 4.77 (2xA393) 4.83 (2xA393) 4.88 (2xA393) 5.00 (2xA393) 5.10 (2xA393)
3.65 (2xA252) 4.17 (2xA393) 4.24 (2xA393) 4.30 (2xA393) 4.42 (2xA393) 4.72 (2xA393)
3.14 (2xA252) 3.60 (2xA393) 3.67 (2xA393) 3.74 (2xA393) 3.85 (2xA393) 4.12 (2xA393)
4.25 (2xA252) 4.82 (2xA393) 4.88 (2xA393) 4.93 (2xA393) 5.02 (2xA393) 5.34 (2xA393)
3.70 (2xA252) 4.21 (2xA393) 4.28 (2xA393) 4.35 (2xA393) 4.44 (2xA393) 4.73 (2xA393)
3.18 (2xA252) 3.64 (2xA393) 3.71 (2xA393) 3.78 (2xA393) 3.87 (2xA393) 4.13 (2xA393)
4.35 (2xA252) 4.90 (2xA393) 4.97 (2xA393) 5.03 (2xA393) 5.08 (2xA393) 5.44 (2xA393)
3.79 (2xA252) 4.29 (2xA393) 4.37 (2xA393) 4.44 (2xA393) 4.50 (2xA393) 4.74 (2xA393)
3.26 (2xA252) 3.70 (2xA393) 3.78 (2xA393) 3.85 (2xA393) 3.92 (2xA393) 4.15 (2xA393)
0.106 0.116 0.126 0.136 0.146 0.156
A393 A393 A393 2xA252 2xA252 2xA252
3.52 (2xA252) 4.22 (2xA393) 4.40 (2xA393) 4.46 (2xA393) 4.49 (2xA393) 4.52 (2xA393)
3.07 (2xA252) 3.70 (2xA393) 3.87 (2xA393) 3.93 (2xA393) 3.97 (2xA393) 4.01 (2xA393)
2.64 (2xA252) 3.19 (2xA393) 3.35 (2xA393) 3.41 (2xA393) 3.46 (2xA393) 3.51 (2xA393)
3.56 (2xA252) 4.26 (2xA393) 4.44 (2xA393) 4.49 (2xA393) 4.53 (2xA393) 4.56 (2xA393)
3.10 (2xA252) 3.73 (2xA393) 3.90 (2xA393) 3.96 (2xA393) 4.01 (2xA393) 4.05 (2xA393)
2.67 (2xA252) 3.22 (2xA393) 3.38 (2xA393) 3.44 (2xA393) 3.49 (2xA393) 3.54 (2xA393)
3.65 (2xA252) 4.32 (2xA393) 4.50 (2xA393) 4.56 (2xA393) 4.60 (2xA393) 4.63 (2xA393)
3.18 (2xA252) 3.78 (2xA393) 3.96 (2xA393) 4.02 (2xA393) 4.07 (2xA393) 4.11 (2xA393)
2.74 (2xA252) 3.27 (2xA393) 3.43 (2xA393) 3.50 (2xA393) 3.55 (2xA393) 3.60 (2xA393)
0.116 0.126 0.136 0.146 0.156
A393 A393 2xA252 2xA252 2xA252
3.82 (2xA393) 4.06 (2xA393) 4.24 (2xA393) 4.30 (2xA393) 4.32 (2xA393)
3.34 (2xA393) 3.57 (2xA393) 3.73 (2xA393) 3.80 (2xA393) 3.84 (2xA393)
2.89 (2xA393) 3.09 (2xA393) 3.25 (2xA393) 3.31 (2xA393) 3.36 (2xA393)
3.85 (2xA393) 4.09 (2xA393) 4.26 (2xA393) 4.33 (2xA393) 4.35 (2xA393)
3.37(2xA393) 3.59 (2xA393) 3.76 (2xA393) 3.83 (2xA393) 3.87 (2xA393)
2.91 (2xA393) 3.11 (2xA393) 3.27 (2xA393) 3.34 (2xA393) 3.38 (2xA393)
3.90 (2xA393) 4.14 (2xA393) 4.31 (2xA393) 4.38 (2xA393) 4.41 (2xA393)
3.42 (2xA393) 3.64 (2xA393) 3.80 (2xA393) 3.87 (2xA393) 3.91 (2xA393)
2.95 (2xA393) 3.15 (2xA393) 3.31 (2xA393) 3.38 (2xA393) 3.42 (2xA393)
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
1.0
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
1.5
150 160 170 180 190 200
2.0
160 170 180 190 200
0.4% Mesh *
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.4% for propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m ) C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORY
CATEGORIES C C E
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths. NCCI = Non-contradictory, complementary information EC = Eurocode
DESCRIPTION Congregation Congregation Storage
17
Resotec is an innovative way to design footfall vibration damping into a building. In the past a great emphasis has been put on countering vibrations through the provision of mass in the structure but with Resotec the building can remain lightweight whilst still benefiting from a low design response factor.
18
www.richardlees.co.uk
The only analysis tool that can predict the damped floor response achievable with Resotec. Providing automatic stud and section design, Compos is the premiere tool for composite analysis and design. Supplied by Oasys Ltd Tel: +44 (0) 191 238 7559 www.oasys-software.com
What is it? Resotec is a thin constrained layer damping membrane that sits between the soffit of the steel decking and parts of the top flange of the steel beams. In these zones there is no mechanical connection between the floor and the ing structure, allowing the two to move independently under the influence of vibration induced excitation.
Where does it go? For maximum effectiveness the Resotec strips are installed on the top flange of a steel beam, extending from each end for approximately one quarter of the length towards the middle of the span. Steel decking can then be laid over the top of the Resotec but it should not be secured down to the beams in any way. Instead fixity is achieved by side lapping and stitching together the sheets to form one continuous membrane.
Composite beams
Design assistance
In a traditional secondary beam design the shear studs are
Engineers are encouraged to consider the use of Resotec
evenly spaced along the length of the beam. With a Resotec
when deg large column free floor areas with lightweight
layer installed there can be no shear studs in the outer quarter
long span beams. Because of the effects Resotec has on the
portion of the beam so a new approach is needed. The result is
placement of shear studs and the design of the ing
a 50% partially composite beam design which is illustrated in
structure it is seldom possible to incorporate Resotec as a
the Bending Moment diagram. Shear studs are installed in the
last minute solution to a footfall vibration issue. Engineers are
middle section of the beam and the design allows for partial
therefore encouraged to consider Resotec in the early stages
interaction between the beam and the slab to be developed
of a building design. Assistance for doing this can be obtained
in this zone only. The bending and shear resistance of the
through the use of COMPOS, part of the OASYS suite of
structure in the outer quarter regions of the beam is that of the
structural design programmes, or through ing Richard
steel section alone with no composite interaction with the slab.
Lees Decking.
16
X 105
50% partially composite beam: BM capacity and demand
14
Strength provided in 100% composite design
12
Effect with Resotec Partially composite
Moment (Nm)
10
Beam strength
8
6
Strength required 2
0
0
5
Length (m)
10
15
19
Shaping the London Skyline 30 St. Mary Axe - The Gherkin
Location: 30 St Mary Axe, London, England, United Kingdom Status: Complete Completion Date: 2004 Height: 180 metres Floor Area: 70,000 square metres Architect: Foster + Partners Steel Contractor: Victor Buyck – Hollandia JV Deck Profile: Ribdeck 80 Widely known throughout the world by the nickname ‘The Gherkin’, 30 St Mary Axe stands at 180 metres tall, making it on completion the second tallest building in the City of London and the sixth tallest in the Greater London region. Thanks to the efficiency of it’s environmentally-conscious design, The Gherkin uses half the power that a similar tower would typically consume, whilst the unique triangulated perimeter structure makes this tall building sufficiently stiff to control wind-excited sways without requiring any additional cross-bracing. The specification of Ribdeck 80 for this project was an integral factor in achieving the ambitious design of this unique building, with its radial steel beam arrangement requiring a decking profile that could span up to 4.75m without any requirement for additional framing or temporary .
20
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Shaping the London Skyline 20 Fenchurch Street Location: 20 Fenchurch Street, London, England, United Kingdom Status: In Construction Completion Date: 2013 Height: 160 metres Floor Area: 83,500 square metres Architect: Rafael Vinoly Steel Contractor: William Hare Deck Profile: Ribdeck E60, Ribdeck 80 & Holorib 20 Fenchurch Street is one of London’s most eagerly anticipated development projects thanks to celebrated architect Rafael Viñoly’s innovative design. The 160m high building flares outwards from its base so that the larger floorplates are to be found at the higher storeys, delivering both impressive architecture and more efficient office space than many of its neighbours. The distinctive shape of the building, has earned it the nick-name, the “Walkie Talkie”. The successful intergration of Ribdeck E60 decking into the scheme was intergral to the rapid erection of the steel frame, which rose at the rate of a floor per week.
21
Shaping the London Skyline Canary Wharf
12
8 7 13
9
6
Location: Isle of Dogs, London, England, United Kingdom Completion Date: Various Height: 235 metres (highest point) Floor Area: See opposite Architect: Various Steel Contractor: Various
Deck Profile: See opposite
22
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Canary Wharf is a large business and shopping development in London, located on the Isle of Dogs in the London Borough of Tower Hamlets, centred on the old West India Docks in the London Docklands. When topped out in 1990, One Canada Square became the UK’s tallest building and a powerful symbol of the regeneration of Docklands, as well as being an imposing architectural presence on the London skyline. During the various phases of construction at Canary Wharf, over 800,000 square metres of Ribdeck profiles were used, testament to the quality of service and the superiority of the profiles supplied over the years.
1
10 11 2
5
4
3
2 1 Canada Square - 147,000 m Ribdeck 60 2 8 Canada Square - 101,700 m2 Ribdeck AL 3 5 Churchill Place - 38,500 m2 Ribdeck E60 4 20 Churchill Place - 38,700 m2 Ribdeck E60 5 25 North Colonnade - 34,000 m2 Ribdeck 60 6 30 South Colonnade - 35,000 m2 Ribdeck 60 7 20 Cabot Square & 10 South Colonnade - 68,000 m2 Ribdeck 60
1
2 25 Cabot Square - 60,000 m Ribdeck 60 9 40 Bank Street - 71,700 m2 Ribdeck AL 10 1 Cabot Square - 65,000 m2 Ribdeck 60 11 10 Cabot Square & 5 North Colonnade - 75,000 m2 Ribdeck 60 12 15 Westferry Circus - 23,500 m2 Ribdeck AL 13 20 Bank Street - 59,300 m2 Ribdeck AL
8
Total decking supplied: 817,400 m2
23
Shaping the London Skyline The Willis Building Location: 51 Lime Street, London, England, United Kingdom Status: Complete
Floor Area: 51,000 square metres Architect: Foster + Partners
Completion Date: 2007
Steel Contractor: William Hare
Height: 125 metres
Deck Profile: Ribdeck 80
The Willis Building stands opposite the famous Lloyd’s building in the heart of the City of London. The building features an iconic “stepped” design, which was intended to resemble the shell of a crustacean, with setbacks rising at 97 and 68 metres respectively. Constructed between 2004 and 2007, it was a significant addition to the London skyline, becoming the third tallest building in the City after 30 St Mary Axe and CityPoint. The core was topped out in July 2006, with Ribdeck 80 specified throughout the structure primarily due to its excellent load carrying properties and unrivalled ability to carry long unpropped spans. The Willis Building was the first in a wave of new skyscrapers planned for the area.
24
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Architectural Impact Across the UK Civil Justice Centre, Manchester Location: Spinningfields, Manchester, England, United Kingdom Status: Complete Completion Date: 2007 Height: 80 metres Floor Area: 35,160 square metres Architect: Denton Corker Marshall Steel Contractor: William Hare Deck Profile: Holorib This distinctive building is widely recognisable for the ‘fingers’ at each end that are cantilevered over the lower levels it is rumoured that architect Barrie Marshall sketched the entire building by hand and that very little has deviated from his original drawings. On the west side of the building is an imposing 11,000 m2 suspended glass wall -the largest in Europe. The specification of Holorib throughout the building was an important factor in minimising the construction depth of the floor slab to suit the architect’s vision of the slender form of the ‘finger’ protrusions at each end of the building.
25
Architectural Impact Across the UK Spinnaker Tower, Portsmouth Location: Portsmouth Harbour, Portsmouth, United Kingdom Status: Complete Completion Date: 2005 Height: 170 metres Floor Area: 1,600 square metres Architect: HGP Architects Steel Contractor: Butterley Deck Profile: Ribdeck 80
The Spinnaker Tower is the centrepiece of the redevelopment of Portsmouth Harbour, and was chosen by Portsmouth residents from a selection of concept designs. The tower reflects Portsmouth’s maritime history, representing sails billowing in the wind – a design accomplished using two large, sweeping steel arcs. An imposing and stunning addition to the Portsmouth horizon, Spinnaker Tower is the tallest accessible structure in the United Kingdom outside London, with three observation platforms constructed from Ribdeck 80 affording glorious views of up to 23 miles.
26
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Architectural Impact Across the UK The Curve, Leicester Performing Arts Centre Location: Rutland Street, Leicester, England, United Kingdom Status: Complete Completion Date: 2008 Floor Area: 2,600 square metres Architect: Rafael Vinoly Steel Contractor: William Hare Deck Profile: Ribdeck 80
Based on the redeveloped Cultural Quarter in Leicester City Centre, the Curve Theatre opened in Autumn 2008 and is one of the main flagship projects in the regeneration of the city. This ambitious and innovative design has complete architectural transparency, with the weight of the structure suspended from the roof of the building. The long spanning capacity of Ribdeck 80 allowed the number of steel in the structure to be kept to a minimum, emphasising the light and airy form of the structure.
27
Guidance Notes for Design and Fixing Design General
28
Professional pages 30-32 fixing
Construction Loading
28
Installation Service
30
Forming Openings
34
Permanent Loading
28
Health & Safety
30
Cleaning the Decking
34
Reinforcement
28
Fall Arrest
30
Deflection
28
Fixing and Securing
31
Temporary
29
Cartridge Tools
31
Concrete placement
Durability
29
Site Testing
31
Full Lateral Restraint
29
Edge Trim
31
Diaphragm Action
29
Cantilevered Deck and Trim
32
Composite Beams
29
Decking on Shelf Angles
Perimeter Beams
29
Transverse Reinforcement
29
Shear Studs
29
Reference Literature
29
Concrete Encased Perimeter Steel Beams
Delivery
pages 28-29
Prior to concrete page 34 placement
page 34
Temporary Props
34
Construction ts
34
Placing and Compacting
34
32
Curing
34
Decking Around Columns
32
Minimising Concrete Loss
32
Composite floor slab
32
page 30
Shear studs
page 33
Delivery, Transportation and Access 30
Spacing of Shear Studs
33
Identification
30
Preparation of Steel Flanges
33
Lifting and Storage
30
Stud Installation Equipment
33
Installation and Testing
33
page 35
Soffit Fixings
35
Holowedge and Wedge Nut
35
Alphawedge
35
GOOD PRACTICE: These guidance notes have been developed by RLD during our many years in the Steel Decking Industry. Whilst every effort has been made to ensure that they are comprehensive, we would refer you to the BCSA publication No 37/04 – BCSA Code of Practice for Metal Decking and Stud Welding – for further guidance. These notes should also be read in conjunction with the prevailing national design guidance and health and safety legislation.
Design General
RLD’s structural decking can be used as permanent shuttering to an in situ concrete topping, or as both shuttering and tensile reinforcement to form what is referred to as a composite floor slab. Composite floor slabs form the most frequent application and these are designed to the currently applicable design codes (principally BS EN 1994-1-1). A slab design appropriate to the required application can be selected by a suitably qualified person from reference to either RLD’s span/load tables or using Deckspan software, both of which are available free of charge at www.richardlees.co.uk. When decking is used as permanent shuttering only it is the responsibility of the Project Structural Design Engineer to specify all the slab reinforcement necessary to the permanent loads, ignoring any contribution from the decking profile.
Construction Loading
The RLD design span/load tables generally make allowance for a temporary construction live load of 1.5kN/m2 in addition to the wet weight of concrete. This should not be exceeded without consultation with the RLD Technical Advisory Service. The heaping of concrete during placement should be avoided. In the unpropped condition it is normally the construction stage that governs the allowable spans shown in the tables.
Construction Loading after Initial Concrete Set
The slab strength will generally have been specified by the Project Structural Design Engineer on the basis of of long-term loads consistent with the building’s intended use. In the temporary condition, construction loads from plant used for erecting steelwork or from materials stored for following trades may constitute a more onerous design condition and should be referred back to the Project Structural Design Engineer for assessment.
Permanent Loading
The self weight of the slab has been taken into in the design process and need not be included in the imposed loads indicated in the span/load tables. The Project Structural Design Engineer should sum all predominantly uniform applied live, partition, finishes
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and loads when reading from these tables. Any walls other than lightweight partitions should be considered separately as either line or concentrated loads, and specific calculations should be made to check the adequacy of the selected slab to them.
Reinforcement In all circumstances appropriate crack control and distribution reinforcement should be provided within the slab and this can be in the form of a wire-welded mesh or, in certain situations, as macro fibres. This reinforcement may also be sufficient to provide the necessary fire resistance for the slab and this can be checked by reference to the RLD tables for the Fire Design Methods, available in literature on the RLD website. Where the design criteria are not covered by the tables, then reinforcing bars, positioned in the decking troughs, will be required, the exact quantity being determined using RLD’s Deckspan software. Decking can only contribute to the transverse shear reinforcement for the distribution of longitudinal shear forces in composite beams when it is spanning perpendicular to the beam. In addition it should either be continuous across the beam, or the beam flange be wide enough to allow effective anchorage of the deck using shear studs welded in a staggered pattern. Additional reinforcement may also be required to comply with building or other regulations and it is the customer’s responsibility to ensure that the necessary design checks and approvals have been granted.
Deflection Decking will deflect under the weight of wet concrete as it is placed. The design process takes of this deflection and limits it in accordance with the relevant code of practice. The additional weight of concrete due to this deflection is factored into this and all subsequent calculations. No is taken in RLD’s tables or software for any deflection of the ing steel frame. Those responsible for the placement of the concrete should be made aware of all expected deflections when assessing concrete volumes and finishing techniques.
As examples, values for lateral restraint with 0.9mm thickness
L=Span Slab Depth
Decking Props placed in accordance with span/load tables
Continuous ing timber propped at 1m centres along its length Slab depth (mm)
Runner Size
Span ‘L’ (m)
Depth
Width
decking are: a) with nails at 333mm centres at sheet ends X-ENP-19 L15 = 8.10 kN/m DAK 16 = 2.40 kN/m b) with nails at 666mm centres at intermediate X-ENP-19 L15 = 4.05 kN/m DAK 16 = 1.20 kN/m
Diaphragm Action Guidance on diaphragm action of steel decking during construction can be obtained from BS EN 1993-1-3. cl. 10.3 and by reference to ECCS publication No. 88.
120
3.25
175mm
50mm
Composite Beams
130
3.75
200mm
50mm
150
4.25
225mm
50mm
200
4.75
225mm
75mm
Guidance on the design of composite beams is given in BS EN 1994-1-1. Within the design there is a requirement for the provision of transfer of horizontal shear forces between the steel beam and the concrete slab. This is commonly achieved with the use of headed shear studs welded through the decking s to the underlying beam top flange.
ABOVE DATA OFFERED AS A GUIDE ONLY TO SIZE OF TIMBER RUNNER
Temporary Temporary may sometimes be necessary to sustain the dead weight of wet concrete and any other construction loads. General guidance is provided by RLD in the form of span/load tables and Deckspan software and, where provided, on project specific installation layout drawings and design calculations. The Project Structural Design Engineer may also specify temporary propping in situations where tighter control on deflections is deemed necessary. The design and safe installation of temporary s, including any bracing necessary, is the responsibility of the Project Structural Design Engineer. There should be continuous sole and header plates across the full width of every propped bay and the system should be installed so as to ensure zero deflection of the deck at propped points prior to concrete placement. The header plate should offer a wide area of so as not to locally compromise the structural integrity or the appearance of the decking. Except where specifically advised by RLD’s Technical Department, all temporary props to uned slab edges are to be fully in place prior to installation of the edge trim or decking. The same condition also applies to internal props meeting the conditions set out in Table 1.
The Project Structural Design Engineer should ensure that sufficient studs can be welded within the confines of the metal decking troughs to achieve the required degree of shear connection. In particular it is important to avoid the specification of beams with top flanges that are too thin and/or too narrow to accept off-centre welded studs. (Refer to Shear Studs section for further guidance -page 33).
Perimeter Beams
Profile
Span
If perimeter beams, and beams adjacent to internal slab openings, are to be designed as composite ‘L’ beams, then the edge of the slab should extend a minimum distance of 6 times the stud diameter beyond the beam centreline. In most cases this will equate to a minimum distance of 114mm. If this condition is satisfied but does not exceed 300mm, then reinforcement should be specified in the form of ‘U’ bars detailed below the heads of the studs. If the edge distance exceeds 300mm, then the composite beam may be designed as an internal beam (albeit with reduced effective composite flange width) and reinforcement added as required to satisfy longitudinal shear transmission rules.
Holorib
>= 4.0 m
Transverse Reinforcement The concrete flange of a composite beam is subjected to splitting forces and these may be resisted in part by contributions from the concrete, decking, top mesh and any additional steel bars crossing the beam perpendicular to the span direction. Any contribution from the decking should only be considered where the decking spans onto the beam and is either continuous across or is securely anchored to it with through deck welded shear studs. The decking contribution should be ignored where it spans parallel to the composite beam being considered. Any shortfall in transverse shear resistance is normally compensated for by the design and inclusion of additional reinforcement bars.
Ribdeck E60
>= 4.0 m
Ribdeck S60
>= 4.0 m
Ribdeck 80
>= 4.5 m
Table 1: Lower Limit for Pre-installation of Temporary s. Temporary s should remain in place until the concrete has reached a minimum of 70% of its characteristic strength.
Durability Decking is produced from galvanised steel strip to BS EN 10346 with a standard Z275 coating. When used in a dry and unpolluted environment, such as is the case in the majority of offices, warehouses, hospitals, and schools etc, a design ‘life to first maintenance’ of 20 - 50 years can be expected. Recent documented research would suggest that the predicted performance is likely to approach the higher end of this range.
Full Lateral Restraint Guidance on lateral stability of beams can be obtained from SCI publication 360. Positive connection between the composite floor slab and the compression flange of a steel beam may be achieved using either X-ENP-19 L15 or DAK 16 nails. These nails are capable of resisting lateral forces as required by BS EN 1993-1-1, with safe working loads per nail indicated for differing sheet thicknesses in Table 2. Deck Thickness (mm)
X-ENP-19 L15 Shear (kN)
DAK 16 Shear (kN)
0.8
2.3
0.8
0.9
2.7
0.8
1.0
3.0
0.8
1.1
3.5
0.8
1.2
4.0
0.8
Shear Studs Shear studs are manufactured from low carbon steel with minimum values of yield point of 350 N/mm2, ultimate tensile strength 450 N/mm2, and elongation 15%. The studs should be headed and for through deck welding they should be specified with a shank diameter of 19mm. Studs should protrude a minimum of 35mm above the shoulder of the decking profile and the covering of concrete over the head of the stud should be a minimum of 15mm. The shear capacity of headed studs embedded in solid concrete is calculated in accordance with BS EN 1994-1-1 cl. 6.6. In composite slabs the studs may be affected by the proximity of the webs of the steel decking sheet and their capacity may be reduced. Refer to BS EN 1994-1-1 cl. 6.6 for reduction factor formulae.
Reference Literature • MCRMA Technical Paper 13 / SCI Publication P300: Composite Slabs and Beams Using Steel Decking: Best Practice for Design and Construction. • BCSA Publication 37/04: Code of Practice for Metal Decking and Stud Welding. • BS EN 1994-1-1 Eurocode 4: Design of composite steel and concrete structures.
Table 2: Safe Working Load per Nail
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Delivery Delivery, Transportation and Access
Identification
Loads are normally delivered by articulated vehicles of approximately 16 metres in length and with maximum gross weights of up to 36 tonnes. Decking will normally be delivered in full loads. Suitable access to and from unloading points on sites must be provided and maintained by the client. Delivery vehicles have a maximum unloading time of 2 hours. Unless otherwise agreed in writing before delivery, offloading and lifting to level and position is the responsibility of the customer.
Where appropriate, bundles will be marked to correspond with RLD layout drawings, with a bundle label identifying the product, the site, and a schedule reference code.
Deck
Width (mm)
Height (mm)
Holorib
680
Ribdeck E60
1020
525 175
Ribdeck S60
620
350
Ribdeck 80
620
350
Table 3: Approximate Maximum Sizes of Bundles Bundle length will depend on decking lengths. Export/shipped bundles may differ – please ask for details. Lengths of decking manufactured in accordance with RLD layout drawings or customer schedules are normally consolidated into compact, banded bundles as shown in Table 3. These bundles may weigh up to 1.5 tonnes and cover an effective area up to 100 square metres when laid, depending on the profile, gauge and length of the s being delivered. Table 4 gives the mass per linear metre (kg/m) of each profile and gauge to assist in the calculation of individual bundle weights.
Deck
Gauge of Steel 0.9
1.0
1.2
Holorib
8.0
8.7
10.4
Ribdeck E60
9.3
10.3
12.3
Ribdeck S60
6.3
7.0
8.4
Ribdeck 80
6.7
8.0
9.2
Table 4: Mass of Deck s (kg/m) The maximum sheet length on a particular project could be governed by one or more of the following: manual handling limitations, configuration, transportation and access for loading deck bundles onto the steel frame.
installation Health and Safety Decking is manufactured to ISO 9001 from high yield steel coated with zinc and may be covered with a soluble protective lubricant which does not adversely affect performance. The sheets will have sharp edges and corners. COSHH data sheets are available for all hazards/activities associated with the handling and fixing of RLD decking.
Fall Arrest It is recommended that appropriate fall arrest systems are used. Generally safety netting is advised for steel-framed structures; air bags or similar for other structures. Details of the appropriate fall arrest system, together with a risk assessment covering the safety system installation method, should be included in the detailed installation method statement prepared by the decking installer prior to commencement of work.
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Lifting and Storage The customer should arrange for bundles to be lifted using two double wrapped chains, with care taken to avoid excessive pressure across the sheets. Careless use of the slings can cause s to buckle. Under no circumstances should the bundles or sheets be removed from delivery vehicles by tipping, barring or similar means. Bundles should be lifted directly from the delivery vehicle and placed on the building framework at the correct level and in positions appropriate for installation. Generally one bundle of decking will be positioned in each steelwork bay. The sides of the bundles are identified with paint splashes and these marked sides must all face away from the appropriate set out point. Care must be taken to avoid local overloading of the structure. Except in situations where fixing is contracted to RLD, it is the customer who is responsible for the safe execution of the works. All s, installers and persons working in the proximity of the decking should be made familiar with the recommendations in this section.
Fixing and Securing
Cartridge Nails
Prior to the commencement of installation of the decking the ing structure must be in a sound and stable condition. Steelwork must be adequately restrained and for the decking must be provided around columns, splices, openings and other penetrations. Brickwork, blockwork and concrete s must be adequately cured.
The nails are suitable for fastening decking and edge trim to structural steelwork up to 630 Rm N/mm2 and a minimum thickness of 6mm. Technical advice on the use of these tools can be obtained from Hilti Technical Advisory Service, Manchester (Freephone 0800 886 100, e-mail [email protected], web www.hilti.com).
Steelwork
Concrete
Other Materials (incl. Brick and Block)
50mm
70mm
70mm
Table 5: Minimum Bearing Requirements for Decking Decking MUST be suitably secured to avoid excessive deflection or dislodgement during construction. The fixings should be placed at 333mm maximum spacing at ends and 667mm maximum spacing on intermediate s. No pedestrian access to the installed decking should be permitted until it has been securely fixed to the ing structure and access is recommended to be limited to essential construction personnel once installation is complete. In the case of a steel structure, low power powder-actuated fastenings such as Hilti X-ENP-19 L15 can be used with the DX 76 fastening tool to make this connection. In situations where shear studs are subsequently to be welded through the decking, a lighter gauge nail such as Hilti X-DAK 16 can be used with the DX 460 or DX 36 cartridge tools at the discretion of the Project Structural Design Engineer. Alternatives to Hilti nails are available through companies such as Spit, or decking can be secured to steelwork using self-tapping screws. Decking may be secured to brickwork, blockwork and concrete s provided that the top surface is flat and level and that the top course of bricks or blocks are of solid construction. Special masonry fixings, such as the Hilti HPS-1 Hammer Screw and Hilti X-SW Soft Washer Fastener can be considered, but in all instances it is recommended that the decking installer refers to the fixing manufacturer’s recommendations for the system to be used. Decking may be cut on site to accommodate notching around obstructions such as columns but this may affect the design of the sheet and its spanning capability. In such situations special consideration should be given as to the adequacy and completeness of bearings and to the spanning capability of cut sheets, adjacent sheets and the finished floor slab. A petrol-driven disc cutter is the preferred method for cutting deck sheets and edge trim on site. It is recommended that all profiles are seam-stitched at regular intervals along their length using self-tapping screws. Care should be taken to ensure that the seam stitch screws effectively penetrate and engage with the under-lapping deck sheet. Holorib Ribdeck E60 Ribdeck S60 Ribdeck 80 1.0m 1.0 m 1.0 m 1.0 m Table 6: Maximum Spacing of Seam Stitch Screws Note: The guidance given here applies to the shallow deck range of profiles supplied by RLD. Separate guidance should be sought on the safe installation of deep deck profile CF225.
Alternative tools and fixings can be obtained from Spit (tel: 0800 731 4924, e-mail [email protected], web www.itw.co.uk).
Site Testing Once nails have been installed, the effectiveness of the fixing can be determined by comparing appearance of the installed nail with guidance diagrams and other information in the manufacturer’s literature.
Edge Trim
Decking
Restraint Strap
Edge Trim
Galvanised steel edge trim is not a structural component. It is used only as permanent formwork Typical Edge Detail 1 to retain the wet concrete 600mm slabs, avoiding the need maximum for timber shuttering. It is normally supplied in Edge Trim Restraint Strap galvanised steel 3m lengths but may be in permanent Decking edge formwork 2.5m lengths if obtained directly from our stock depots. Thicknesses, or Brick, block, Typical Edge gauges, are usually 0.9mm masonry, concrete Detail 2 or steel s or 1.2mm, but can be up to 2mm when needed. Edge minimum trim is supplied complete 6 x stud dia. with restraint strapping in Shear Stud lengths to be cut to suit Edge Trim (when used) on site. Fixing screws are only provided when RLD is Decking carrying out installation. SEE Typical Edge Edge trim can be secured to TABLE 7 Detail 3 the end of a decking sheet using self-tapping screws (see detail 1) or to the main structure using the same fixings as used for securing the decking (details 2 & 3). Fixings to the top flange are normally made at each end of the edge trim sheet and at no more than 600mm centres along its length. Edge trim is delivered to site in straight lengths and is cut to suit on site. To approximate a curve, the edge trim can be cut on site to form a facetted face and the frequency of fixings may need to be increased accordingly. Restraint straps are used to control the outward deflection of the edge trim under pressure from the wet concrete and should generally be installed at no more than 600mm centres and at an angle no steeper than 45o.
Cartridge Tools Hilti cartridge tools are commonly used to install X-ENP-19-L15 and X-DAK 16 nails. No external power source is required. These tools should be used only by suitablytrained personnel in accordance with manufacturer’s instructions. When detailing steelwork for the of metal decking sheets, consideration should be given to the physical dimensions of the cartridge tool, which must be held perpendicular to the fixing surface and will experience a re-coil effect on firing.
DX-750 Cartridge Tool
Approx. Dims. 450mm x 70 - 110mm wide
Typical dimensions to show clearance/access required for use of tool
WARNING: Steel decking is a structural element of the construction and should always be installed by a competent contractor to avoid adverse effects on following trades. As a minimum requirement, valid CSCS cards for steel decking and/ or stud welding should be held by all workers involved in the installation of these products.
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Cantilevered Deck and Trim
Decking Around Columns
Special consideration should be given to cantilevers. Guidance is given here on the use of both decking and edge trim as cantilevered shuttering. It is the responsibility of the Project Structural Design Engineer to assess whether any additional reinforcement is required to enable the finished floor slab to carry the design imposed loads. In the direction of span of the decking sheets, a maximum cantilever distance of 600mm is recommended. This limit is based on health & safety considerations and is not affected by the gauge or profile of decking, or the depth of concrete to be poured. It is important that the back span of the decking sheet is securely anchored at no more than the recommended maximum spacing for end and intermediate s respectively. Uned side cantilevers of decking are NOT permitted in any circumstances. Edge trim cantilevers are measured from the toe of the beam flange. The maximum cantilever length permitted varies with concrete depth to be poured and with gauge of edge trim. When cantilevering edge trim to the distances shown in Table 7, the maximum spacing of the restraint straps and fixings to the beam top flange should follow the guidelines given previously for non-cantilevered edge trim.
Decking should be cut on site to fit into the webs of columns that penetrate the floor plate. Where there are no beams available as s, and where column penetrations exceed 250mm in width, the steel frame supplier should provide additional (such as welded on angle brackets) in the web of the column.
Overall Slab Depth 130 150 200 250 300 350
Minimising Concrete Loss
Deck End Deck Side From Beam Centreline Any Gauge 600 0 600 0 600 0 600 0 600 0 600 0
Edge Trim From Toe of Beam 0.9 1.2 1.6 2.0 100 125 160 195 50 115 150 185 n/a 100 130 160 n/a 50 100 135 n/a n/a 50 100 n/a n/a n/a 50
Table 7: Maximum Cantilever Distances For conditions outside of the scope of Table 7, permanent s or temporary propping may be required. Please refer to the RLD Technical Department for further guidance.
Decking on Shelf Angles Where decking is required to be ed on shelf angles, the following checks are made to ensure it is physically possible to place s of sufficient length to achieve 50mm minimum end bearings. Similar arrangements are necessary where the decking s sit on the bottom flanges of steelwork. lmin = Lclear + 2 x 50mm lmax = Lcc –B / 2 - Tw / 2 - 20mm [- Trsa if angle leg upwards] Where: lmin is the minimum allowable sheet length lmax is the maximum allowable sheet length Lclear is the clear distance between toes of shelf angles Lcc is the centre to centre spacing of the beams B is the smaller of the two flange widths Tw is the web thickness of the other beam Trsa is the thickness of the vertical leg of the shelf angle B
Decking Details at a Column Web
Wherever possible, decking sheets are butt ted with ribs lined through. Gaps up to 5mm in width can be tolerated without significant leakage of concrete over the top flange of the beams. Gaps greater than 5mm should be sealed using a method such as adhesive tape or expanding foam. At the building perimeter the decking should either continue out to butt up against the edge trim or be sealed using a 0.7mm gauge galvanised steel or plastic closure plate or preformed polystyrene inserts. For the treatment of side lap 0.7mm Closure Plate Decking ts of decking refer to the earlier section on seam stitching requirements. Where the decking changes Galvanised Steel direction of span it may be Closure Plates necessary to stitch the edge of the last sheet to the ing beam and seal off the ends of the perpendicularly-spanning sheets with closure plates or preformed polystyrene inserts.
Concrete Encased Perimeter Steel Beams Concrete encasement may be specified as part of the fire resistant design of perimeter steel . The preferred method of construction is for concrete encasement to be carried out off site prior to erection of the steel frame. If the encasement only extends to the top of the steel beam, then metal decking installation can proceed as normal. In situations where pre-encasement is not practical, the following solution is offered for Holorib floor slabs only. The Holorib decking should be fitted to the perimeter steel beams as normal to provide a working platform and then cut back to the line of the shuttering once it has been installed around the beam. The Project Structural Design Engineer should check that the shuttering system has been designed to the decking and subsequent weight of wet concrete, and if not, to specify the inclusion of an adequate temporary propping system as indicated in the diagram. Crack Control Reinforcement by others
Lcc
Nominal Cover
Hairpin Tie Bars by others
Trsa Lclear Tw
Holorib Re-entrant Decking ing Timber and Temporary Prop
The shelf angles are structural s and the Project Structural Design Engineer should ensure that they are fit for purpose. In addition it is important that the angles project a minimum of 50 mm beyond the top flange of the steel beam to enable a cartridge tool or similar to be used to secure the decking to the ing structure.
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Wrapping Fabric by others Timber Formwork
A sufficient quantity of hairpin tie bars, as determined by the Project Structural Design Engineer, should be positioned in each trough of the Holorib decking prior to placement of the concrete.
Shear Studs Shear studs are normally welded through the decking to the top flange of the steel beam. To avoid burn through of the beam flange the studs should be welded directly above the web (on the beam centreline) or the flange should have a minimum thickness of 0.4 times the shank diameter (0.4 d = 7.6mm generally). It is preferable to limit the number of studs to a maximum of 2 per trough, wherever possible. As the number of studs increases beyond this limit, the decking becomes more susceptible to localised heat warping and weld splatter can interfere with subsequent welds. An alternative to welded shear studs is the Hilti X-HVB shear connector. These connectors are ‘L’ shaped galvanised steel sections that are secured to the steel beam flange using the Hilti DX 76 powder actuated tool. The mechanical properties of the HVB connectors are different to those of welded studs and a substitution should not be made without the consent of the Project Structural Design Engineer. A greater number of X-HVB connectors are needed to provide the same degree of shear connection as when using welded studs, and particular attention should be paid to the space available for placing these within the confines of a steel decking profile. Guidance and Assistance on the application of the HVB system is available from Hilti (tel: 0800 886100).
Spacing of Shear Studs In order to maintain effective shear connection, both maximum and minimum spacings are defined for the studs. The maximum longitudinal spacing is defined to prevent localised vertical separation of the slab from the beam. Minimum spacings are defined to ensure that each stud is adequately embedded in concrete and that concentrations of compressive force do not occur as a result of overlapping zones of influence around adjacent studs.
Minimum Spacing Single Studs
Minimum Spacing Studs in Pairs
4d (76mm) 5d (95mm)
Minimum Spacing Staggered Studs
Maximum Spacing
5d )
m
5m
(9
3d (57mm) 600 or 4DS
4d (76mm)
35 d
Stud Installation Equipment The preferred method for welding shear studs is through the use of mains power. This provides a quiet, clean and environmentallyfriendly option. The supply should be 3 phase with 415 V / 150 A per phase. The welding convertor, measuring 0.5m cubed and weighing 0.5 tonne, is connected to this supply through a watertight 150 amp plug and socket. 80m (cable) maximum
7.5m maximum
Where access for the welding rig to within 7.5m of the frame is restricted, a steel section may be welded to the frame and extended to a position from which the 7.5m access rule may be applied. This steel section should, as a minimum, be a steel plate measuring 100 x 10mm. In situations where access for the mobile rig is restricted and mains power is not available, a static generator can be provided. This 200 KVA generator is housed in a unit measuring 3m long, 2m wide and 2m high and with a gross weight of 5 tonnes. This unit will emit diesel fumes when in operation and should be positioned on the structure in a well-ventilated area which is verified as suitable for this purpose by the Project Structural Design Engineer. Consideration should also be given to the method of safely re-fuelling the unit and to the safe storage of fuel in a bunded diesel bowser on the site.
Installation and Testing Welded shear studs should be installed and tested in accordance with BS EN 14555, the recommendations of the manufacturers of the welding equipment and studs, and the project specific design and layout.
15
DS
20
Studs on Centreline
7.6mm
Studs Offset
The studs should not be welded closer than 20mm clear distance from the edge of the top flange
Preparation of Steel Flanges Any impurities present at the welding interface will lead to a decrease in weld quality. RLD profiles are formed from steel with a Z275 galvanised coating and the through deck welding process can be successfully applied to this material provided that the top flange of the steel beam is not primed, painted or galvanised and is also free from dirt, grease and loose rust. Light rusting that occurs after shot blasting is acceptable. In the welding zone, the decking should fit closely against the beam top flange, a condition that can generally be assured by the installer at the time of welding.
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PRIOR TO CONCRETE PLACEMENT Forming Openings The following guidelines are offered for forming openings in a slab. It is the responsibility of the Project Structural Design Engineer to ensure the slab will be adequate to the design imposed loads after the formation of any openings. RLD’s responsibilities exclude the design, supply or installation of any framing or reinforcement and the boxing out of decking to form openings. Openings can be classified in of the width measured perpendicular to the span of the decking: 1) Up to 300mm wide – No special treatment is required. The opening should be boxed out and the decking only cut out using a reciprocating saw or nibbler when the slab has cured. 2) Between 300mm and 700mm wide – The opening should be formed as above but additional reinforcement bars should be designed and added as necessary to spread the load laterally around the opening, supplement the slab strength immediately parallel to the opening, and control crack widths at corners. 3) Over 700mm wide – Structural trimming steel should be added to the framing arrangement before the decking is installed. Health and Safety note: Due consideration should be given to the means of providing protection against falls and accidental age through of materials at whatever stage openings are formed in the slab. One method that can be used is to provide a temporary cover to the opening using unconcreted decking secured to a special edge trim.
Timber Formwork Deck over Void
The three size categories, outlined here, relate to isolated openings. If openings are grouped such that a gap of less than 1.5 times the width of the largest opening exists between them, then consideration should be given to the combined width.
Cleaning the Decking It is recommended that any debris on the decking be removed by the contractor after all reinforcement has been positioned and openings boxed out and immediately prior to concreting. Slight surface grease or oil residue from the decking manufacturing process does not affect the design bond strength between decking and concrete and therefore need not be removed. Any residual ceramic ferrule fragments left over after breaking them away from the welded shear studs can be left distributed over the decking surface and lost within the concrete pour.
CONCRETE PLACEMENT Temporary Props
Placing and Compacting
Immediately prior to concrete placement, it is recommended that checks are made to ensure that temporary propping is installed: a) where indicated on RLD drawings if supplied under the contract; b) where shown to be required on RLD standard span/load tables; c) where indicated on project specific design calculations. Care should be taken not to over-jack these props whilst ensuring that the prop header is in continuous and level with the deck soffit. The propping system should extend to the full width of the bay and be left in place for a minimum of 14 days after the concrete has been placed to ensure that sufficient shear bond resistance is developed.
Care should be taken when concreting in extremes of temperature. If the air temperature falls below 4oC, then the concrete should be 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 72 hours after placement. In hot weather the concrete temperature when deposited should not exceed 32oC and measures should be taken to prevent drying out of the surface before any curing protection can be applied. Where possible the concrete should be pumped or discharged from a skip in a controlled manner over an intermediate beam of a multiple span sheet and spread evenly into the adjacent spans. For single span slabs and in situations where the concrete must be discharged directly on to the span, care should be taken not to allow the concrete to fall from a height exceeding 1.0m nor for heaping to a depth significantly in excess of the design slab depth. Work should progress transversely across each bay in a direction such that the lap ts are approached from the side of the overlapping sheet. If the workability of the concrete is too low, then it will not be possible to achieve full compaction and an acceptable finish. Advice should be obtained from the concrete supplier on any measures to be taken to recover the workability of the mix. Under no circumstances should water be added to the concrete after it has left the batching plant. The concrete should be compacted using a power driven beam or plate vibrator. Immersion vibrators should not be used. Care should be taken to avoid over-vibration as this could cause segregation of the mix, leakage through deck ts, and surface laitance.
Construction ts Continuous concrete pours in excess of 1,000m2 can be achieved on composite floor slabs. If the limits of the pour do not coincide with permanent slab edges, a construction t should be formed. The construction t should wherever possible be positioned over permanent s at the ends of decking s, not over intermediate s which would result in only one span of a multiple span sheet receiving concrete. Where it is not possible to have the construction t at a sheet end, it should be positioned such that no more than 1/3 of the final span is left unconcreted.
Concrete
Decking
Construction t Preferred Location
Permanent s
Construction t Alternative Location
Max 1/3rd Span
Decking Butt ted Span
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Curing Decking Butt ted
Concrete should be protected from the harmful effects of sun, wind, cold and rain during the first stage of hardening. The protection should be applied as soon as possible after placing the concrete and be designed to prevent surface drying for a minimum of 7 days. No concrete should be disturbed for at least 24 hours after placing.
COMPOSITE FLOOR SLAB Loading of the composite floor slab to its full design load should only take place once the concrete has reached its target strength. Early loading of the slab can have detrimental effects on the long-term strength and load-bearing capacity of the structure. The use of the floor slab for storage of materials or as a working platform for further erection of the structure should only be attempted with the prior approval of the Project Structural Design Engineer.
Soffit Fixings
The wedges are designed to act as vertical anchors only and should not be used as nuts. To avoid local overloading of the floor slab the wedges should not be closely grouped, a nominal 600 mm grid being recommended as a minimum. Design advice for closer groupings should be obtained from the Project Structural Design Engineer or from RLD Technical Department. Dynamic loads should NOT be ed by wedge fixings. Proprietary anchors can be embedded in the slab and used as directed by the manufacturer and where approved by the Project Structural Design Engineer.
The Holorib and Ribdeck ranges of steel decking allow the suspension of lightweight services and fixtures from removable wedge-shaped fixings. It is important that the correct wedge fixing and decking are paired together and that the wedges are not inserted into lap ts. Table 8 shows the options available, together with the safe static working load that can be suspended from each fixing when attached to a fully cured composite floor slab.
Profile
Wedge Type
Holorib Ribdeck E60 Ribdeck S60 Ribdeck 80
Thread Size Safe Static (mm) Working Load (kg)
Holowedge Alphawedge Wedge Nut Wedge Nut
4 6, 8, 10 6, 8, 10 6, 8, 10 6, 8, 10
150 200 100 100 100
Table 8: Safe Static Working Loads
Installation Procedure: 1) Ensure that the correct wedge is selected. 2) Thread wedge onto the required bolt or rod. 3) Insert wedge in to dovetail rib from below and rotate through 90o so that the sloped faces of the wedge bear on the decking ribs. 4) The bolt or rod should then be finger tightened up to the roof of the dovetail or to a washer set against the soffit of the decking. 5) Use mechanical tightening to finish.
Alphawedge The Alphawedge suspension fixing is available from Lindapter International Ltd (tel: 01274 521444, email [email protected], web www.lindapter.com). It is designed for use with all gauges of Ribdeck E60. Guidance on the use of Alphawedge fixings is available from Lindapter International Ltd.
Deckspan Design Software for Holorib, Ribdeck E60, Ribdeck S60, Ribdeck 80, available to free of charge at www.richardlees.co.uk
Wedge correctly inserted and bolt/rod tightened against top of dovetail rib
Alternative fitting with washer or plate tightened against soffit
35
Deckspan Design Software for Holorib, Ribdeck E60, Ribdeck S60 and Ribdeck 80 available to free of charge at www.richardlees.co.uk
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Our partners... Supplied by Oasys Ltd Tel: +44 (0) 191 238 7559 www.oasys-software.com
37
Richard Lees Decking Limited Brandlesholme House, Brandlesholme Road, Bury, Greater Manchester, BL8 1JJ Tel: +44 (0) 161 609 0455 www.richardlees.co.uk Email: [email protected]
Content copyright Richard Lees Decking Ltd and liable to change without notice. Trademarks acknowledged. TM1 04/14
www.richardlees.co.uk
…innovation, commitment, .
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For a service with a difference, choose Richard Lees Decking, the UK specialist steel decking company with a 65 year experience of innovation in structural flooring products. In fact, ours is a service which has delivered results worldwide, providing floor deck profiles into major projects in over 30 countries, including some of the world’s most prestigious buildings.
A commitment to excellence drives every aspect of our work, from the innovation that has seen us introduce a number of ‘firsts’, to producing top quality products. Perhaps that’s why Holorib has become the generic term for steel decking in the UK and consistently outsells any other profile in the UK range. On-going development partnerships to create new products and
services have introduced the Resotec vibration damping system. This is a service that’s as complete as it is reassuring; with all the you need from initial advice to complete installation. The difference is… Richard Lees Decking
3
Advantages of steel decking: Steel decking acts as permanent or ‘lost’ shuttering for suspended in situ concrete floors or roof slabs in new or refurbished buildings. On most projects, it will act as all, or part, of the tensile bottom reinforcement for the concrete slabs, hence the term ‘composite’. The use of steel decking is especially suitable for fast construction methods. Quick to install, simple, and an ideal complement to steel framed structures make steel decking suitable for both high and low rise buildings. Steel decking is also used to speed up and simplify the construction of brickwork, blockwork and concrete framed buildings.
• Up to 4 hours’ fire resistance with exposed soffit can be designed.
• Provides a safe working platform.
• Composite construction reduces steelwork frame weight.
• Minimal site storage requirements.
• Lower dead load reduces frame and foundation loading.
• Needs no (or minimal) propping.
• Stiffens steelwork ing frame.
• Ceilings and services can be easily suspended using standard fixings.
• Cover for following trades.
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• Easily cut and fitted to awkward shapes.
Contents
Steel Decking Product Range
page
6
Section properties and notes to tables
page
7
Resotec
page
18
Shaping the London Skyline
page
20
Architectural Impact Across the UK
page
25
Guidance Notes for Design and Fixing
page
28
Deckspan Design Software
page
36
5
Steel Decking Product Range the original:
Holorib
less concrete
Ribdeck E60
longer spans
Ribdeck S60
longer spans
Ribdeck 80
Holorib
Ribdeck S60
• • • • • • •
• Trapezoidal profile. • Longer unpropped spans. • Available with closed ends and a pre-finished Colorcoat® soffit giving an attractive appearance with durability to minimise future maintenance.
e-entrant profile. R Available in the UK since 1972. The UK’s most widely specified steel decking profile. Simple to detail and install. Virtually continuous plain soffit finish. Excellent load carrying capacity on the finished slab. Use Holorib for its great versatility and strength.
Ribdeck 80 Ribdeck E60 • • • •
Trapezoidal profile. Fast to install – 1.0m cover width. Designed to minimise concrete volume. Use Ribdeck E60 to reduce the overall cost of a floor slab.
• • • •
ed Trademarks: Holorib, Ribdeck, Superib and Deckspan are trademarks of Richard Lees Decking Ltd
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Trapezoidal profile. Higher grade of steel. Longer unpropped spans. Use Ribdeck 80 to reduce the number of steel in a frame.
Section properties and notes to tables Holorib Section Dimensions
British Standard
Standard soffit fixings
Holorib Section Properties (per metre width)
Gauge Self Weight mm kg/m2 kN/m2 0.9 1.0 1.2
13.3 14.3 17.3
0.13 0.14 0.17
Area mm2
Inertia cm4
YNA mm
1,579 1,759 2,118
55.7 62.1 77.3
16.74 16.73 16.72
Concrete volume figures in the span/load tables that follow are based on constant slab thickness. To take of deflection of the decking profile it is recommended that the volume of concrete will equate to: Overall slab depth -8mm for voids + span/250. An additional allowance may also be required to allow for deflections within the ing structure (refer to Building Design Engineer).
Ribdeck E60 Section Dimensions Standard soffit fixings
Ribdeck E60 Section Properties (per metre width)
Gauge Self Weight mm kg/m2 kN/m2 0.9 1.0 1.2
9.3 10.3 12.3
0.091 0.101 0.121
Area mm2
Inertia cm4
YNA mm
1,140 1,273 1,538
80.4 89.8 108.7
37.1 37.2 37.2
Concrete volume figures in the span/load tables that follow are based on constant slab thickness. To take of deflection of the decking profile it is recommended that the volume of concrete will equate to: Overall slab depth – 36mm for voids + span/250. An additional allowance may also be required to allow for deflections within the ing structure (refer to Building Design Engineer).
Ribdeck S60 Section Dimensions
Eurocode
Standard soffit fixings
Ribdeck S60 Section Properties (per metre width)
Gauge mm
0.9 1.0 1.2
Self Weight kg/m2 kN/m2 9.5 10.5 12.6
0.093 0.103 0.124
Area mm2
Inertia cm4
YNA mm
1,171 1,301 1,570
67.4 75.2 90.9
28.0 28.0 28.0
Concrete volume figures in the span/load tables that follow are based on constant slab thickness. To take of deflection of the decking profile it is recommended that the volume of concrete will equate to: Overall slab depth – 33mm for voids + span/250. An additional allowance may also be required to allow for deflections within the ing structure (refer to Building Design Engineer).
Ribdeck 80 Section Dimensions Standard soffit fixings
Ribdeck 80 Section Properties (per metre width)
Gauge Self Weight mm kg/m2 kN/m2 0.9 1.0 1.2
11.1 12.3 14.8
0.109 0.121 0.145
Area mm2
Inertia cm4
YNA mm
1,375 1,533 1,848
167.5 186.7 224.8
40.7 40.7 40.7
Concrete volume figures in the span/load tables that follow are based on constant slab thickness. To take of deflection of the decking profile it is recommended that the volume of concrete will equate to: Overall slab depth – 44mm for voids + span/250. An additional allowance may also be required to allow for deflections within the ing structure (refer to Building Design Engineer).
In pages 8-17 The performance of each product is given in of span/load and fire design tables.
Span/load and fire design tables 1. Spans shown assume clear span +150mm to the centreline of s. 2. Designs are fully in accordance with BS EN 1994-1-1. 3. The dead weight of the slab has been included in the development of the spans shown. However, when reading from the table, consideration should be given to finishes, partitions, etc., as noted in the ‘Loading combinations’. 4. Based upon concrete densities at wet stage: normal weight concrete 24 kN/m³, lightweight concrete 19 kN/m³, plus 1kN/m³ for unhardened concrete. 5. Maximum deflection in the direction of span of the decking is limited to span/130 after taking of ponding. 6. Construction stage design includes an allowance of 1.5kN/m2 for construction loading. 7. Composite slabs are designed as simply ed irrespective of the deck configuration. A minimum crack control and distribution mesh is required in accordance with clause 9.8.1(2) of BS EN 1994-1-1. Alternatively the use of fibre reinforcement may be deemed acceptable after reference to the relevant design tables and consultation with the Structural Design Engineers. 8. Decking is manufactured from material meeting the specification: BS EN 10346-S350GD+Z275. It has guaranteed minimum yield strength of 350 N/mm². 9. Tables are applicable for any construction where the mesh may act in tension over a ing beam or wall (negative bending). This includes end bay conditions i.e. the concrete slab is continuous over more than one span.
10. Loads shown are unfactored working loads and should include all imposed live and dead loads, excluding only the self-weight of the slab. 11. An ultimate load factor of 1.0 is assumed throughout. 12. - indicates that the area of mesh is less than the minimum for crack control recommended in BS EN 1994-1-1 cl.9.8.1(2) 13. Mesh should satisfy the minimum elongation requirement given in BS4449: 2005. 14. For conditions outside the scope of the tables, including all isolated spans, consult Deckspan software. 15. Tables are only based on the thinnest gauge of decking available in the Holorib & Ribdeck E60 range. Improved performance with thicker gauges may be checked using Deckspan software. 16. The figures in brackets shown thus (**) indicates the rebar diameter required for the noted fire resistance – one bar per trough. 17. Tables are based on concrete class C30/37 for Normal weight or LC30/33 for Lightweight, as applicable. 18. The spans shown in the Holorib & Ribdeck E60 fire design tables are limited for safety reasons to the maximum allowable for whichever is the lesser of the construction or composite performance for a 0.9mm gauge profile. The Deckspan software should be used to determine the minimum mesh required for the actual design criteria.
7
Holorib Span/load and fire design tables Normal weight concrete Span/load table - BS 5950 Method
Multiple - Unpropped Single - Propped
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh * 0.4% Mesh **
100 120 130 150 175 200 250 100 120 130 150 175 200 250
0.092 0.112 0.122 0.142 0.167 0.192 0.242 0.092 0.112 0.122 0.142 0.167 0.192 0.242
A142* A142* A193* A252* A252* A393* A393* A142* A142* A193* A252* A252* A393* A393*
100 120 130 150 175 200 250
0.092 0.112 0.122 0.142 0.167 0.192 0.242
A193** A252** A393** 2xA252** 2xA252** 2xA393** 2xA393**
5.0 2.80 2.65 2.58 2.49 2.37 2.25 2.07 3.27 3.19 3.11 2.96 2.78 2.63 2.40
0.9 Gauge Imposed Load (kN/m ) 7.5 2.80 2.65 2.58 2.49 2.37 2.25 2.07 3.04 3.19 3.11 2.96 2.78 2.63 2.40
10.0 2.64 2.65 2.58 2.49 2.37 2.25 2.07 2.65 2.89 3.01 2.96 2.78 2.63 2.40
5.0 2.97 2.81 2.73 2.60 2.46 2.35 2.19 3.44 3.27 3.27 3.12 2.96 2.79 2.55
1.0 Gauge Imposed Load (kN/m ) 7.5 2.97 2.81 2.73 2.60 2.46 2.35 2.19 3.20 3.27 3.27 3.12 2.96 2.79 2.55
10.0 2.78 2.81 2.73 2.60 2.46 2.35 2.19 2.79 3.05 3.17 3.12 2.96 2.79 2.55
5.0 3.31 3.16 3.09 2.97 2.84 2.73 2.56 4.13 4.04 3.94 3.78 3.61 3.45 3.20
1.2 Gauge Imposed Load (kN/m ) 7.5 3.31 3.16 3.09 2.97 2.84 2.73 2.56 3.45 3.79 3.94 3.78 3.61 3.45 3.20
10.0 2.80 3.16 3.09 2.97 2.84 2.73 2.56 3.02 3.28 3.47 3.71 3.61 3.45 3.20
3.21 3.44 3.54 3.71 3.90 4.07 4.36
2.79 3.00 3.10 3.27 3.46 3.63 3.92
2.48 2.68 2.77 2.93 3.11 3.28 3.58
3.39 3.62 3.73 3.91 4.12 4.29 4.59
2.94 3.16 3.26 3.45 3.65 3.83 4.14
2.62 2.82 2.92 3.09 3.29 3.47 3.78
3.70 3.97 4.08 4.29 4.51 4.71 5.04
3.22 3.46 3.57 3.78 4.00 4.20 4.54
2.86 3.09 3.20 3.39 3.60 3.80 4.14
5.0
A142 7.5
10.0
5.0
A252 (A393***) 7.5
Fire design table - BS 5950 Method Fire period (Hrs)
Normal weight concrete
British Standard
Single - Unpropped
Condition
Slab Depth (mm)
0.2% Mesh *
Span (m) for given imposed Load (kN/m ) A193 5.0 7.5 10.0
10.0
1.0
100 120 130 150 175 200 250
A142* A142* A193* A252* A252* A393* A393*
3.27 3.19 -
3.04 3.19 -
2.65 2.89 -
3.27 3.19 3.11 -
3.04 3.19 3.11 -
2.65 2.89 3.01 -
3.27 3.19 3.11 2.96 2.78 2.63*** 2.40***
3.04 3.19 3.11 2.96 2.78 2.63*** 2.40***
2.65 2.89 3.01 2.96 2.78 2.63*** 2.40***
1.5
110 120 130 150 175 200 250
A142* A142* A193* A252* A252* A393* A393*
3.20 3.19 -
2.78 2.88 -
2.47 2.56 -
3.20 3.19 3.11 -
2.78 2.88 3.11 -
2.47 2.56 2.86 -
3.20 3.19 3.11 2.96 2.78 2.63*** 2.40***
2.78 2.88 3.11 2.96 2.78 2.63*** 2.40***
2.47 2.56 2.86 2.96 2.78 2.63*** 2.40***
2.0
125 130 150 175 200 250
A193* A193* A252* A252* A393* A393*
-
-
-
3.10 3.11 -
2.65 2.69 -
2.37 2.40 -
3.10 3.11 2.96 2.78 2.63*** 2.40***
2.65 2.69 2.96 2.78 2.63*** 2.40***
2.37 2.40 2.79 2.78 2.63*** 2.40***
* BS 5950: Part 4 currently recommends that crack control reinforcement should be not less than 0.1% of the gross cross-sectional area of the concrete at the , however in accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction, and 0.4% for propped construction.
LOADING COMBINATION (kN/m ) CATEGORY IMPOSED CEILING & SERV. FINISHES PARTITIONS TOTAL CATEGORIES C C E
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
5.0
7.5
10.0
DESCRIPTION Congregation Congregation Storage
the original:
Holorib 8
Holorib Span/load and fire design tables Lightweight concrete Span/load table - BS 5950 Method
Single - Propped
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh * 0.4% Mesh **
100 120 130 150 175 200 250 100 120 130 150 175 200 250
0.092 0.112 0.122 0.142 0.167 0.192 0.242 0.092 0.112 0.122 0.142 0.167 0.192 0.242
A142* A142* A193* A252* A252* A393* A393* A142* A142* A193* A252* A252* A393* A393*
100 120 130 150 175 200 250
0.092 0.112 0.122 0.142 0.167 0.192 0.242
A193** A252** A393** 2xA252** 2xA252** 2xA393** 2xA393**
5.0 3.00 2.85 2.78 2.67 2.54 2.43 2.25 3.47 3.36 3.32 3.18 3.03 2.87 2.63
0.9 Gauge Imposed Load (kN/m ) 7.5 3.00 2.85 2.78 2.67 2.54 2.43 2.25 3.06 3.35 3.32 3.18 3.03 2.87 2.63
10.0 2.66 2.85 2.78 2.67 2.54 2.43 2.25 2.67 2.91 3.03 3.18 3.03 2.87 2.63
5.0 3.15 3.02 2.95 2.81 2.67 2.55 2.35 3.65 3.49 3.45 3.34 3.19 3.04 2.79
1.0 Gauge Imposed Load (kN/m ) 7.5 3.15 3.02 2.95 2.81 2.67 2.55 2.35 3.23 3.49 3.45 3.34 3.19 3.04 2.79
10.0 2.80 3.02 2.95 2.81 2.67 2.55 2.35 2.81 3.07 3.20 3.34 3.19 3.04 2.79
5.0 3.54 3.38 3.31 3.18 3.04 2.92 2.74 4.19 4.31 4.22 4.06 3.88 3.72 3.47
1.2 Gauge Imposed Load (kN/m ) 7.5 3.51 3.38 3.31 3.18 3.04 2.92 2.74 3.51 3.85 4.00 4.06 3.88 3.72 3.47
10.0 3.07 3.35 3.31 3.18 3.04 2.92 2.74 3.08 3.35 3.51 3.75 3.88 3.72 3.47
3.32 3.57 3.68 3.88 4.10 4.29 4.63
2.86 3.09 3.19 3.38 3.59 3.78 4.12
2.53 2.74 2.83 3.01 3.21 3.40 3.72
3.49 3.76 3.88 4.09 4.32 4.53 4.88
3.01 3.25 3.36 3.56 3.79 3.99 4.35
2.66 2.89 2.99 3.17 3.39 3.58 3.93
3.82 4.11 4.24 4.48 4.74 4.96 5.35
3.29 3.56 3.68 3.90 4.15 4.38 4.76
2.91 3.16 3.27 3.48 3.71 3.93 4.31
5.0
A142 7.5
10.0
5.0
A252 (A393***) 7.5
10.0
Fire design table - BS 5950 Method Fire period (Hrs)
Lightweight concrete
British Standard
Multiple - Unpropped
Single - Unpropped
Condition
Slab Depth (mm)
0.2% Mesh *
Span (m) for given imposed Load (kN/m ) A193 10.0 5.0 7.5
1.0
100 120 130 150 175 200 250
A142* A142* A193* A252* A252* A393* A393*
3.47 3.36 -
3.06 3.35 -
2.67 2.91 -
3.47 3.36 3.32 -
3.06 3.35 3.32 -
2.67 2.91 3.03 -
3.47 3.36 3.32 3.18 3.03 2.87*** 2.63***
3.06 3.35 3.32 3.18 3.03 2.87*** 2.63***
2.67 2.91 3.03 3.18 3.03 2.87*** 2.63***
1.5
105 120 130 150 175 200 250
A142* A142* A193* A252* A252* A393* A393*
3.35 3.36 -
2.81 2.98 -
2.49 2.63 -
3.35 3.36 3.32 -
2.81 2.98 3.32 -
2.49 2.63 2.95 -
3.35 3.36 3.32 3.18 3.03 2.87*** 2.63***
2.81 2.98 3.32 3.18 3.03 2.87*** 2.63***
2.49 2.63 2.95 3.18 3.03 2.87*** 2.63***
2.0
115 120 130 150 175 200 250
A142* A142* A193* A252* A252* A393* A393*
2.86 2.90 -
2.44 2.48 -
2.17 2.21 -
2.86 2.90 3.32 -
2.44 2.48 2.84 -
2.17 2.21 2.51 -
2.86 2.90 3.32 3.18 3.03 2.87*** 2.63***
2.44 2.48 2.84 3.18 3.03 2.87*** 2.63***
2.17 2.21 2.51 2.93 3.03 2.87*** 2.63***
* BS 5950: Part 4 currently recommends that crack control reinforcement should be not less than 0.1% of the gross cross-sectional area of the concrete at the , however in accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction, and 0.4% for propped construction.
LOADING COMBINATION (kN/m ) CATEGORY
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
DESCRIPTION Congregation Congregation Storage
9
Ribdeck E60 Span/load and fire design tables Normal weight concrete Span/load table - BS 5950 Method
Multiple - Unpropped Single - Propped
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh * 0.4% Mesh **
130 140 150 160 175 200 250 130 140 150 160 175 200 250
0.094 0.104 0.114 0.124 0.139 0.164 0.214 0.094 0.104 0.114 0.124 0.139 0.164 0.214
A142* A193* A193* A252* A252* A393* A393* A142* A193* A193* A252* A252* A393* A393*
130 140 150 160 175 200 250
0.094 0.104 0.114 0.124 0.139 0.164 0.214
A393** A393** A393** 2xA252** 2xA252** 2xA393** 2xA393**
5.0 2.78 2.72 2.66 2.61 2.54 2.43 2.27 3.35 3.27 3.19 3.11 3.01 2.84 2.58
0.9 Gauge Imposed Load (kN/m ) 7.5 2.78 2.72 2.66 2.61 2.54 2.43 2.27 3.14 3.27 3.19 3.11 3.01 2.84 2.58
10.0 2.67 2.72 2.66 2.61 2.54 2.43 2.27 2.67 2.81 2.95 3.08 3.01 2.84 2.58
5.0 3.14 3.07 3.00 2.95 2.86 2.75 2.56 3.71 3.62 3.53 3.46 3.35 3.19 2.92
1.0 Gauge Imposed Load (kN/m ) 7.5 3.14 3.07 3.00 2.95 2.86 2.75 2.56 3.38 3.57 3.53 3.46 3.35 3.19 2.92
10.0 2.85 3.01 3.00 2.95 2.86 2.75 2.56 2.85 3.01 3.16 3.31 3.35 3.19 2.92
5.0 3.48 3.40 3.33 3.27 3.18 3.05 2.85 4.03 3.94 3.85 3.76 3.65 3.49 3.23
1.2 Gauge Imposed Load (kN/m ) 7.5 3.48 3.40 3.33 3.27 3.18 3.05 2.85 3.81 3.94 3.85 3.76 3.65 3.49 3.23
10.0 3.17 3.36 3.33 3.27 3.18 3.05 2.85 3.17 3.36 3.55 3.73 3.65 3.49 3.23
3.43 3.58 3.71 3.84 4.01 4.28 4.74
2.88 3.01 3.13 3.24 3.40 3.65 4.09
2.51 2.62 2.73 2.83 2.97 3.20 3.60
3.70 3.87 4.03 4.17 4.38 4.69 5.22
3.08 3.23 3.37 3.50 3.68 3.96 4.46
2.67 2.79 2.92 3.03 3.19 3.45 3.91
4.20 4.42 4.62 4.80 5.06 5.46 6.14
3.44 3.62 3.79 3.96 4.18 4.54 5.18
2.94 3.10 3.25 3.39 3.58 3.90 4.48
5.0
A142 7.5
10.0
5.0
A252 (A393***) 7.5
3.35 -
3.14 -
2.67 -
Fire design table - BS 5950 Method Fire period (Hrs)
Normal weight concrete
British Standard
Single - Unpropped
Condition
Slab Depth (mm)
0.2% Mesh *
1.0
130 140 150 160 175 200 250
A142* A193* A193* A252* A252* A393* A393*
1.5
140 150 160 175 200 250
A193* A193* A252* A252* A393* A393*
2.0
150 160 175 200 250
A193* A252* A252* A393* A393*
Span (m) for given imposed Load (kN/m ) A193 5.0 7.5 10.0
10.0
3.35 3.27 3.19 -
3.14 3.27 3.19 -
2.67 2.81 2.95 -
3.35 3.27 3.19 3.11 3.01 2.84*** 2.58***
3.14 3.27 3.19 3.11 3.01 2.84*** 2.58***
2.67 2.81 2.95 3.08 3.01 2.84*** 2.58***
3.27 3.19 -
3.19 3.19 -
2.81 2.95 -
3.27 3.19 3.11 3.01 2.84*** 2.58***
3.27 3.19 3.11 3.01 2.84*** 2.58***
2.81 2.95 3.08 3.01 2.84*** 2.58***
3.19 -
3.19 -
2.72 -
3.19 3.11 3.01 2.84*** 2.58***
3.19 3.11 3.01 2.84*** 2.58***
2.95 3.08 3.01 2.84*** 2.58***
* BS 5950: Part 4 currently recommends that crack control reinforcement should be not less than 0.1% of the gross cross-sectional area of the concrete at the , however in accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction, and 0.4% for propped construction.
LOADING COMBINATION (kN/m ) CATEGORY IMPOSED CEILING & SERV. FINISHES PARTITIONS TOTAL CATEGORIES C C E
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
5.0
7.5
10.0
DESCRIPTION Congregation Congregation Storage
less concrete
Ribdeck E60 10
Ribdeck E60 Span/load and fire design tables Lightweight concrete Span/load table - BS 5950 Method
Multiple - Unpropped Single - Propped
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh * 0.4% Mesh **
120 130 140 150 175 200 250 120 130 140 150 175 200 250
0.084 0.094 0.104 0.114 0.139 0.164 0.214 0.084 0.094 0.104 0.114 0.139 0.164 0.214
A142* A142* A193* A193* A252* A393* A393* A142* A142* A193* A193* A252* A393* A393*
120 130 140 150 175 200 250
0.084 0.094 0.104 0.114 0.139 0.164 0.214
A252** A393** A393** A393** 2xA252** 2xA393** 2xA393**
5.0 3.02 2.95 2.89 2.83 2.70 2.59 2.42 3.60 3.56 3.48 3.40 3.23 3.08 2.82
0.9 Gauge Imposed Load (kN/m ) 7.5 2.96 2.95 2.89 2.83 2.70 2.59 2.42 2.96 3.14 3.31 3.40 3.23 3.08 2.82
10.0 2.53 2.67 2.81 2.83 2.70 2.59 2.42 2.53 2.67 2.81 2.95 3.23 3.08 2.82
5.0 3.40 3.33 3.26 3.19 3.05 2.93 2.74 3.60 3.90 3.86 3.78 3.59 3.43 3.17
1.0 Gauge Imposed Load (kN/m ) 7.5 3.17 3.33 3.26 3.19 3.05 2.93 2.74 3.17 3.38 3.57 3.76 3.59 3.43 3.17
10.0 2.69 2.85 3.01 3.16 3.05 2.93 2.74 2.69 2.85 3.01 3.16 3.52 3.43 3.17
5.0 3.60 3.69 3.61 3.54 3.39 3.25 3.04 3.60 3.90 4.17 4.10 3.92 3.75 3.48
1.2 Gauge Imposed Load (kN/m ) 7.5 3.56 3.69 3.61 3.54 3.39 3.25 3.04 3.56 3.81 4.05 4.10 3.92 3.75 3.48
10.0 2.97 3.17 3.36 3.54 3.39 3.25 3.04 2.97 3.17 3.36 3.55 3.92 3.75 3.48
3.35 3.52 3.68 3.83 4.16 4.46 4.99
2.79 2.93 3.07 3.20 3.49 3.76 4.24
2.41 2.54 2.66 2.77 3.03 3.27 3.71
3.60 3.80 3.99 4.16 4.55 4.90 5.52
2.98 3.14 3.30 3.44 3.78 4.09 4.65
2.56 2.70 2.84 2.97 3.26 3.53 4.03
3.60 3.90 4.20 4.50 5.17 5.74 6.50
3.31 3.52 3.71 3.89 4.31 4.71 5.42
2.82 2.99 3.15 3.31 3.67 4.01 4.64
5.0
A142 7.5
10.0
5.0
A252 (A393***) 7.5
Fire design table - BS 5950 Method Fire period (Hrs)
Lightweight concrete
British Standard
Single - Unpropped
Condition
Slab Depth (mm)
0.2% Mesh *
Span (m) for given imposed Load (kN/m ) A193 5.0 7.5 10.0
10.0
1.0
120 130 140 150 175 200 250
A142* A142* A193* A193* A252* A393* A393*
3.60 3.56 -
2.96 3.14 -
2.53 2.67 -
3.60 3.56 3.48 3.40 -
2.96 3.14 3.31 3.40 -
2.53 2.67 2.81 2.95 -
3.60 3.56 3.48 3.40 3.23 3.08*** 2.82***
2.96 3.14 3.31 3.40 3.23 3.08*** 2.82***
2.53 2.67 2.81 2.95 3.23 3.08*** 2.82***
1.5
130 140 150 175 200 250
A193* A193* A193* A252* A393* A393*
-
-
-
3.56 3.48 3.40 -
3.14 3.31 3.40 -
2.67 2.81 2.95 -
3.56 3.48 3.40 3.23 3.08*** 2.82***
3.14 3.31 3.40 3.23 3.08*** 2.82***
2.67 2.81 2.95 3.23 3.08*** 2.82***
2.0
140 150 175 200 250
A193* A193* A252* A393* A393*
-
-
-
-
-
-
3.48 3.40 -
3.31 3.40 -
2.81 2.95 -
3.48 3.40 3.23 3.08*** 2.82***
3.31 3.40 3.23 3.08*** 2.82***
2.81 2.95 3.23 3.08*** 2.82***
* BS 5950: Part 4 currently recommends that crack control reinforcement should be not less than 0.1% of the gross cross-sectional area of the concrete at the , however in accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction, and 0.4% for propped construction.
LOADING COMBINATION (kN/m ) CATEGORY
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
DESCRIPTION Congregation Congregation Storage
11
Ribdeck S60 Span/load and fire design tables Normal weight concrete
Eurocode
UNPROPPED SINGLE SPAN DECK CONTINUOUS SLAB (m) - EC Standard Method Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh *
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
A142 A193 A193 A252 A252 A252 A393 A393
3.39 (10) 3.30 (8) 3.22 (8) 3.15 (8) 3.08 (8) 3.02 (8) 2.95 (8) 2.90 (8)
1.5
140 150 160 170 180 190 200
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A193 A193 A252 A252 A252 A393 A393
2.0
150 160 170 180 190 200
0.117 0.127 0.137 0.147 0.157 0.167
A193 A252 A252 A252 A393 A393
5.0
0.9 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
3.39 (10) 3.30 (10) 3.22 (10) 3.15 (10) 3.08 (8) 3.02 (8) 2.95 (8) 2.90 (8)
3.39 (12) 3.30 (12) 3.22 (12) 3.15 (10) 3.08 (10) 3.01 (10) 2.95 (10) 2.89 (10)
3.57 (10) 3.48 (10) 3.40 (10) 3.33 (8) 3.26 (8) 3.20 (8) 3.14 (8) 3.09 (8)
3.30 (12) 3.22 (12) 3.15 (10) 3.08 (10) 3.01 (10) 2.95 (10) 2.89 (10)
3.29 (16) 3.22 (12) 3.14 (12) 3.08 (12) 3.01 (12) 2.95 (10) 2.89 (10)
3.29 (16) 3.21 (16) 3.14 (16) 3.07 (16) 3.01 (12) 2.95 (12) 2.89 (12)
3.21 (16) 3.14 (16) 3.07 (16) 3.01 (16) 2.94 (16) 2.89 (16)
3.20 (20) 3.13 (20) 3.07 (16) 3.01 (16) 2.94 (16) 2.89 (16)
3.20 (20) 3.13 (20) 3.06 (20) 3.00 (20) 2.94 (20) 2.88 (20)
1.0 Gauge Imposed Load (kN/m ) 7.5
1.2 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
3.57 (12) 3.48 (10) 3.40 (10) 3.33 (10) 3.26 (10) 3.20 (10) 3.14 (8) 3.09 (8)
3.57 (12) 3.48 (12) 3.40 (12) 3.32 (12) 3.26 (10) 3.20 (10) 3.14 (10) 3.09 (10)
3.82 (10) 3.73 (10) 3.64 (10) 3.56 (10) 3.50 (8) 3.43 (8) 3.37 (8) 3.31 (8)
3.82 (12) 3.72 (12) 3.64 (10) 3.56 (10) 3.49 (10) 3.43 (10) 3.36 (10) 3.31 (10)
3.81 (16) 3.72 (12) 3.64 (12) 3.56 (12) 3.49 (12) 3.43 (12) 3.36 (10) 3.31 (10)
3.48 (12) 3.40 (12) 3.32 (12) 3.26 (10) 3.20 (10) 3.14 (10) 3.09 (10)
3.47 (16) 3.39 (16) 3.32 (12) 3.26 (12) 3.20 (12) 3.14 (12) 3.08 (12)
3.47 (16) 3.39 (16) 3.32 (16) 3.25 (16) 3.19 (16) 3.13 (12) 3.08 (12)
3.72 (12) 3.64 (12) 3.56 (12) 3.49 (12) 3.43 (12) 3.36 (10) 3.31 (10)
3.71 (16) 3.63 (16) 3.55 (16) 3.48 (16) 3.43 (12) 3.36 (12) 3.31 (12)
3.71 (16) 3.63 (16) 3.55 (16) 3.48 (16) 3.42 (16) 3.36 (16) 3.30 (16)
3.39 (16) 3.32 (16) 3.25 (16) 3.19 (16) 3.13 (16) 3.08 (16)
3.38 (20) 3.31 (20) 3.24 (20) 3.18 (20) 3.13 (16) 3.08 (16)
3.37 (25) 3.29 (25) 3.24 (20) 3.18 (20) 3.12 (20) 3.07 (20)
3.62 (20) 3.54 (20) 3.48 (16) 3.42 (16) 3.36 (16) 3.30 (16)
3.62 (20) 3.54 (20) 3.48 (20) 3.41 (20) 3.35 (20) 3.29 (20)
3.60 (25) 3.53 (25) 3.46 (25) 3.41 (20) 3.35 (20) 3.29 (20)
UNPROPPED DOUBLE SPAN (m) - EC Standard Method 0.9 Gauge Imposed Load (kN/m )
1.2 Gauge Imposed Load (kN/m )
1.0 Gauge Imposed Load (kN/m )
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh *
10.0
5.0
7.5
10.0
5.0
7.5
10.0
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
A142 A193 A193 A252 A252 A252 A393 A393
3.43 (8) 3.29 (8) 3.16 (8) 3.04 (8) 2.94 (8) 2.84 (8) 2.74 (8) 2.66 (8)
3.43 (10) 3.28 (10) 3.16 (8) 3.04 (8) 2.94 (8) 2.84 (8) 2.74 (8) 2.66 (8)
3.42 (12) 3.28 (12) 3.16 (10) 3.04 (8) 2.94 (8) 2.84 (8) 2.74 (8) 2.66 (8)
3.83 (10) 3.76 (10) 3.62 (8) 3.48 (8) 3.36 (8) 3.25 (8) 3.14 (8) 3.05 (8)
3.83 (12) 3.76 (10) 3.62 (10) 3.48 (8) 3.36 (8) 3.25 (8) 3.14 (8) 3.05 (8)
3.82 (16) 3.75 (12) 3.61 (12) 3.48 (10) 3.36 (10) 3.25 (8) 3.14 (8) 3.05 (8)
4.49 (12) 4.35 (10) 4.21 (10) 4.09 (8) 3.99 (8) 3.98 (8) 3.88 (8) 3.77 (8)
4.48 (16) 4.34 (12) 4.21 (12) 4.08 (10) 3.98 (10) 3.98 (10) 3.88 (8) 3.77 (8)
4.00 (16) 4.25 (16) 4.20 (16) 4.08 (12) 3.98 (12) 3.97 (12) 3.88 (10) 3.77 (8)
1.5
140 150 160 170 180 190 200
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A193 A193 A252 A252 A252 A393 A393
3.28 (12) 3.16 (8) 3.04 (8) 2.94 (8) 2.84 (8) 2.74 (8) 2.66 (8)
3.26 (12) 3.15 (12) 3.04 (10) 2.94 (8) 2.84 (8) 2.74 (8) 2.66 (8)
3.26 (16) 3.14 (16) 3.02 (12) 2.94 (10) 2.84 (10) 2.74 (8) 2.66 (8)
3.75 (12) 3.61 (12) 3.48 (10) 3.36 (8) 3.25 (8) 3.14 (8) 3.05 (8)
3.74 (16) 3.59 (16) 3.47 (12) 3.36 (10) 3.25 (10) 3.14 (8) 3.05 (8)
3.72 (20) 3.59 (16) 3.46 (16) 3.34 (16) 3.25 (12) 3.14 (10) 3.05 (8)
4.33 (16) 4.20 (16) 4.07 (16) 3.98 (12) 3.98 (10) 3.88 (8) 3.77 (8)
4.33 (16) 4.20 (16) 4.07 (16) 3.97 (16) 3.97 (16) 3.88 (10) 3.77 (10)
4.24 (20) 4.18 (20) 4.05 (20) 3.97 (16) 3.97 (16) 3.86 (16) 3.76 (12)
2.0
150 160 170 180 190 200
0.117 0.127 0.137 0.147 0.157 0.167
A193 A252 A252 A252 A393 A393
3.14 (12) 3.04 (10) 2.93 (10) 2.84 (8) 2.74 (8) 2.66 (8)
3.13 (20) 3.03 (16) 2.93 (12) 2.84 (10) 2.74 (8) 2.66 (8)
3.12 (20) 3.01 (20) 2.92 (16) 2.83 (16) 2.74 (10) 2.66 (8)
3.58 (20) 3.46 (16) 3.35 (12) 3.25 (10) 3.14 (8) 3.05 (8)
3.58 (20) 3.44 (20) 3.34 (16) 3.24 (16) 3.14 (12) 3.05 (10)
3.55 (25) 3.42 (25) 3.33 (20) 3.22 (20) 3.13 (16) 3.05 (12)
4.18 (20) 4.05 (20) 3.97 (20) 3.97 (16) 3.86 (16) 3.76 (12)
4.15 (25) 4.02 (25) 3.97 (20) 3.96 (20) 3.86 (16) 3.75 (16)
4.10 (32) 4.02 (25) 3.95 (25) 3.95 (25) 3.82 (25) 3.74 (20)
5.0
7.5
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m ) CATEGORY
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
DESCRIPTION Congregation Congregation Storage
longer spans
Ribdeck S60 12
10.0
EC = Eurocode
Ribdeck S60 Span/load and fire design tables Normal weight concrete
Eurocode
UNPROPPED SINGLE SPAN DECK CONTINUOUS SLAB (m) - UK NCCI Method Concrete Volume 0.2% Mesh * (m /m )
0.9 Gauge Imposed Load (kN/m ) 7.5
1.0 Gauge Imposed Load (kN/m ) 7.5
1.2 Gauge Imposed Load (kN/m ) 7.5
Fire period (Hrs)
Slab Depth (mm)
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
A142 A193 A193 A252 A252 A252 A393 A393
3.40 (A142) 3.31 (A193) 3.23 (A193) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.39 (A252) 3.30 (A193) 3.23 (A193) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.38 (2xA193) 3.30 (A393) 3.22 (A393) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.58 (A142) 3.49 (A193) 3.41 (A193) 3.33 (A252) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.56 (A393) 3.48 (A252) 3.41 (A193) 3.33 (A252) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.56 (2xA252) 3.48 (A393) 3.40 (A393) 3.33 (A393) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.83 (A193) 3.73 (A193) 3.65 (A193) 3.57 (A252) 3.50 (A252) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.81 (A393) 3.73 (A252) 3.65 (A252) 3.57 (A252) 3.50 (A252) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.80 (2xA252) 3.71 (2xA252) 3.64 (2xA193) 3.56 (A393) 3.49 (A393) 3.44 (A252) 3.37 (A393) 3.31 (A393)
1.5
140 150 160 170 180 190 200
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A193 A193 A252 A252 A252 A393 A393
3.31 (A193) 3.23 (A193) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.30 (A393) 3.22 (A393) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.29 (2xA252) 3.21 (2xA252) 3.15 (A393) 3.08 (A393) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.48 (A252) 3.41 (A193) 3.33 (A252) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.48 (A393) 3.40 (A393) 3.33 (A252) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.47 (2XA252) 3.39 (2xA252) 3.32 (2xA252) 3.26 (A393) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.73 (A252) 3.65 (A252) 3.57 (A252) 3.50 (A252) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.72 (A393) 3.64 (A393) 3.56 (A393) 3.50 (A252) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.70 (2xA393) 3.63 (2xA252) 3.56 (2xA252) 3.49 (2xA252) 3.43 (A393) 3.37 (A393) 3.31 (A393)
2.0
150 160 170 180 190 200
0.117 0.127 0.137 0.147 0.157 0.167
A193 A252 A252 A252 A393 A393
3.23 (A252) 3.15 (A252) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.22 (A393) 3.15 (A393) 3.08 (A252) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.21 (2xA252) 3.14 (2xA252) 3.08 (2xA193) 3.02 (A252) 2.95 (A393) 2.90 (A393)
3.41 (A252) 3.33 (A252) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.40 (A393) 3.33 (A393) 3.27 (A252) 3.21 (A252) 3.14 (A393) 3.09 (A393)
3.39 (2xA252) 3.32 (2xA252) 3.26 (2xA252) 3.20 (A393) 3.14 (A393) 3.09 (A393)
3.64 (A393) 3.57 (A252) 3.50 (A252) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.40 (2xA193) 3.56 (A393) 3.49 (A393) 3.44 (A252) 3.37 (A393) 3.31 (A393)
3.62 (2xA393) 3.54 (2xA393) 3.49 (2xA252) 3.42 (2xA252) 3.37 (A393) 3.31 (A393)
5.0
10.0
5.0
10.0
5.0
10.0
UNPROPPED DOUBLE SPAN (m) - UK NCCI Method Concrete Volume 0.2% Mesh * (m /m )
0.9 Gauge Imposed Load (kN/m )
1.0 Gauge Imposed Load (kN/m )
1.2 Gauge Imposed Load (kN/m )
Fire period (Hrs)
Slab Depth (mm)
7.5
10.0
7.5
10.0
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
A142 A193 A193 A252 A252 A252 A393 A393
3.43 (A252) 3.29 (A193) 3.17 (A193) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.42 (A393) 3.29 (A252) 3.17 (A193) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.28 (2xA252) 3.27 (2xA252) 3.15 (A393) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.83 (A393) 3.76 (A252) 3.63 (A193) 3.49 (A252) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.82 (2xA252) 3.75 (2xA193) 3.61 (A393) 3.49 (A252) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.29 (2xA252) 3.71 (2xA393) 3.57 (2xA393) 3.48 (A393) 3.36 (A393) 3.26 (A252) 3.15 (A393) 3.06 (A393)
4.49 (A393) 4.34 (A393) 4.21 (A393) 4.09 (A252) 3.99 (A252) 3.98 (A252) 3.89 (A393) 3.78 (A393)
4.24 (2xA252) 4.33 (2xA252) 4.20 (2xA252) 4.08 (A393) 3.98 (A393) 3.98 (A252) 3.89 (A393) 3.78 (A393)
3.33 (2xA252) 4.24 (2xA393) 4.17 (2xA393) 4.05 (2xA393) 3.97 (2xA393) 3.98 (A393) 3.89 (A393) 3.78 (A393)
1.5
140 150 160 170 180 190 200
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A193 A193 A252 A252 A252 A393 A393
3.28 (A393) 3.17 (A193) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.28 (2xA193) 3.15 (A393) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.24 (2xA393) 3.12 (2xA252) 3.03 (2xA252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.75 (A393) 3.61 (A393) 3.49 (A252) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.74 (2xA252) 3.60 (2xA252) 3.48 (2xA193) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.71 (2xA393) 3.57 (2xA393) 3.44 (2xA393) 3.33 (2xA393) 3.25 (A393) 3.15 (A393) 3.06 (A393)
4.33 (2xA252) 4.21 (2xA193) 4.08 (A393) 3.98 (A393) 3.98 (A252) 3.89 (A393) 3.78 (A393)
4.30 (2xA393) 4.17 (2xA393) 4.07 (2xA252) 3.98 (2xA252) 3.98 (A393) 3.89 (A393) 3.78 (A393)
3.71 (2xA393) 3.86 (2xA393) 4.05 (2xA393) 3.97 (2xA393) 3.96 (2xA393) 3.86 (2xA393) 3.78 (A393)
2.0
150 160 170 180 190 200
0.117 0.127 0.137 0.147 0.157 0.167
A193 A252 A252 A252 A393 A393
3.15 (A393) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.15 (2xA193) 3.05 (A252) 2.94 (A252) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.12 (2xA393) 3.02 (2xA252) 2.93 (A393) 2.85 (A252) 2.75 (A393) 2.67 (A393)
3.61 (A393) 3.49 (A252) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.60 (2xA252) 3.47 (2xA252) 3.37 (A252) 3.26 (A252) 3.15 (A393) 3.06 (A393)
3.57 (2xA393) 3.44 (2xA393) 3.33 (2xA393) 3.25 (A393) 3.15 (A393) 3.06 (A393)
4.20 (2xA252) 4.07 (2xA252) 3.98 (2xA193) 3.98 (A252) 3.89 (A393) 3.78 (A393)
4.17 (2xA393) 4.05 (2xA393) 3.97 (2xA393) 3.96 (2xA393) 3.89 (A393) 3.78 (A393)
3.57 (2xA393) 3.74 (2xA393) 3.87 (2xA393) 3.96 (2xA393) 3.86 (2xA393) 3.75 (2xA393)
5.0
7.5
10.0
5.0
5.0
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m ) CATEGORY
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
NCCI = Non-contradictory, complementary information
DESCRIPTION Congregation Congregation Storage
13
Ribdeck S60 Span/load and fire design tables Normal weight concrete
Eurocode
PROPPED CENTRALLY SINGLE SPAN DECK CONTINUOUS SLAB (m) - EC Standard Method Concrete Volume 0.4% Mesh * (m /m )
0.9 Gauge Imposed Load (kN/m ) 7.5
1.0 Gauge Imposed Load (kN/m ) 7.5
1.2 Gauge Imposed Load (kN/m ) 7.5
Fire period (Hrs)
Slab Depth (mm)
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
A393 A393 A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.77 (32) 4.91 (25) 4.83 (12) 4.64 (12) 4.48 (10) 4.33 (8) 4.17 (8) 4.05 (8)
4.44 (32) 4.68 (32) 4.76 (25) 4.62 (16) 4.47 (12) 4.33 (10) 4.17 (8) 4.05 (8)
3.93 (32) 4.11 (32) 4.27 (32) 4.42 (32) 4.46 (16) 4.31 (16) 4.17 (10) 4.04 (10)
4.80 (32) 5.08 (32) 5.36 (32) 5.32 (20) 5.17 (12) 5.00 (10) 4.82 (8) 4.67 (8)
4.46 (32) 4.74 (32) 5.01 (32) 5.22 (32) 5.12 (16) 4.98 (16) 4.81 (10) 4.67 (10)
3.98 (32) 4.30 (32) 4.48 (32) 4.64 (32) 4.79 (32) 4.96 (16) 4.79 (16) 4.66 (12)
4.85 (32) 5.13 (32) 5.41 (32) 5.68 (32) 5.94 (32) 6.12 (32) 6.01 (16) 5.86 (12)
4.51 (32) 4.79 (32) 5.06 (32) 5.32 (32) 5.58 (32) 5.83 (32) 5.90 (32) 5.81 (16)
3.97 (32) 4.29 (32) 4.60 (32) 4.90 (32) 5.18 (32) 5.34 (32) 5.49 (32) 5.63 (32)
1.5
140 150 160 170 180 190 200
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A393 A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.91 (25) 4.81 (16) 4.62 (16) 4.46 (16) 4.33 (10) 4.17 (10) 4.04 (10)
4.68 (32) 4.76 (25) 4.60 (20) 4.46 (16) 4.31 (16) 4.15 (16) 4.04 (12)
4.11 (32) 4.27 (32) 4.42 (32) 4.44 (20) 4.29 (20) 4.14 (20) 4.03 (16)
5.08 (32) 5.36 (32) 5.32 (20) 5.13 (20) 4.98 (16) 4.79 (16) 4.66 (12)
4.74 (32) 5.01 (32) 5.22 (32) 5.13 (20) 4.96 (20) 4.78 (20) 4.65 (16)
4.30 (32) 4.48 (32) 4.64 (32) 4.79 (32) 4.92 (25) 4.78 (20) 4.63 (20)
5.13 (32) 5.41 (32) 5.68 (32) 5.94 (32) 6.12 (32) 6.00 (20) 5.82 (20)
4.79 (32) 5.06 (32) 5.32 (32) 5.58 (32) 5.83 (32) 5.90 (32) 5.82 (20)
4.29 (32) 4.60 (32) 4.90 (32) 5.18 (32) 5.34 (32) 5.49 (32) 5.63 (32)
2.0
150 160 170 180 190 200
0.117 0.127 0.137 0.147 0.157 0.167
A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.76 (25) 4.57 (25) 4.41 (25) 4.29 (20) 4.14 (16) 4.03 (16)
4.70 (32) 4.52 (32) 4.41 (25) 4.27 (25) 4.11 (25) 4.01 (20)
4.27 (32) 4.42 (32) 4.36 (32) 4.22 (32) 4.11 (25) 3.99 (25)
5.36 (32) 5.22 (32) 5.10 (25) 4.93 (25) 4.75 (25) 4.61 (25)
5.01 (32) 5.22 (32) 5.04 (32) 4.88 (32) 4.75 (25) 4.61 (25)
4.48 (32) 4.64 (32) 4.79 (32) 4.88 (32) 4.70 (32) 4.56 (32)
5.41 (32) 5.68 (32) 5.94 (32) 6.12 (32) 5.90 (32) 5.73 (32)
5.06 (32) 5.32 (32) 5.58 (32) 5.83 (32) 5.90 (32) 5.73 (32)
4.60 (32) 4.90 (32) 5.18 (32) 5.34 (32) 5.49 (32) 5.63 (32)
5.0
10.0
5.0
10.0
5.0
10.0
PROPPED CENTRALLY SINGLE SPAN DECK CONTINUOUS SLAB (m) - UK NCCI Method Concrete Volume 0.4% Mesh * (m /m )
Fire period (Hrs)
Slab Depth (mm)
1.0
130 140 150 160 170 180 190 200
0.097 0.107 0.117 0.127 0.137 0.147 0.157 0.167
1.5
140 150 160 170 180 190 200
2.0
150 160 170 180 190 200
1.0 Gauge Imposed Load (kN/m )
0.9 Gauge Imposed Load (kN/m )
1.2 Gauge Imposed Load (kN/m )
5.0
7.5
10.0
5.0
7.5
10.0
5.0
7.5
10.0
A393 A393 A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.10 (2xA252) 4.48 (2xA393) 4.70 (2xA393) 4.63 (2xA393) 4.49 (2xA252) 4.34 (2xA252) 4.18 (2xA393) 4.05 (2xA393)
3.56 (2xA252) 4.10 (2xA393) 4.15 (2xA393) 4.20 (2xA393) 4.27 (2xA393) 4.34 (2xA252) 4.18 (2xA393) 4.05 (2xA393)
3.06 (2xA252) 3.53 (2xA393) 3.58 (2xA393) 3.64 (2xA393) 3.72 (2xA393) 4.03 (2xA393) 4.18 (2xA393) 4.05 (2xA393)
4.15 (2xA252) 4.54 (2xA393) 4.77 (2xA393) 4.81 (2xA393) 4.86 (2xA393) 5.02 (2xA252) 4.83 (2xA393) 4.68 (2xA393)
3.60 (2xA252) 4.14 (2xA393) 4.18 (2xA393) 4.24 (2xA393) 4.30 (2xA393) 4.62 (2xA393) 4.83 (2xA393) 4.68 (2xA393)
3.09 (2xA252) 3.56 (2xA393) 3.62 (2xA393) 3.67 (2xA393) 3.74 (2xA393) 4.03 (2xA393) 4.36 (2xA393) 4.68 (2xA393)
4.24 (2xA252) 4.66 (2xA393) 4.85 (2xA393) 4.90 (2xA393) 4.96 (2xA393) 5.23 (2xA393) 5.61 (2xA393) 5.81 (2xA393)
3.68 (2xA252) 4.21 (2xA393) 4.26 (2xA393) 4.31 (2xA393) 4.38 (2xA393) 4.63 (2xA393) 5.00 (2xA393) 5.33 (2xA393)
3.16 (2xA252) 3.62 (2xA393) 3.68 (2xA393) 3.74 (2xA393) 3.81 (2xA393) 4.04 (2xA393) 4.37 (2xA393) 4.68 (2xA393)
0.107 0.117 0.127 0.137 0.147 0.157 0.167
A393 A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.37 (2xA393) 4.41 (2xA393) 4.44 (2xA393) 4.46 (2xA393) 4.34 (2xA252) 4.18 (2xA393) 4.05 (2xA393)
3.82 (2xA393) 3.87 (2xA393) 3.91 (2xA393) 3.94 (2xA393) 3.97 (2xA393) 4.08 (2xA393) 4.05 (2xA393)
3.29 (2xA393) 3.34 (2xA393) 3.39 (2xA393) 3.43 (2xA393) 3.47 (2xA393) 3.57 (2xA393) 3.87 (2xA393)
4.40 (2xA393) 4.44 (2xA393) 4.47 (2xA393) 4.49 (2xA393) 4.51 (2xA393) 4.60 (2xA393) 4.68 (2xA393)
3.84 (2xA393) 3.89 (2xA393) 3.93 (2xA393) 3.97 (2xA393) 4.00 (2xA393) 4.09 (2xA393) 4.41 (2xA393)
3.31 (2xA393) 3.36 (2xA393) 3.41 (2xA393) 3.45 (2xA393) 3.49 (2xA393) 3.58 (2xA393) 3.87 (2xA393)
4.45 (2xA393) 4.49 (2xA393) 4.53 (2xA393) 4.55 (2xA393) 4.58 (2xA393) 4.62 (2xA393) 4.94 (2xA393)
3.88 (2xA393) 3.94 (2xA393) 3.98 (2xA393) 4.02 (2xA393) 4.06 (2xA393) 4.11 (2xA393) 4.40 (2xA393)
3.35 (2xA393) 3.41 (2xA393) 3.45 (2xA393) 3.50 (2xA393) 3.54 (2xA393) 3.59 (2xA393) 3.86 (2xA393)
0.117 0.127 0.137 0.147 0.157 0.167
A393 2xA252 2xA252 2xA252 2xA393 2xA393
4.22 (2xA393) 4.28 (2xA393) 4.30 (2xA393) 4.32 (2xA393) 4.18 (2xA393) 4.05 (2xA393)
3.70 (2xA393) 3.77 (2xA393) 3.80 (2xA393) 3.84 (2xA393) 3.86 (2xA393) 4.01 (2xA393)
3.20 (2xA393) 3.27 (2xA393) 3.31 (2xA393) 3.35 (2xA393) 3.38 (2xA393) 3.52 (2xA393)
4.24 (2xA393) 4.31 (2xA393) 4.33 (2xA393) 4.35 (2xA393) 4.37 (2xA393) 4.49 (2xA393)
3.72 (2xA393) 3.79 (2xA393) 3.82 (2xA393) 3.86 (2xA393) 3.89 (2xA393) 4.01 (2xA393)
3.21 (2xA393) 3.28 (2xA393) 3.32 (2xA393) 3.37 (2xA393) 3.40 (2xA393) 3.52 (2xA393)
4.28 (2xA393) 4.34 (2xA393) 4.37 (2xA393) 4.40 (2xA393) 4.42 (2xA393) 4.50 (2xA393)
3.75 (2xA393) 3.82 (2xA393) 3.86 (2xA393) 3.90 (2xA393) 3.93 (2xA393) 4.02 (2xA393)
3.24 (2xA393) 3.32 (2xA393) 3.36 (2xA393) 3.40 (2xA393) 3.44 (2xA393) 3.52 (2xA393)
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.4% for propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m )
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORY
CATEGORIES C C E
DESCRIPTION Congregation Congregation Storage
longer spans
Ribdeck S60 14
EC = Eurocode NCCI = Non-contradictory, complementary information
Ribdeck 80 Span/load and fire design tables Normal weight concrete
Eurocode
UNPROPPED SINGLE SPAN DECK CONTINUOUS SLAB (m) - EC Standard Method
5.0
1.0 Gauge Imposed Load (kN/m ) 7.5
10.0
4.11 (10) 4.03 (10) 3.96 (10) 3.87 (10) 3.79 (10) 3.72 (10) 3.66 (8)
4.11 (12) 4.03 (12) 3.95 (12) 3.87 (10) 3.79 (10) 3.72 (10) 3.65 (10)
4.09 (16) 4.02 (16) 3.94 (16) 3.87 (12) 3.79 (12) 3.72 (12) 3.65 (12)
3.83 (16) 3.74 (16) 3.65 (16) 3.57 (16) 3.49 (16) 3.42 (16)
4.02 (16) 3.95 (12) 3.87 (12) 3.79 (12) 3.72 (12) 3.65 (12)
4.02 (16) 3.94 (16) 3.86 (16) 3.78 (16) 3.71 (16) 3.65 (12)
3.71 (25) 3.62 (25) 3.54 (25) 3.48 (20) 3.41 (20)
3.93 (20) 3.85 (20) 3.77 (20) 3.70 (20) 3.65 (16)
3.91 (25) 3.85 (20) 3.77 (20) 3.70 (20) 3.64 (20)
5.0
0.9 Gauge Imposed Load (kN/m ) 7.5
10.0
3.95 (10) 3.85 (10) 3.75 (10) 3.66 (10) 3.58 (8) 3.50 (8) 3.43 (8)
3.94 (12) 3.84 (12) 3.75 (10) 3.66 (10) 3.58 (10) 3.50 (10) 3.43 (10)
3.90 (16) 3.84 (12) 3.75 (12) 3.66 (12) 3.57 (12) 3.50 (10) 3.43 (10)
A142 A193 A193 A252 A252 A252
3.84 (12) 3.75 (12) 3.66 (12) 3.57 (12) 3.50 (12) 3.43 (10)
3.83 (16) 3.74 (16) 3.65 (16) 3.57 (16) 3.50 (12) 3.43 (12)
A193 A193 A252 A252 A252
3.73 (20) 3.64 (20) 3.57 (16) 3.49 (16) 3.42 (16)
3.73 (20) 3.64 (20) 3.56 (20) 3.49 (16) 3.42 (16)
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh *
1.0
140 150 160 170 180 190 200
0.096 0.106 0.116 0.126 0.136 0.146 0.156
A142 A142 A193 A193 A252 A252 A252
1.5
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
2.0
160 170 180 190 200
0.116 0.126 0.136 0.146 0.156
5.0
1.2 Gauge Imposed Load (kN/m ) 7.5
10.0
4.27 (12) 4.19 (10) 4.11 (10) 4.04 (10) 3.98 (10) 3.91 (10) 3.84 (10)
4.27 (12) 4.18 (12) 4.11 (12) 4.04 (12) 3.98 (10) 3.91 (10) 3.84 (10)
4.20 (16) 4.18 (16) 4.10 (16) 4.04 (12) 3.98 (12) 3.90 (12) 3.84 (12)
4.01 (20) 3.94 (16) 3.86 (16) 3.78 (16) 3.71 (16) 3.65 (16)
4.18 (16) 4.10 (16) 4.03 (16) 3.98 (12) 3.90 (12) 3.84 (12)
4.18 (16) 4.10 (16) 4.03 (16) 3.97 (16) 3.90 (16) 3.83 (16)
4.16 (20) 4.09 (20) 4.03 (16) 3.97 (16) 3.90 (16) 3.83 (16)
3.91 (25) 3.83 (25) 3.76 (25) 3.70 (20) 3.64 (20)
4.09 (20) 4.03 (20) 3.96 (20) 3.89 (20) 3.82 (20)
4.08 (25) 4.01 (25) 3.96 (20) 3.89 (20) 3.82 (20)
4.08 (25) 4.01 (25) 3.95 (25) 3.87 (25) 3.81 (25)
10.0
UNPROPPED DOUBLE SPAN (m) - EC Standard Method
5.0
0.9 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.0 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.2 Gauge Imposed Load (kN/m ) 7.5
4.21 (10) 4.03 (10) 3.87 (8) 3.73 (8) 3.59 (8) 3.47 (8) 3.35 (8)
4.20 (12) 4.03 (12) 3.87 (10) 3.72 (10) 3.59 (8) 3.47 (8) 3.35 (8)
4.08 (16) 4.01 (16) 3.86 (12) 3.72 (12) 3.58 (10) 3.46 (10) 3.35 (8)
4.43 (12) 4.37 (10) 4.30 (10) 4.14 (10) 3.99 (8) 3.86 (8) 3.74 (8)
4.43 (12) 4.37 (12) 4.29 (12) 4.14 (10) 3.99 (10) 3.86 (8) 3.74 (8)
4.25 (16) 4.36 (16) 4.27 (16) 4.13 (12) 3.98 (12) 3.86 (10) 3.73 (10)
5.02 (12) 4.85 (12) 4.70 (12) 4.56 (10) 4.50 (10) 4.48 (8) 4.36 (8)
4.92 (16) 4.84 (16) 4.70 (12) 4.56 (12) 4.49 (12) 4.48 (12) 4.35 (10)
4.33 (16) 4.57 (16) 4.68 (16) 4.54 (16) 4.48 (16) 4.48 (12) 4.35 (12)
A142 A193 A193 A252 A252 A252
4.01 (16) 3.86 (12) 3.72 (12) 3.58 (10) 3.47 (8) 3.36 (8)
4.01 (16) 3.84 (16) 3.70 (16) 3.58 (12) 3.46 (10) 3.36 (8)
3.99 (20) 3.84 (16) 3.70 (16) 3.57 (16) 3.45 (16) 3.35 (12)
4.36 (16) 4.27 (16) 4.12 (12) 3.98 (12) 3.86 (10) 3.74 (8)
4.36 (16) 4.27 (16) 4.12 (16) 3.97 (16) 3.84 (16) 3.73 (12)
4.35 (20) 4.25 (20) 4.10 (20) 3.97 (16) 3.84 (16) 3.72 (16)
4.84 (16) 4.68 (16) 4.54 (16) 3.48 (16) 4.46 (16) 4.35 (12)
4.82 (20) 4.66 (20) 4.54 (16) 4.48 (16) 4.46 (16) 4.33 (16)
4.55 (20) 4.66 (20) 4.53 (20) 4.47 (20) 4.45 (20) 4.33 (16)
A193 A193 A252 A252 A252
3.82 (20) 3.70 (16) 3.56 (16) 3.49 (12) 3.35 (10)
3.82 (20) 3.68 (20) 3.55 (20) 3.43 (20) 3.34 (12)
3.79 (25) 3.65 (25) 3.52 (25) 3.43 (20) 3.32 (20)
4.25 (20) 4.10 (20) 3.95 (20) 3.84 (16) 3.73 (12)
4.22 (25) 4.07 (25) 3.95 (20) 3.82 (20) 3.70 (20)
4.16 (32) 4.07 (25) 3.92 (25) 3.80 (25) 3.70 (20)
4.63 (25) 4.52 (20) 4.47 (20) 4.45 (20) 4.32 (10)
4.63 (25) 4.50 (25) 4.46 (25) 4.42 (25) 4.29 (25)
4.58 (32) 4.45 (32) 4.43 (32) 4.42 (25) 4.29 (25)
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh *
1.0
140 150 160 170 180 190 200
0.096 0.106 0.116 0.126 0.136 0.146 0.156
A142 A142 A193 A193 A252 A252 A252
1.5
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
2.0
160 170 180 190 200
0.116 0.126 0.136 0.146 0.156
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m ) CATEGORY
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths.
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
EC = Eurocode
DESCRIPTION Congregation Congregation Storage
longer spans
Ribdeck 80 15
Ribdeck 80 Span/load and fire design tables Normal weight concrete
Eurocode
UNPROPPED SINGLE SPAN DECK CONTINUOUS SLAB (m) - UK NCCI Method 0.9 Gauge Imposed Load (kN/m ) 7.5
1.0 Gauge Imposed Load (kN/m ) 7.5
1.2 Gauge Imposed Load (kN/m ) 7.5
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
0.2% Mesh *
1.0
140 150 160 170 180 190 200
0.096 0.106 0.116 0.126 0.136 0.146 0.156
A142 A142 A193 A193 A252 A252 A252
3.67 (A193) 3.85 (A193) 3.76 (A193) 3.67 (A193) 3.58 (A252) 3.51 (A252) 3.44 (A252)
2.99 (A193) 3.84 (A393) 3.74 (A393) 3.66 (A252) 3.58 (A252) 3.51 (A252) 3.44 (A252)
2.53 (A193) 3.71 (2xA252) 3.74 (2xA252) 3.65 (2xA252) 3.58 (A393) 3.51 (A252) 3.44 (A252)
3.74 (A193) 4.03 (A252) 3.96 (A193) 3.88 (A193) 3.80 (A252) 3.73 (A252) 3.66 (A252)
3.06 (A193) 4.03 (A393) 3.95 (A393) 3.88 (A252) 3.80 (A252) 3.73 (A252) 3.66 (A252)
2.56 (A193) 3.70 (2xA252) 3.95 (2xA252) 3.86 (2xA252) 3.79 (A393) 3.72 (A393) 3.65 (A252)
3.89 (A193) 4.19 (A252) 4.12 (A193) 4.05 (A193) 3.98 (A252) 3.91 (A252) 3.85 (A252)
3.18 (A193) 4.18 (A393) 4.11 (A393) 4.04 (A393) 3.98 (A252) 3.91 (A252) 3.85 (A252)
2.67 (A193) 3.67 (2xA252) 4.09 (2xA393) 4.03 (2xA252) 3.97 (2xA252) 3.91 (A393) 3.84 (A393)
1.5
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
A142 A193 A193 A252 A252 A252
3.84 (A393) 3.74 (A393) 3.66 (A252) 3.58 (A252) 3.51 (A252) 3.44 (A252)
3.42 (2xA252) 3.74 (2xA252) 3.66 (A393) 3.58 (A393) 3.51 (A252) 3.44 (A252)
2.78 (2xA252) 3.72 (2xA393) 3.64 (2xA393) 3.57 (2xA252) 3.49 (2xA252) 3.43 (A393)
4.03 (A393) 3.95 (A393) 3.87 (A393) 3.80 (A252) 3.73 (A252) 3.66 (A252)
3.44 (2xA252) 3.95 (2xA252) 3.86 (2xA252) 3.79 (A393) 3.72 (A393) 3.66 (A252)
2.81 (2xA252) 3.93 (2xA393) 3.85 (2xA393) 3.77 (2xA393) 3.71 (2xA252) 3.65 (2xA252)
4.18 (2xA252) 4.11 (A393) 4.04 (A393) 3.98 (A252) 3.91 (A252) 3.85 (A252)
3.48 (2xA252) 4.10 (2xA252) 4.03 (2xA252) 3.98 (A393) 3.91 (A393) 3.84 (A393)
2.86 (2xA252) 4.09 (2xA393) 4.02 (2xA393) 3.96 (2xA393) 3.89 (2xA393) 3.83 (2xA252)
2.0
160 170 180 190 200
0.116 0.126 0.136 0.146 0.156
A193 A193 A252 A252 A252
3.74 (A393) 3.66 (A393) 3.58 (A393) 3.51 (A252) 3.44 (A252)
3.72 (2xA393) 3.65 (2xA252) 3.58 (2xA193) 3.50 (A252) 3.44 (A252)
3.21 (2xA393) 3.64 (2xA393) 3.56 (2xA393) 3.48 (2xA393) 3.42 (2xA252)
3.95 (2x252) 3.87 (A393) 3.79 (A393) 3.73 (A252) 3.66 (A252)
3.93 (2xA393) 3.86 (2xA252) 3.79 (2xA252) 3.72 (2xA193) 3.65 (A393)
3.20 (2xA393) 3.85 (2xA393) 3.77 (2xA393) 3.70 (2xA393) 3.65 (2xA393)
4.10 (2xA252) 4.04 (A393) 3.98 (A393) 3.91 (A393) 3.85 (A252)
4.09 (2xA393) 4.02 (2xA393) 3.97 (2xA252) 3.90 (2xA252) 3.83 (2xA252)
3.21 (2xA393) 3.81 (2xA393) 3.96 (2xA393) 3.89 (2xA393) 3.82 (2xA393)
10.0
5.0
10.0
5.0
10.0
5.0
10.0
UNPROPPED DOUBLE SPAN (m) - UK NCCI Method 0.9 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.0 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.2 Gauge Imposed Load (kN/m ) 7.5
3.41 (A193) 4.02 (A393) 3.87 (A252) 3.73 (A193) 3.60 (A252) 3.47 (A252) 3.36 (A252)
2.95 (1xA193) 4.00 (2xA252) 3.85 (2xA252) 3.73 (A252) 3.60 (A252) 3.47 (A252) 3.36 (A252)
2.53 (A193) 3.28 (2xA252) 3.82 (2xA393) 3.68 (2xA393) 3.58 (A393) 3.46 (A393) 3.36 (A252)
3.48 (A193) 4.36 (2xA252) 4.29 (A393) 4.15 (A252) 4.00 (A252) 3.87 (A252) 3.75 (A252)
2.97 (A193) 4.02 (2xA252) 4.24 (2xA393) 4.12 (2xA252) 3.99 (A393) 3.87 (A252) 3.75 (A252)
2.54 (A193) 3.31 (2xA252) 4.05 (2xA393) 4.09 (2xA393) 3.95 (2xA393) 3.85 (A393) 3.73 (A393)
3.62 (A193) 4.84 (2xA252) 4.70 (A393) 4.56 (A393) 4.49 (A393) 4.49 (A252) 4.36 (A252)
3.10 (A193) 4.08 (2xA252) 4.66 (2xA393) 4.52 (2xA393) 4.49 (2xA252) 4.48 (A393) 4.35 (A393)
2.63 (A193) 3.38 (2xA252) 4.06 (2xA393) 4.22 (2xA393) 4.37 (2xA393) 4.45 (2xA393) 4.32 (2xA393)
A142 A193 A193 A252 A252 A252
3.79 (2xA252) 3.85 (2xA252) 3.71 (A393) 3.60 (A252) 3.47 (A252) 3.36 (A252)
3.19 (2xA252) 3.82 (2xA393) 3.70 (2xA252) 3.57 (2xA252) 3.47 (2xA252) 3.36 (A252)
3.81 (2xA252) 4.24 (2xA393) 4.12 (2xA252) 3.98 (A393) 3.87 (A252) 3.75 (A252)
3.22 (2xA252) 4.21 (2xA393) 4.09 (2xA393) 3.95 (2xA393) 3.85 (2xA252) 3.74 (A252)
2.73 (2xA252) 3.41 (2xA393) 3.68 (2xA393) 3.82 (2xA393) 3.82 (2xA393) 3.70 (2xA393)
3.87 (2xA252) 4.66 (2xA393) 4.55 (2xA252) 4.49 (2xA252) 4.47 (2xA252) 4.35 (A393)
3.28 (2xA252) 4.19 (2xA393) 4.52 (2xA393) 4.47 (2xA393) 4.45 (2xA393) 4.32 (2xA393)
2.78 (2xA252) 3.44 (2xA393) 3.68 (2xA393) 3.81 (2xA393) 3.92 (2xA393) 4.02 (2xA393)
A193 A193 A252 A252 A252
3.82 (2xA393) 3.70 (2xA252) 3.58 (A393) 3.47 (A252) 3.36 (A252)
3.60 (2xA393) 3.68 (2xA393) 3.55 (2xA393) 3.45 (2xA252) 3.36 (1xA252)
2.70 (2xA252) 3.40 (2xA393) 3.68 (2xA393) 3.55 (2xA393) 3.43 (2xA393) 3.35 (A393) 3.00 (2xA393) 3.29 (2xA393) 3.55 (2xA393) 3.43 (2xA393) 3.32 (2xA393)
4.24 (2xA393) 4.09 (2xA393) 3.98 (2xA252) 3.85 (2xA252) 3.75 (A252)
3.60 (2xA393) 4.02 (2xA393) 3.95 (2xA393) 3.82 (2xA393) 3.72 (2xA252)
3.01 (2xA393) 3.29 (2xA393) 3.54 (2xA393) 3.68 (2xA393) 3.70 (2xA393)
4.35 (2xA393) 4.52 (2xA393) 4.47 (2xA393) 4.45 (2xA393) 4.34 (2xA252)
3.62 (2xA393) 3.99 (2xA393) 4.39 (2xA393) 4.45 (2xA393) 4.32 (2xA393)
3.04 (2xA393) 3.31 (2xA393) 3.54 (2xA393) 3.67 (2xA393) 3.75 (2xA393)
Concrete Volume 0.2% Mesh * (m /m )
Fire period (Hrs)
Slab Depth (mm)
1.0
140 150 160 170 180 190 200
0.096 0.106 0.116 0.126 0.136 0.146 0.156
A142 A142 A193 A193 A252 A252 A252
1.5
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
2.0
160 170 180 190 200
0.116 0.126 0.136 0.146 0.156
5.0
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.2% for un-propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m ) CATEGORY
C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORIES C C E
DESCRIPTION Congregation Congregation Storage
longer spans
Ribdeck 80 16
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths. NCCI = Non-contradictory, complementary information
Ribdeck 80 Span/load and fire design tables Normal weight concrete
Eurocode
PROPPED CENTRALLY SINGLE SPAN DECK CONTINUOUS SLAB (m) - EC Standard Method 0.9 Gauge Imposed Load (kN/m ) 7.5
1.0 Gauge Imposed Load (kN/m ) 7.5
1.2 Gauge Imposed Load (kN/m ) 7.5
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
1.0
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
A393 A393 A393 2xA252 2xA252 2xA252
5.47 (32) 5.73 (32) 5.65 (20) 5.46 (16) 5.28 (12) 5.11 (10)
5.08 (32) 5.28 (32) 5.47 (32) 5.43 (20) 5.26 (16) 5.09 (16)
4.26 (20) 4.46 (16) 4.61 (16) 4.76 (16) 4.91 (16) 5.07 (16)
5.50 (32) 5.76 (32) 6.02 (32) 6.07 (25) 5.93 (16) 5.74 (16)
5.12 (32) 5.38 (32) 5.63 (32) 5.85 (32) 5.87 (25) 5.72 (20)
4.42 (16) 4.61 (16) 4.79 (16) 4.95 (16) 5.09 (16) 5.24 (16)
5.55 (32) 5.81 (32) 6.07 (32) 6.32 (32) 6.57 (32) 6.71 (32)
5.17 (32) 5.43 (32) 5.68 (32) 5.93 (32) 6.17 (32) 6.43 (32)
4.64 (20) 4.87 (20) 5.07 (20) 5.24 (20) 5.42 (16) 5.59 (16)
1.5
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
A393 A393 A393 2xA252 2xA252 2xA252
5.47 (32) 5.73 (32) 5.65 (20) 5.43 (20) 5.26 (16) 5.09 (16)
5.08 (32) 5.28 (32) 5.47 (32) 5.43 (20) 5.24 (20) 5.07 (20)
4.26 (20) 4.45 (20) 4.61 (20) 4.76 (20) 4.91 (20) 5.06 (20)
5.50 (32) 5.76 (32) 6.02 (32) 6.07 (32) 5.91 (25) 5.72 (20)
5.12 (32) 5.38 (32) 5.63 (32) 5.85 (32) 5.87 (25) 5.72 (20)
4.42 (20) 4.60 (20) 4.76 (20) 4.93 (25) 5.07 (25) 5.22 (25)
5.55 (32) 5.81 (32) 6.07 (32) 6.32 (32) 6.57 (32) 6.71 (32)
5.17 (32) 5.43 (32) 5.68 (32) 5.93 (32) 6.17 (32) 6.43 (32)
4.62 (25) 4.89 (25) 5.06 (25) 5.22 (25) 5.39 (25) 5.57 (25)
2.0
160 170 180 190 200
0.116 0.126 0.136 0.146 0.156
A393 A393 2xA252 2xA252 2xA252
5.73 (32) 5.54 (32) 5.38 (25) 5.21 (25) 5.04 (25)
5.28 (32) 5.47 (32) 5.33 (32) 5.15 (32) 4.98 (25)
4.42 (32) 4.58 (32) 4.72 (32) 4.87 (32) 4.98 (32)
5.76 (32) 6.02 (32) 6.01 (32) 5.81 (32) 5.62 (32)
5.38 (32) 5.63 (32) 5.85 (32) 5.81 (32) 5.62 (32)
4.57 (32) 4.75 (32) 4.91 (32) 5.05 (32) 5.20 (32)
5.81 (32) 6.07 (32) 6.32 (32) 6.57 (32) 6.71 (32)
5.43 (32) 5.68 (32) 5.92 (32) 6.05 (32) 6.35 (32)
4.87 (32) 5.03 (32) 5.16 (32) 5.29 (32) 5.42 (32)
0.4% Mesh * 5.0
10.0
5.0
10.0
5.0
10.0
PROPPED CENTRALLY SINGLE SPAN DECK CONTINUOUS SLAB (m) - UK NCCI Method
5.0
0.9 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.0 Gauge Imposed Load (kN/m ) 7.5
10.0
5.0
1.2 Gauge Imposed Load (kN/m ) 7.5
10.0
A393 A393 A393 2xA252 2xA252 2xA252
4.19 (2xA252) 4.77 (2xA393) 4.83 (2xA393) 4.88 (2xA393) 5.00 (2xA393) 5.10 (2xA393)
3.65 (2xA252) 4.17 (2xA393) 4.24 (2xA393) 4.30 (2xA393) 4.42 (2xA393) 4.72 (2xA393)
3.14 (2xA252) 3.60 (2xA393) 3.67 (2xA393) 3.74 (2xA393) 3.85 (2xA393) 4.12 (2xA393)
4.25 (2xA252) 4.82 (2xA393) 4.88 (2xA393) 4.93 (2xA393) 5.02 (2xA393) 5.34 (2xA393)
3.70 (2xA252) 4.21 (2xA393) 4.28 (2xA393) 4.35 (2xA393) 4.44 (2xA393) 4.73 (2xA393)
3.18 (2xA252) 3.64 (2xA393) 3.71 (2xA393) 3.78 (2xA393) 3.87 (2xA393) 4.13 (2xA393)
4.35 (2xA252) 4.90 (2xA393) 4.97 (2xA393) 5.03 (2xA393) 5.08 (2xA393) 5.44 (2xA393)
3.79 (2xA252) 4.29 (2xA393) 4.37 (2xA393) 4.44 (2xA393) 4.50 (2xA393) 4.74 (2xA393)
3.26 (2xA252) 3.70 (2xA393) 3.78 (2xA393) 3.85 (2xA393) 3.92 (2xA393) 4.15 (2xA393)
0.106 0.116 0.126 0.136 0.146 0.156
A393 A393 A393 2xA252 2xA252 2xA252
3.52 (2xA252) 4.22 (2xA393) 4.40 (2xA393) 4.46 (2xA393) 4.49 (2xA393) 4.52 (2xA393)
3.07 (2xA252) 3.70 (2xA393) 3.87 (2xA393) 3.93 (2xA393) 3.97 (2xA393) 4.01 (2xA393)
2.64 (2xA252) 3.19 (2xA393) 3.35 (2xA393) 3.41 (2xA393) 3.46 (2xA393) 3.51 (2xA393)
3.56 (2xA252) 4.26 (2xA393) 4.44 (2xA393) 4.49 (2xA393) 4.53 (2xA393) 4.56 (2xA393)
3.10 (2xA252) 3.73 (2xA393) 3.90 (2xA393) 3.96 (2xA393) 4.01 (2xA393) 4.05 (2xA393)
2.67 (2xA252) 3.22 (2xA393) 3.38 (2xA393) 3.44 (2xA393) 3.49 (2xA393) 3.54 (2xA393)
3.65 (2xA252) 4.32 (2xA393) 4.50 (2xA393) 4.56 (2xA393) 4.60 (2xA393) 4.63 (2xA393)
3.18 (2xA252) 3.78 (2xA393) 3.96 (2xA393) 4.02 (2xA393) 4.07 (2xA393) 4.11 (2xA393)
2.74 (2xA252) 3.27 (2xA393) 3.43 (2xA393) 3.50 (2xA393) 3.55 (2xA393) 3.60 (2xA393)
0.116 0.126 0.136 0.146 0.156
A393 A393 2xA252 2xA252 2xA252
3.82 (2xA393) 4.06 (2xA393) 4.24 (2xA393) 4.30 (2xA393) 4.32 (2xA393)
3.34 (2xA393) 3.57 (2xA393) 3.73 (2xA393) 3.80 (2xA393) 3.84 (2xA393)
2.89 (2xA393) 3.09 (2xA393) 3.25 (2xA393) 3.31 (2xA393) 3.36 (2xA393)
3.85 (2xA393) 4.09 (2xA393) 4.26 (2xA393) 4.33 (2xA393) 4.35 (2xA393)
3.37(2xA393) 3.59 (2xA393) 3.76 (2xA393) 3.83 (2xA393) 3.87 (2xA393)
2.91 (2xA393) 3.11 (2xA393) 3.27 (2xA393) 3.34 (2xA393) 3.38 (2xA393)
3.90 (2xA393) 4.14 (2xA393) 4.31 (2xA393) 4.38 (2xA393) 4.41 (2xA393)
3.42 (2xA393) 3.64 (2xA393) 3.80 (2xA393) 3.87 (2xA393) 3.91 (2xA393)
2.95 (2xA393) 3.15 (2xA393) 3.31 (2xA393) 3.38 (2xA393) 3.42 (2xA393)
Fire period (Hrs)
Slab Depth (mm)
Concrete Volume (m /m )
1.0
150 160 170 180 190 200
0.106 0.116 0.126 0.136 0.146 0.156
1.5
150 160 170 180 190 200
2.0
160 170 180 190 200
0.4% Mesh *
* In accordance with BS EN 1994-1-1 Clause 9.8.1 (2) - the minimum cross-sectional area of crack control reinforcement above the ribs should not be less than 0.4% for propped construction. In order to maximise the FIRE LIMIT STATE spans, increased mesh sizing is required as specified in the above tables.
LOADING COMBINATION (kN/m ) C
C
E
IMPOSED CEILING & SERV. FINISHES PARTITIONS
3.0 0.5 0.5 1.0
4.0 1.0 1.5 1.0
7.5 1.0 1.5 0.0
TOTAL
5.0
7.5
10.0
CATEGORY
CATEGORIES C C E
Refer to page 7 for notes on the use of these tables Spans indicated above have been based on 150mm beam widths. NCCI = Non-contradictory, complementary information EC = Eurocode
DESCRIPTION Congregation Congregation Storage
17
Resotec is an innovative way to design footfall vibration damping into a building. In the past a great emphasis has been put on countering vibrations through the provision of mass in the structure but with Resotec the building can remain lightweight whilst still benefiting from a low design response factor.
18
www.richardlees.co.uk
The only analysis tool that can predict the damped floor response achievable with Resotec. Providing automatic stud and section design, Compos is the premiere tool for composite analysis and design. Supplied by Oasys Ltd Tel: +44 (0) 191 238 7559 www.oasys-software.com
What is it? Resotec is a thin constrained layer damping membrane that sits between the soffit of the steel decking and parts of the top flange of the steel beams. In these zones there is no mechanical connection between the floor and the ing structure, allowing the two to move independently under the influence of vibration induced excitation.
Where does it go? For maximum effectiveness the Resotec strips are installed on the top flange of a steel beam, extending from each end for approximately one quarter of the length towards the middle of the span. Steel decking can then be laid over the top of the Resotec but it should not be secured down to the beams in any way. Instead fixity is achieved by side lapping and stitching together the sheets to form one continuous membrane.
Composite beams
Design assistance
In a traditional secondary beam design the shear studs are
Engineers are encouraged to consider the use of Resotec
evenly spaced along the length of the beam. With a Resotec
when deg large column free floor areas with lightweight
layer installed there can be no shear studs in the outer quarter
long span beams. Because of the effects Resotec has on the
portion of the beam so a new approach is needed. The result is
placement of shear studs and the design of the ing
a 50% partially composite beam design which is illustrated in
structure it is seldom possible to incorporate Resotec as a
the Bending Moment diagram. Shear studs are installed in the
last minute solution to a footfall vibration issue. Engineers are
middle section of the beam and the design allows for partial
therefore encouraged to consider Resotec in the early stages
interaction between the beam and the slab to be developed
of a building design. Assistance for doing this can be obtained
in this zone only. The bending and shear resistance of the
through the use of COMPOS, part of the OASYS suite of
structure in the outer quarter regions of the beam is that of the
structural design programmes, or through ing Richard
steel section alone with no composite interaction with the slab.
Lees Decking.
16
X 105
50% partially composite beam: BM capacity and demand
14
Strength provided in 100% composite design
12
Effect with Resotec Partially composite
Moment (Nm)
10
Beam strength
8
6
Strength required 2
0
0
5
Length (m)
10
15
19
Shaping the London Skyline 30 St. Mary Axe - The Gherkin
Location: 30 St Mary Axe, London, England, United Kingdom Status: Complete Completion Date: 2004 Height: 180 metres Floor Area: 70,000 square metres Architect: Foster + Partners Steel Contractor: Victor Buyck – Hollandia JV Deck Profile: Ribdeck 80 Widely known throughout the world by the nickname ‘The Gherkin’, 30 St Mary Axe stands at 180 metres tall, making it on completion the second tallest building in the City of London and the sixth tallest in the Greater London region. Thanks to the efficiency of it’s environmentally-conscious design, The Gherkin uses half the power that a similar tower would typically consume, whilst the unique triangulated perimeter structure makes this tall building sufficiently stiff to control wind-excited sways without requiring any additional cross-bracing. The specification of Ribdeck 80 for this project was an integral factor in achieving the ambitious design of this unique building, with its radial steel beam arrangement requiring a decking profile that could span up to 4.75m without any requirement for additional framing or temporary .
20
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Shaping the London Skyline 20 Fenchurch Street Location: 20 Fenchurch Street, London, England, United Kingdom Status: In Construction Completion Date: 2013 Height: 160 metres Floor Area: 83,500 square metres Architect: Rafael Vinoly Steel Contractor: William Hare Deck Profile: Ribdeck E60, Ribdeck 80 & Holorib 20 Fenchurch Street is one of London’s most eagerly anticipated development projects thanks to celebrated architect Rafael Viñoly’s innovative design. The 160m high building flares outwards from its base so that the larger floorplates are to be found at the higher storeys, delivering both impressive architecture and more efficient office space than many of its neighbours. The distinctive shape of the building, has earned it the nick-name, the “Walkie Talkie”. The successful intergration of Ribdeck E60 decking into the scheme was intergral to the rapid erection of the steel frame, which rose at the rate of a floor per week.
21
Shaping the London Skyline Canary Wharf
12
8 7 13
9
6
Location: Isle of Dogs, London, England, United Kingdom Completion Date: Various Height: 235 metres (highest point) Floor Area: See opposite Architect: Various Steel Contractor: Various
Deck Profile: See opposite
22
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Canary Wharf is a large business and shopping development in London, located on the Isle of Dogs in the London Borough of Tower Hamlets, centred on the old West India Docks in the London Docklands. When topped out in 1990, One Canada Square became the UK’s tallest building and a powerful symbol of the regeneration of Docklands, as well as being an imposing architectural presence on the London skyline. During the various phases of construction at Canary Wharf, over 800,000 square metres of Ribdeck profiles were used, testament to the quality of service and the superiority of the profiles supplied over the years.
1
10 11 2
5
4
3
2 1 Canada Square - 147,000 m Ribdeck 60 2 8 Canada Square - 101,700 m2 Ribdeck AL 3 5 Churchill Place - 38,500 m2 Ribdeck E60 4 20 Churchill Place - 38,700 m2 Ribdeck E60 5 25 North Colonnade - 34,000 m2 Ribdeck 60 6 30 South Colonnade - 35,000 m2 Ribdeck 60 7 20 Cabot Square & 10 South Colonnade - 68,000 m2 Ribdeck 60
1
2 25 Cabot Square - 60,000 m Ribdeck 60 9 40 Bank Street - 71,700 m2 Ribdeck AL 10 1 Cabot Square - 65,000 m2 Ribdeck 60 11 10 Cabot Square & 5 North Colonnade - 75,000 m2 Ribdeck 60 12 15 Westferry Circus - 23,500 m2 Ribdeck AL 13 20 Bank Street - 59,300 m2 Ribdeck AL
8
Total decking supplied: 817,400 m2
23
Shaping the London Skyline The Willis Building Location: 51 Lime Street, London, England, United Kingdom Status: Complete
Floor Area: 51,000 square metres Architect: Foster + Partners
Completion Date: 2007
Steel Contractor: William Hare
Height: 125 metres
Deck Profile: Ribdeck 80
The Willis Building stands opposite the famous Lloyd’s building in the heart of the City of London. The building features an iconic “stepped” design, which was intended to resemble the shell of a crustacean, with setbacks rising at 97 and 68 metres respectively. Constructed between 2004 and 2007, it was a significant addition to the London skyline, becoming the third tallest building in the City after 30 St Mary Axe and CityPoint. The core was topped out in July 2006, with Ribdeck 80 specified throughout the structure primarily due to its excellent load carrying properties and unrivalled ability to carry long unpropped spans. The Willis Building was the first in a wave of new skyscrapers planned for the area.
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Architectural Impact Across the UK Civil Justice Centre, Manchester Location: Spinningfields, Manchester, England, United Kingdom Status: Complete Completion Date: 2007 Height: 80 metres Floor Area: 35,160 square metres Architect: Denton Corker Marshall Steel Contractor: William Hare Deck Profile: Holorib This distinctive building is widely recognisable for the ‘fingers’ at each end that are cantilevered over the lower levels it is rumoured that architect Barrie Marshall sketched the entire building by hand and that very little has deviated from his original drawings. On the west side of the building is an imposing 11,000 m2 suspended glass wall -the largest in Europe. The specification of Holorib throughout the building was an important factor in minimising the construction depth of the floor slab to suit the architect’s vision of the slender form of the ‘finger’ protrusions at each end of the building.
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Architectural Impact Across the UK Spinnaker Tower, Portsmouth Location: Portsmouth Harbour, Portsmouth, United Kingdom Status: Complete Completion Date: 2005 Height: 170 metres Floor Area: 1,600 square metres Architect: HGP Architects Steel Contractor: Butterley Deck Profile: Ribdeck 80
The Spinnaker Tower is the centrepiece of the redevelopment of Portsmouth Harbour, and was chosen by Portsmouth residents from a selection of concept designs. The tower reflects Portsmouth’s maritime history, representing sails billowing in the wind – a design accomplished using two large, sweeping steel arcs. An imposing and stunning addition to the Portsmouth horizon, Spinnaker Tower is the tallest accessible structure in the United Kingdom outside London, with three observation platforms constructed from Ribdeck 80 affording glorious views of up to 23 miles.
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Architectural Impact Across the UK The Curve, Leicester Performing Arts Centre Location: Rutland Street, Leicester, England, United Kingdom Status: Complete Completion Date: 2008 Floor Area: 2,600 square metres Architect: Rafael Vinoly Steel Contractor: William Hare Deck Profile: Ribdeck 80
Based on the redeveloped Cultural Quarter in Leicester City Centre, the Curve Theatre opened in Autumn 2008 and is one of the main flagship projects in the regeneration of the city. This ambitious and innovative design has complete architectural transparency, with the weight of the structure suspended from the roof of the building. The long spanning capacity of Ribdeck 80 allowed the number of steel in the structure to be kept to a minimum, emphasising the light and airy form of the structure.
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Guidance Notes for Design and Fixing Design General
28
Professional pages 30-32 fixing
Construction Loading
28
Installation Service
30
Forming Openings
34
Permanent Loading
28
Health & Safety
30
Cleaning the Decking
34
Reinforcement
28
Fall Arrest
30
Deflection
28
Fixing and Securing
31
Temporary
29
Cartridge Tools
31
Concrete placement
Durability
29
Site Testing
31
Full Lateral Restraint
29
Edge Trim
31
Diaphragm Action
29
Cantilevered Deck and Trim
32
Composite Beams
29
Decking on Shelf Angles
Perimeter Beams
29
Transverse Reinforcement
29
Shear Studs
29
Reference Literature
29
Concrete Encased Perimeter Steel Beams
Delivery
pages 28-29
Prior to concrete page 34 placement
page 34
Temporary Props
34
Construction ts
34
Placing and Compacting
34
32
Curing
34
Decking Around Columns
32
Minimising Concrete Loss
32
Composite floor slab
32
page 30
Shear studs
page 33
Delivery, Transportation and Access 30
Spacing of Shear Studs
33
Identification
30
Preparation of Steel Flanges
33
Lifting and Storage
30
Stud Installation Equipment
33
Installation and Testing
33
page 35
Soffit Fixings
35
Holowedge and Wedge Nut
35
Alphawedge
35
GOOD PRACTICE: These guidance notes have been developed by RLD during our many years in the Steel Decking Industry. Whilst every effort has been made to ensure that they are comprehensive, we would refer you to the BCSA publication No 37/04 – BCSA Code of Practice for Metal Decking and Stud Welding – for further guidance. These notes should also be read in conjunction with the prevailing national design guidance and health and safety legislation.
Design General
RLD’s structural decking can be used as permanent shuttering to an in situ concrete topping, or as both shuttering and tensile reinforcement to form what is referred to as a composite floor slab. Composite floor slabs form the most frequent application and these are designed to the currently applicable design codes (principally BS EN 1994-1-1). A slab design appropriate to the required application can be selected by a suitably qualified person from reference to either RLD’s span/load tables or using Deckspan software, both of which are available free of charge at www.richardlees.co.uk. When decking is used as permanent shuttering only it is the responsibility of the Project Structural Design Engineer to specify all the slab reinforcement necessary to the permanent loads, ignoring any contribution from the decking profile.
Construction Loading
The RLD design span/load tables generally make allowance for a temporary construction live load of 1.5kN/m2 in addition to the wet weight of concrete. This should not be exceeded without consultation with the RLD Technical Advisory Service. The heaping of concrete during placement should be avoided. In the unpropped condition it is normally the construction stage that governs the allowable spans shown in the tables.
Construction Loading after Initial Concrete Set
The slab strength will generally have been specified by the Project Structural Design Engineer on the basis of of long-term loads consistent with the building’s intended use. In the temporary condition, construction loads from plant used for erecting steelwork or from materials stored for following trades may constitute a more onerous design condition and should be referred back to the Project Structural Design Engineer for assessment.
Permanent Loading
The self weight of the slab has been taken into in the design process and need not be included in the imposed loads indicated in the span/load tables. The Project Structural Design Engineer should sum all predominantly uniform applied live, partition, finishes
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and loads when reading from these tables. Any walls other than lightweight partitions should be considered separately as either line or concentrated loads, and specific calculations should be made to check the adequacy of the selected slab to them.
Reinforcement In all circumstances appropriate crack control and distribution reinforcement should be provided within the slab and this can be in the form of a wire-welded mesh or, in certain situations, as macro fibres. This reinforcement may also be sufficient to provide the necessary fire resistance for the slab and this can be checked by reference to the RLD tables for the Fire Design Methods, available in literature on the RLD website. Where the design criteria are not covered by the tables, then reinforcing bars, positioned in the decking troughs, will be required, the exact quantity being determined using RLD’s Deckspan software. Decking can only contribute to the transverse shear reinforcement for the distribution of longitudinal shear forces in composite beams when it is spanning perpendicular to the beam. In addition it should either be continuous across the beam, or the beam flange be wide enough to allow effective anchorage of the deck using shear studs welded in a staggered pattern. Additional reinforcement may also be required to comply with building or other regulations and it is the customer’s responsibility to ensure that the necessary design checks and approvals have been granted.
Deflection Decking will deflect under the weight of wet concrete as it is placed. The design process takes of this deflection and limits it in accordance with the relevant code of practice. The additional weight of concrete due to this deflection is factored into this and all subsequent calculations. No is taken in RLD’s tables or software for any deflection of the ing steel frame. Those responsible for the placement of the concrete should be made aware of all expected deflections when assessing concrete volumes and finishing techniques.
As examples, values for lateral restraint with 0.9mm thickness
L=Span Slab Depth
Decking Props placed in accordance with span/load tables
Continuous ing timber propped at 1m centres along its length Slab depth (mm)
Runner Size
Span ‘L’ (m)
Depth
Width
decking are: a) with nails at 333mm centres at sheet ends X-ENP-19 L15 = 8.10 kN/m DAK 16 = 2.40 kN/m b) with nails at 666mm centres at intermediate X-ENP-19 L15 = 4.05 kN/m DAK 16 = 1.20 kN/m
Diaphragm Action Guidance on diaphragm action of steel decking during construction can be obtained from BS EN 1993-1-3. cl. 10.3 and by reference to ECCS publication No. 88.
120
3.25
175mm
50mm
Composite Beams
130
3.75
200mm
50mm
150
4.25
225mm
50mm
200
4.75
225mm
75mm
Guidance on the design of composite beams is given in BS EN 1994-1-1. Within the design there is a requirement for the provision of transfer of horizontal shear forces between the steel beam and the concrete slab. This is commonly achieved with the use of headed shear studs welded through the decking s to the underlying beam top flange.
ABOVE DATA OFFERED AS A GUIDE ONLY TO SIZE OF TIMBER RUNNER
Temporary Temporary may sometimes be necessary to sustain the dead weight of wet concrete and any other construction loads. General guidance is provided by RLD in the form of span/load tables and Deckspan software and, where provided, on project specific installation layout drawings and design calculations. The Project Structural Design Engineer may also specify temporary propping in situations where tighter control on deflections is deemed necessary. The design and safe installation of temporary s, including any bracing necessary, is the responsibility of the Project Structural Design Engineer. There should be continuous sole and header plates across the full width of every propped bay and the system should be installed so as to ensure zero deflection of the deck at propped points prior to concrete placement. The header plate should offer a wide area of so as not to locally compromise the structural integrity or the appearance of the decking. Except where specifically advised by RLD’s Technical Department, all temporary props to uned slab edges are to be fully in place prior to installation of the edge trim or decking. The same condition also applies to internal props meeting the conditions set out in Table 1.
The Project Structural Design Engineer should ensure that sufficient studs can be welded within the confines of the metal decking troughs to achieve the required degree of shear connection. In particular it is important to avoid the specification of beams with top flanges that are too thin and/or too narrow to accept off-centre welded studs. (Refer to Shear Studs section for further guidance -page 33).
Perimeter Beams
Profile
Span
If perimeter beams, and beams adjacent to internal slab openings, are to be designed as composite ‘L’ beams, then the edge of the slab should extend a minimum distance of 6 times the stud diameter beyond the beam centreline. In most cases this will equate to a minimum distance of 114mm. If this condition is satisfied but does not exceed 300mm, then reinforcement should be specified in the form of ‘U’ bars detailed below the heads of the studs. If the edge distance exceeds 300mm, then the composite beam may be designed as an internal beam (albeit with reduced effective composite flange width) and reinforcement added as required to satisfy longitudinal shear transmission rules.
Holorib
>= 4.0 m
Transverse Reinforcement The concrete flange of a composite beam is subjected to splitting forces and these may be resisted in part by contributions from the concrete, decking, top mesh and any additional steel bars crossing the beam perpendicular to the span direction. Any contribution from the decking should only be considered where the decking spans onto the beam and is either continuous across or is securely anchored to it with through deck welded shear studs. The decking contribution should be ignored where it spans parallel to the composite beam being considered. Any shortfall in transverse shear resistance is normally compensated for by the design and inclusion of additional reinforcement bars.
Ribdeck E60
>= 4.0 m
Ribdeck S60
>= 4.0 m
Ribdeck 80
>= 4.5 m
Table 1: Lower Limit for Pre-installation of Temporary s. Temporary s should remain in place until the concrete has reached a minimum of 70% of its characteristic strength.
Durability Decking is produced from galvanised steel strip to BS EN 10346 with a standard Z275 coating. When used in a dry and unpolluted environment, such as is the case in the majority of offices, warehouses, hospitals, and schools etc, a design ‘life to first maintenance’ of 20 - 50 years can be expected. Recent documented research would suggest that the predicted performance is likely to approach the higher end of this range.
Full Lateral Restraint Guidance on lateral stability of beams can be obtained from SCI publication 360. Positive connection between the composite floor slab and the compression flange of a steel beam may be achieved using either X-ENP-19 L15 or DAK 16 nails. These nails are capable of resisting lateral forces as required by BS EN 1993-1-1, with safe working loads per nail indicated for differing sheet thicknesses in Table 2. Deck Thickness (mm)
X-ENP-19 L15 Shear (kN)
DAK 16 Shear (kN)
0.8
2.3
0.8
0.9
2.7
0.8
1.0
3.0
0.8
1.1
3.5
0.8
1.2
4.0
0.8
Shear Studs Shear studs are manufactured from low carbon steel with minimum values of yield point of 350 N/mm2, ultimate tensile strength 450 N/mm2, and elongation 15%. The studs should be headed and for through deck welding they should be specified with a shank diameter of 19mm. Studs should protrude a minimum of 35mm above the shoulder of the decking profile and the covering of concrete over the head of the stud should be a minimum of 15mm. The shear capacity of headed studs embedded in solid concrete is calculated in accordance with BS EN 1994-1-1 cl. 6.6. In composite slabs the studs may be affected by the proximity of the webs of the steel decking sheet and their capacity may be reduced. Refer to BS EN 1994-1-1 cl. 6.6 for reduction factor formulae.
Reference Literature • MCRMA Technical Paper 13 / SCI Publication P300: Composite Slabs and Beams Using Steel Decking: Best Practice for Design and Construction. • BCSA Publication 37/04: Code of Practice for Metal Decking and Stud Welding. • BS EN 1994-1-1 Eurocode 4: Design of composite steel and concrete structures.
Table 2: Safe Working Load per Nail
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Delivery Delivery, Transportation and Access
Identification
Loads are normally delivered by articulated vehicles of approximately 16 metres in length and with maximum gross weights of up to 36 tonnes. Decking will normally be delivered in full loads. Suitable access to and from unloading points on sites must be provided and maintained by the client. Delivery vehicles have a maximum unloading time of 2 hours. Unless otherwise agreed in writing before delivery, offloading and lifting to level and position is the responsibility of the customer.
Where appropriate, bundles will be marked to correspond with RLD layout drawings, with a bundle label identifying the product, the site, and a schedule reference code.
Deck
Width (mm)
Height (mm)
Holorib
680
Ribdeck E60
1020
525 175
Ribdeck S60
620
350
Ribdeck 80
620
350
Table 3: Approximate Maximum Sizes of Bundles Bundle length will depend on decking lengths. Export/shipped bundles may differ – please ask for details. Lengths of decking manufactured in accordance with RLD layout drawings or customer schedules are normally consolidated into compact, banded bundles as shown in Table 3. These bundles may weigh up to 1.5 tonnes and cover an effective area up to 100 square metres when laid, depending on the profile, gauge and length of the s being delivered. Table 4 gives the mass per linear metre (kg/m) of each profile and gauge to assist in the calculation of individual bundle weights.
Deck
Gauge of Steel 0.9
1.0
1.2
Holorib
8.0
8.7
10.4
Ribdeck E60
9.3
10.3
12.3
Ribdeck S60
6.3
7.0
8.4
Ribdeck 80
6.7
8.0
9.2
Table 4: Mass of Deck s (kg/m) The maximum sheet length on a particular project could be governed by one or more of the following: manual handling limitations, configuration, transportation and access for loading deck bundles onto the steel frame.
installation Health and Safety Decking is manufactured to ISO 9001 from high yield steel coated with zinc and may be covered with a soluble protective lubricant which does not adversely affect performance. The sheets will have sharp edges and corners. COSHH data sheets are available for all hazards/activities associated with the handling and fixing of RLD decking.
Fall Arrest It is recommended that appropriate fall arrest systems are used. Generally safety netting is advised for steel-framed structures; air bags or similar for other structures. Details of the appropriate fall arrest system, together with a risk assessment covering the safety system installation method, should be included in the detailed installation method statement prepared by the decking installer prior to commencement of work.
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Lifting and Storage The customer should arrange for bundles to be lifted using two double wrapped chains, with care taken to avoid excessive pressure across the sheets. Careless use of the slings can cause s to buckle. Under no circumstances should the bundles or sheets be removed from delivery vehicles by tipping, barring or similar means. Bundles should be lifted directly from the delivery vehicle and placed on the building framework at the correct level and in positions appropriate for installation. Generally one bundle of decking will be positioned in each steelwork bay. The sides of the bundles are identified with paint splashes and these marked sides must all face away from the appropriate set out point. Care must be taken to avoid local overloading of the structure. Except in situations where fixing is contracted to RLD, it is the customer who is responsible for the safe execution of the works. All s, installers and persons working in the proximity of the decking should be made familiar with the recommendations in this section.
Fixing and Securing
Cartridge Nails
Prior to the commencement of installation of the decking the ing structure must be in a sound and stable condition. Steelwork must be adequately restrained and for the decking must be provided around columns, splices, openings and other penetrations. Brickwork, blockwork and concrete s must be adequately cured.
The nails are suitable for fastening decking and edge trim to structural steelwork up to 630 Rm N/mm2 and a minimum thickness of 6mm. Technical advice on the use of these tools can be obtained from Hilti Technical Advisory Service, Manchester (Freephone 0800 886 100, e-mail [email protected], web www.hilti.com).
Steelwork
Concrete
Other Materials (incl. Brick and Block)
50mm
70mm
70mm
Table 5: Minimum Bearing Requirements for Decking Decking MUST be suitably secured to avoid excessive deflection or dislodgement during construction. The fixings should be placed at 333mm maximum spacing at ends and 667mm maximum spacing on intermediate s. No pedestrian access to the installed decking should be permitted until it has been securely fixed to the ing structure and access is recommended to be limited to essential construction personnel once installation is complete. In the case of a steel structure, low power powder-actuated fastenings such as Hilti X-ENP-19 L15 can be used with the DX 76 fastening tool to make this connection. In situations where shear studs are subsequently to be welded through the decking, a lighter gauge nail such as Hilti X-DAK 16 can be used with the DX 460 or DX 36 cartridge tools at the discretion of the Project Structural Design Engineer. Alternatives to Hilti nails are available through companies such as Spit, or decking can be secured to steelwork using self-tapping screws. Decking may be secured to brickwork, blockwork and concrete s provided that the top surface is flat and level and that the top course of bricks or blocks are of solid construction. Special masonry fixings, such as the Hilti HPS-1 Hammer Screw and Hilti X-SW Soft Washer Fastener can be considered, but in all instances it is recommended that the decking installer refers to the fixing manufacturer’s recommendations for the system to be used. Decking may be cut on site to accommodate notching around obstructions such as columns but this may affect the design of the sheet and its spanning capability. In such situations special consideration should be given as to the adequacy and completeness of bearings and to the spanning capability of cut sheets, adjacent sheets and the finished floor slab. A petrol-driven disc cutter is the preferred method for cutting deck sheets and edge trim on site. It is recommended that all profiles are seam-stitched at regular intervals along their length using self-tapping screws. Care should be taken to ensure that the seam stitch screws effectively penetrate and engage with the under-lapping deck sheet. Holorib Ribdeck E60 Ribdeck S60 Ribdeck 80 1.0m 1.0 m 1.0 m 1.0 m Table 6: Maximum Spacing of Seam Stitch Screws Note: The guidance given here applies to the shallow deck range of profiles supplied by RLD. Separate guidance should be sought on the safe installation of deep deck profile CF225.
Alternative tools and fixings can be obtained from Spit (tel: 0800 731 4924, e-mail [email protected], web www.itw.co.uk).
Site Testing Once nails have been installed, the effectiveness of the fixing can be determined by comparing appearance of the installed nail with guidance diagrams and other information in the manufacturer’s literature.
Edge Trim
Decking
Restraint Strap
Edge Trim
Galvanised steel edge trim is not a structural component. It is used only as permanent formwork Typical Edge Detail 1 to retain the wet concrete 600mm slabs, avoiding the need maximum for timber shuttering. It is normally supplied in Edge Trim Restraint Strap galvanised steel 3m lengths but may be in permanent Decking edge formwork 2.5m lengths if obtained directly from our stock depots. Thicknesses, or Brick, block, Typical Edge gauges, are usually 0.9mm masonry, concrete Detail 2 or steel s or 1.2mm, but can be up to 2mm when needed. Edge minimum trim is supplied complete 6 x stud dia. with restraint strapping in Shear Stud lengths to be cut to suit Edge Trim (when used) on site. Fixing screws are only provided when RLD is Decking carrying out installation. SEE Typical Edge Edge trim can be secured to TABLE 7 Detail 3 the end of a decking sheet using self-tapping screws (see detail 1) or to the main structure using the same fixings as used for securing the decking (details 2 & 3). Fixings to the top flange are normally made at each end of the edge trim sheet and at no more than 600mm centres along its length. Edge trim is delivered to site in straight lengths and is cut to suit on site. To approximate a curve, the edge trim can be cut on site to form a facetted face and the frequency of fixings may need to be increased accordingly. Restraint straps are used to control the outward deflection of the edge trim under pressure from the wet concrete and should generally be installed at no more than 600mm centres and at an angle no steeper than 45o.
Cartridge Tools Hilti cartridge tools are commonly used to install X-ENP-19-L15 and X-DAK 16 nails. No external power source is required. These tools should be used only by suitablytrained personnel in accordance with manufacturer’s instructions. When detailing steelwork for the of metal decking sheets, consideration should be given to the physical dimensions of the cartridge tool, which must be held perpendicular to the fixing surface and will experience a re-coil effect on firing.
DX-750 Cartridge Tool
Approx. Dims. 450mm x 70 - 110mm wide
Typical dimensions to show clearance/access required for use of tool
WARNING: Steel decking is a structural element of the construction and should always be installed by a competent contractor to avoid adverse effects on following trades. As a minimum requirement, valid CSCS cards for steel decking and/ or stud welding should be held by all workers involved in the installation of these products.
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Cantilevered Deck and Trim
Decking Around Columns
Special consideration should be given to cantilevers. Guidance is given here on the use of both decking and edge trim as cantilevered shuttering. It is the responsibility of the Project Structural Design Engineer to assess whether any additional reinforcement is required to enable the finished floor slab to carry the design imposed loads. In the direction of span of the decking sheets, a maximum cantilever distance of 600mm is recommended. This limit is based on health & safety considerations and is not affected by the gauge or profile of decking, or the depth of concrete to be poured. It is important that the back span of the decking sheet is securely anchored at no more than the recommended maximum spacing for end and intermediate s respectively. Uned side cantilevers of decking are NOT permitted in any circumstances. Edge trim cantilevers are measured from the toe of the beam flange. The maximum cantilever length permitted varies with concrete depth to be poured and with gauge of edge trim. When cantilevering edge trim to the distances shown in Table 7, the maximum spacing of the restraint straps and fixings to the beam top flange should follow the guidelines given previously for non-cantilevered edge trim.
Decking should be cut on site to fit into the webs of columns that penetrate the floor plate. Where there are no beams available as s, and where column penetrations exceed 250mm in width, the steel frame supplier should provide additional (such as welded on angle brackets) in the web of the column.
Overall Slab Depth 130 150 200 250 300 350
Minimising Concrete Loss
Deck End Deck Side From Beam Centreline Any Gauge 600 0 600 0 600 0 600 0 600 0 600 0
Edge Trim From Toe of Beam 0.9 1.2 1.6 2.0 100 125 160 195 50 115 150 185 n/a 100 130 160 n/a 50 100 135 n/a n/a 50 100 n/a n/a n/a 50
Table 7: Maximum Cantilever Distances For conditions outside of the scope of Table 7, permanent s or temporary propping may be required. Please refer to the RLD Technical Department for further guidance.
Decking on Shelf Angles Where decking is required to be ed on shelf angles, the following checks are made to ensure it is physically possible to place s of sufficient length to achieve 50mm minimum end bearings. Similar arrangements are necessary where the decking s sit on the bottom flanges of steelwork. lmin = Lclear + 2 x 50mm lmax = Lcc –B / 2 - Tw / 2 - 20mm [- Trsa if angle leg upwards] Where: lmin is the minimum allowable sheet length lmax is the maximum allowable sheet length Lclear is the clear distance between toes of shelf angles Lcc is the centre to centre spacing of the beams B is the smaller of the two flange widths Tw is the web thickness of the other beam Trsa is the thickness of the vertical leg of the shelf angle B
Decking Details at a Column Web
Wherever possible, decking sheets are butt ted with ribs lined through. Gaps up to 5mm in width can be tolerated without significant leakage of concrete over the top flange of the beams. Gaps greater than 5mm should be sealed using a method such as adhesive tape or expanding foam. At the building perimeter the decking should either continue out to butt up against the edge trim or be sealed using a 0.7mm gauge galvanised steel or plastic closure plate or preformed polystyrene inserts. For the treatment of side lap 0.7mm Closure Plate Decking ts of decking refer to the earlier section on seam stitching requirements. Where the decking changes Galvanised Steel direction of span it may be Closure Plates necessary to stitch the edge of the last sheet to the ing beam and seal off the ends of the perpendicularly-spanning sheets with closure plates or preformed polystyrene inserts.
Concrete Encased Perimeter Steel Beams Concrete encasement may be specified as part of the fire resistant design of perimeter steel . The preferred method of construction is for concrete encasement to be carried out off site prior to erection of the steel frame. If the encasement only extends to the top of the steel beam, then metal decking installation can proceed as normal. In situations where pre-encasement is not practical, the following solution is offered for Holorib floor slabs only. The Holorib decking should be fitted to the perimeter steel beams as normal to provide a working platform and then cut back to the line of the shuttering once it has been installed around the beam. The Project Structural Design Engineer should check that the shuttering system has been designed to the decking and subsequent weight of wet concrete, and if not, to specify the inclusion of an adequate temporary propping system as indicated in the diagram. Crack Control Reinforcement by others
Lcc
Nominal Cover
Hairpin Tie Bars by others
Trsa Lclear Tw
Holorib Re-entrant Decking ing Timber and Temporary Prop
The shelf angles are structural s and the Project Structural Design Engineer should ensure that they are fit for purpose. In addition it is important that the angles project a minimum of 50 mm beyond the top flange of the steel beam to enable a cartridge tool or similar to be used to secure the decking to the ing structure.
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Wrapping Fabric by others Timber Formwork
A sufficient quantity of hairpin tie bars, as determined by the Project Structural Design Engineer, should be positioned in each trough of the Holorib decking prior to placement of the concrete.
Shear Studs Shear studs are normally welded through the decking to the top flange of the steel beam. To avoid burn through of the beam flange the studs should be welded directly above the web (on the beam centreline) or the flange should have a minimum thickness of 0.4 times the shank diameter (0.4 d = 7.6mm generally). It is preferable to limit the number of studs to a maximum of 2 per trough, wherever possible. As the number of studs increases beyond this limit, the decking becomes more susceptible to localised heat warping and weld splatter can interfere with subsequent welds. An alternative to welded shear studs is the Hilti X-HVB shear connector. These connectors are ‘L’ shaped galvanised steel sections that are secured to the steel beam flange using the Hilti DX 76 powder actuated tool. The mechanical properties of the HVB connectors are different to those of welded studs and a substitution should not be made without the consent of the Project Structural Design Engineer. A greater number of X-HVB connectors are needed to provide the same degree of shear connection as when using welded studs, and particular attention should be paid to the space available for placing these within the confines of a steel decking profile. Guidance and Assistance on the application of the HVB system is available from Hilti (tel: 0800 886100).
Spacing of Shear Studs In order to maintain effective shear connection, both maximum and minimum spacings are defined for the studs. The maximum longitudinal spacing is defined to prevent localised vertical separation of the slab from the beam. Minimum spacings are defined to ensure that each stud is adequately embedded in concrete and that concentrations of compressive force do not occur as a result of overlapping zones of influence around adjacent studs.
Minimum Spacing Single Studs
Minimum Spacing Studs in Pairs
4d (76mm) 5d (95mm)
Minimum Spacing Staggered Studs
Maximum Spacing
5d )
m
5m
(9
3d (57mm) 600 or 4DS
4d (76mm)
35 d
Stud Installation Equipment The preferred method for welding shear studs is through the use of mains power. This provides a quiet, clean and environmentallyfriendly option. The supply should be 3 phase with 415 V / 150 A per phase. The welding convertor, measuring 0.5m cubed and weighing 0.5 tonne, is connected to this supply through a watertight 150 amp plug and socket. 80m (cable) maximum
7.5m maximum
Where access for the welding rig to within 7.5m of the frame is restricted, a steel section may be welded to the frame and extended to a position from which the 7.5m access rule may be applied. This steel section should, as a minimum, be a steel plate measuring 100 x 10mm. In situations where access for the mobile rig is restricted and mains power is not available, a static generator can be provided. This 200 KVA generator is housed in a unit measuring 3m long, 2m wide and 2m high and with a gross weight of 5 tonnes. This unit will emit diesel fumes when in operation and should be positioned on the structure in a well-ventilated area which is verified as suitable for this purpose by the Project Structural Design Engineer. Consideration should also be given to the method of safely re-fuelling the unit and to the safe storage of fuel in a bunded diesel bowser on the site.
Installation and Testing Welded shear studs should be installed and tested in accordance with BS EN 14555, the recommendations of the manufacturers of the welding equipment and studs, and the project specific design and layout.
15
DS
20
Studs on Centreline
7.6mm
Studs Offset
The studs should not be welded closer than 20mm clear distance from the edge of the top flange
Preparation of Steel Flanges Any impurities present at the welding interface will lead to a decrease in weld quality. RLD profiles are formed from steel with a Z275 galvanised coating and the through deck welding process can be successfully applied to this material provided that the top flange of the steel beam is not primed, painted or galvanised and is also free from dirt, grease and loose rust. Light rusting that occurs after shot blasting is acceptable. In the welding zone, the decking should fit closely against the beam top flange, a condition that can generally be assured by the installer at the time of welding.
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PRIOR TO CONCRETE PLACEMENT Forming Openings The following guidelines are offered for forming openings in a slab. It is the responsibility of the Project Structural Design Engineer to ensure the slab will be adequate to the design imposed loads after the formation of any openings. RLD’s responsibilities exclude the design, supply or installation of any framing or reinforcement and the boxing out of decking to form openings. Openings can be classified in of the width measured perpendicular to the span of the decking: 1) Up to 300mm wide – No special treatment is required. The opening should be boxed out and the decking only cut out using a reciprocating saw or nibbler when the slab has cured. 2) Between 300mm and 700mm wide – The opening should be formed as above but additional reinforcement bars should be designed and added as necessary to spread the load laterally around the opening, supplement the slab strength immediately parallel to the opening, and control crack widths at corners. 3) Over 700mm wide – Structural trimming steel should be added to the framing arrangement before the decking is installed. Health and Safety note: Due consideration should be given to the means of providing protection against falls and accidental age through of materials at whatever stage openings are formed in the slab. One method that can be used is to provide a temporary cover to the opening using unconcreted decking secured to a special edge trim.
Timber Formwork Deck over Void
The three size categories, outlined here, relate to isolated openings. If openings are grouped such that a gap of less than 1.5 times the width of the largest opening exists between them, then consideration should be given to the combined width.
Cleaning the Decking It is recommended that any debris on the decking be removed by the contractor after all reinforcement has been positioned and openings boxed out and immediately prior to concreting. Slight surface grease or oil residue from the decking manufacturing process does not affect the design bond strength between decking and concrete and therefore need not be removed. Any residual ceramic ferrule fragments left over after breaking them away from the welded shear studs can be left distributed over the decking surface and lost within the concrete pour.
CONCRETE PLACEMENT Temporary Props
Placing and Compacting
Immediately prior to concrete placement, it is recommended that checks are made to ensure that temporary propping is installed: a) where indicated on RLD drawings if supplied under the contract; b) where shown to be required on RLD standard span/load tables; c) where indicated on project specific design calculations. Care should be taken not to over-jack these props whilst ensuring that the prop header is in continuous and level with the deck soffit. The propping system should extend to the full width of the bay and be left in place for a minimum of 14 days after the concrete has been placed to ensure that sufficient shear bond resistance is developed.
Care should be taken when concreting in extremes of temperature. If the air temperature falls below 4oC, then the concrete should be 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 72 hours after placement. In hot weather the concrete temperature when deposited should not exceed 32oC and measures should be taken to prevent drying out of the surface before any curing protection can be applied. Where possible the concrete should be pumped or discharged from a skip in a controlled manner over an intermediate beam of a multiple span sheet and spread evenly into the adjacent spans. For single span slabs and in situations where the concrete must be discharged directly on to the span, care should be taken not to allow the concrete to fall from a height exceeding 1.0m nor for heaping to a depth significantly in excess of the design slab depth. Work should progress transversely across each bay in a direction such that the lap ts are approached from the side of the overlapping sheet. If the workability of the concrete is too low, then it will not be possible to achieve full compaction and an acceptable finish. Advice should be obtained from the concrete supplier on any measures to be taken to recover the workability of the mix. Under no circumstances should water be added to the concrete after it has left the batching plant. The concrete should be compacted using a power driven beam or plate vibrator. Immersion vibrators should not be used. Care should be taken to avoid over-vibration as this could cause segregation of the mix, leakage through deck ts, and surface laitance.
Construction ts Continuous concrete pours in excess of 1,000m2 can be achieved on composite floor slabs. If the limits of the pour do not coincide with permanent slab edges, a construction t should be formed. The construction t should wherever possible be positioned over permanent s at the ends of decking s, not over intermediate s which would result in only one span of a multiple span sheet receiving concrete. Where it is not possible to have the construction t at a sheet end, it should be positioned such that no more than 1/3 of the final span is left unconcreted.
Concrete
Decking
Construction t Preferred Location
Permanent s
Construction t Alternative Location
Max 1/3rd Span
Decking Butt ted Span
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Curing Decking Butt ted
Concrete should be protected from the harmful effects of sun, wind, cold and rain during the first stage of hardening. The protection should be applied as soon as possible after placing the concrete and be designed to prevent surface drying for a minimum of 7 days. No concrete should be disturbed for at least 24 hours after placing.
COMPOSITE FLOOR SLAB Loading of the composite floor slab to its full design load should only take place once the concrete has reached its target strength. Early loading of the slab can have detrimental effects on the long-term strength and load-bearing capacity of the structure. The use of the floor slab for storage of materials or as a working platform for further erection of the structure should only be attempted with the prior approval of the Project Structural Design Engineer.
Soffit Fixings
The wedges are designed to act as vertical anchors only and should not be used as nuts. To avoid local overloading of the floor slab the wedges should not be closely grouped, a nominal 600 mm grid being recommended as a minimum. Design advice for closer groupings should be obtained from the Project Structural Design Engineer or from RLD Technical Department. Dynamic loads should NOT be ed by wedge fixings. Proprietary anchors can be embedded in the slab and used as directed by the manufacturer and where approved by the Project Structural Design Engineer.
The Holorib and Ribdeck ranges of steel decking allow the suspension of lightweight services and fixtures from removable wedge-shaped fixings. It is important that the correct wedge fixing and decking are paired together and that the wedges are not inserted into lap ts. Table 8 shows the options available, together with the safe static working load that can be suspended from each fixing when attached to a fully cured composite floor slab.
Profile
Wedge Type
Holorib Ribdeck E60 Ribdeck S60 Ribdeck 80
Thread Size Safe Static (mm) Working Load (kg)
Holowedge Alphawedge Wedge Nut Wedge Nut
4 6, 8, 10 6, 8, 10 6, 8, 10 6, 8, 10
150 200 100 100 100
Table 8: Safe Static Working Loads
Installation Procedure: 1) Ensure that the correct wedge is selected. 2) Thread wedge onto the required bolt or rod. 3) Insert wedge in to dovetail rib from below and rotate through 90o so that the sloped faces of the wedge bear on the decking ribs. 4) The bolt or rod should then be finger tightened up to the roof of the dovetail or to a washer set against the soffit of the decking. 5) Use mechanical tightening to finish.
Alphawedge The Alphawedge suspension fixing is available from Lindapter International Ltd (tel: 01274 521444, email [email protected], web www.lindapter.com). It is designed for use with all gauges of Ribdeck E60. Guidance on the use of Alphawedge fixings is available from Lindapter International Ltd.
Deckspan Design Software for Holorib, Ribdeck E60, Ribdeck S60, Ribdeck 80, available to free of charge at www.richardlees.co.uk
Wedge correctly inserted and bolt/rod tightened against top of dovetail rib
Alternative fitting with washer or plate tightened against soffit
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Deckspan Design Software for Holorib, Ribdeck E60, Ribdeck S60 and Ribdeck 80 available to free of charge at www.richardlees.co.uk
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Our partners... Supplied by Oasys Ltd Tel: +44 (0) 191 238 7559 www.oasys-software.com
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Richard Lees Decking Limited Brandlesholme House, Brandlesholme Road, Bury, Greater Manchester, BL8 1JJ Tel: +44 (0) 161 609 0455 www.richardlees.co.uk Email: [email protected]
Content copyright Richard Lees Decking Ltd and liable to change without notice. Trademarks acknowledged. TM1 04/14
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