300 60 80 - tray-dectraydec.co.nz/wp-content/uploads/2013/10/tray-dec-layout-1.6.8pdf.pdf · placed...

300

60

80

THE TRAY-DEC SYSTEM-INTRODUCTION

Tray-dec steel-composite flooring system, has been supplied to the construction industry for more than 25 years.

Tray-dec NZ Ltd has added two further steel decking sections to its very successful ‘Tray-dec 300’ Section.

‘Tray-dec products’. All sections are specifically shaped to interlock withadjacent trays to act both as tensile reinforcement and permanent form work for a concrete floor slab. The composite action of the steel and concreteproduces a floor which is very strong but also light in weight.

All sections are designed to maximise load carrying capacity, spans between beams and reduction of temporary propping requirements.

All three Tray-dec sections are cold rolled from high strength zinc-coated steel coil conforming to NZS 3441:1978. Grade G500

All coatings are to class Z275, giving a minimum coating mass of 275g/m2. Yield strengths are: 550 MPa for 0.75 mm deck thickness. 520 MPa for 0.95 mm 500 MPa for 1.2 mm

Tray-dec can be supplied in any length subject to the limitations of available transport. The maximum recommended length is 12 m. The length tolerances are -0 to +10 mm.

Enquires to be directed to:Tray-dec NZ Ltd46 Patiki RdAvondaleAucklandNew ZealandTel: 09-820 9133Fax: 09-820 9131

Sales Auckland Tel 09 302305 or Fax 09 302 3003 cell phone 0274 764 287Sales Wellington Tel 04 233 9421 or Fax 04 233 1072 cell phone 0274 842 611

� © Tray-dec Rev �.6.8

Ultra Span-80 0.95 t Composite Slab Design Information

Cover width 600

8�

7 m

in

62�

�29.54 �70.46 �29.54 85.2385.23

Ref Point

Volume & Weight of Concrete (kN/m2) Table 1 Slab Depth Volume Normal Weight Concrete

(mm) (m3/m2) Wet Dry130 0.090 2.16 2.12140 0.100 2.40 2.35150 0.110 2.64 2.59160 0.120 2.88 2.82180 0.140 3.36 3.29200 0.160 3.84 3.76220 0.180 4.32 4.23240 0.200 4.80 4.70250 0.210 5.04 4.94255 0.215 5.16 5.05260 0.220 5.28 5.17265 0.225 5.40 5.29

Volume & Weight Table

�. The weight of concrete is: 2400 kg/m3 (Wet) 2350 kg/m3 (Dry)2. Deck, mesh weight and reinforcing are not included.

3. Ponding is not allowed for in this table

Note :- The height of the neutral axis is taken from the under side of the steel deck.

ULTRA SPAN-80 is the latest generation in hi-techcomposite steel decking that allows for both shallower and longer spans. Because this steel deck has no extra height due to profile intrusions, the required slab thick-ness to control shrinkage cracking is less, resulting in lighter slabs. Designs are in accordance with BS 5950 Parts 4 and 6.

CONSTRUCTION STAGE PARAMETERSThe maximum allowable deflection of L/130 with a maxi-mum of 30 mm. Ponding has been taken into account. Combined bending and crushing is checked for the steel deck. The ratio of span, to depth of 30 to � is applied to single spans and 35 to � to propped single and continuous spans.The additional construction table is included to give the design engineer a feel for the span verses deflection.Spans shown are clear span +�50 mm to centre line.

COMPOSITE STAGE PARAMETERSThe calculated deflection of the composite slab includesboth the dead weight of the slab plus the live load. The deflection is limited to L/300.The bending moment does not exceed the moment bending capacity.The deflection created when a mid span prop is removed is compensated for by including the dead weight of the slab in the deflection calculations.Prop width is assumed to be �00 mm. Props should not be removed until the concrete has reached at least 70% of its final cured strength. (Approx 28 days) The concrete grade is assumed to be 30 MPa strength. Both the figures for the modular ratios of n=�0 and n=�8 are given. The design of composite slabs requires consideration of two factors:-

A) The structural capabilities of the steel deck alone during the construction phase (i.e. wet concrete being placed, (no composite action).B)Thestructuralcapabilitiesofthecompositefloor slab, whereby the steel deck acts as reinforcement to the cured concrete slab.

A) STRUCTURAL PROPERTIES OF STEEL TRAY (NO COMPOSITE ACTION) During construction of the floor slab, Tray-dec decks have to support the weight of the wet concrete plus any temporary construction loads. In Table 5 the figures for maximum spans between supports and temporary props have been calculated i.a.w. BS5950: Part 4 & 6 :2003 That is to say allowing for a construction load of �.5 kPa multiplied by a safety factor of �.4 to give a total load of 2.1 kPa. A safety factor of 1.4 has also been applied to the combined weight of the deck and wet concrete. The New Zealand standard recommended allowance for construction load where concrete is placed by pump is �.0 kPa multiplied by a safety factor of �.5 to give a total load of �.5 kPa. If this criteria is adopted, the spans given may be increased at the discretion of the structural engineer.

Notes:1. Spans have been calculated to ensure the deflection under the load of wet concrete does not exceed 30 mm and a span to depth ratio of 30 for single spans and a ratio of 35 for continuous spans. These construction tables take ponding into account. When estimating concrete usage -42mm has been allowed for voids for Ultra Span-80 and -32mm for Concrete Saver-60,+ Span/250 is the allowance for

Ultra Span-80 Section Properties (per metre width) Table 2Section Design Profile Cross Sect Height to Moment of Ultimate

Thickness Mass Weight Area Neutral Axis Inertia Moment Capacity(mm) (kg/m2) (kN/m2) (mm2/m (mm) (cm4/m) (kNm/m)1.2 15.15 0.15 1944 38.16 203.7 23.79

0.95 11.99 0.12 1547 38.01 162.6 19.66

2 © Tray-dec Rev �.6.8

ponding. Practical design considerations prevent such a deflection that ponding due to tray deflections exceeds 15% so the L/180 limit will govern it in most cases. See Table 4 for span/deflection tables.

2. Concrete density has been taken as 2,350 kg/m3.

The concrete used must be HIGH GRADE as defined in NZS 3�09:�987. 3. The moment capacity of Tray-dec is not exceeded under the combined weight of wet concrete plus total construction load of �.5 kPa.

4. The web strength of Tray-dec is not exceeded.

5. Temporary props must be left in place until the concrete has reached 70% of its design strength.

B) STRUCTURAL PROPERTIES OF THE COMPOSITE SLAB

1. Floor design loading: Tray-dec floors are designed as ‘one-way’ concrete slabs where the steel deck acts as tensile reinforcement. The composite slab has to withstand the combined effects of dead and live loads as specified by the designer. These are defined in NZS 4203:1984, Code of Practice for general structural design and design loading for buildings as follows:-

a) Dead load means the weight of all permanent floors, roofs, finishes and fixed plant and fittings of a building including walls, partitions, columns components (i.e. Tray-dec, concrete, reinforcing) are an integral part of the structure.

b) Live loads means the loads assumed or known to result from the occupancy or use of a structure, with values as specified in AS/NZS 1170. The total load on a floor is therefore defined as the sum of:-

�) Dead load due to Tray-dec composite slabs own weight.

2) Superimposed dead loads. (Do not overlook suspended components.)

3) Superimposed live loads. Basic minimum uniformly distributed and concentrated live loads for floors are set out in NZS 4203:�992. Floor load carrying capacity calculations are based on the assumption that total load is the sum of dead load x �.2 and live load x 1.5 with the exception of deflection calculations where these loads are not considered

Notes: The composite Span Tables (Table 6) are based on the following criteria.

�. Two values of maximum span have been calculated for both modular ratios n = �0 and n = �8, the latter represents long term loading

2. Long term deflection calculations are based on the average value of the second moment of area (INA) for the cracked and uncracked composite section.

3. With regard to floor slab vibration characteristics, designers should note that no restrictions have been imposed on span/effective depth ratios in the calculation of the load capacity of the slabs. It is therefore the responsibility of the designer to check vibration criteria.

4. The moment capacities quoted in Tables 3 and 4 are calculated by the ultimate strength method using a maximum stress in the concrete of 0.45 x concrete cube strength.

5. Shear bond between the steel Tray-dec and the concrete used in the calculations is based on Type 2 tests carried out i.a.w. BS 5950 Part 4 �982.

6. Secondary reinforcement is required in all cases to control surface shrinkage cracking. It is recommended that the cross-sectional area of the steel mesh in a longitudinal direction be not less than 0.�% of the gross cross-sectional area of the concrete. Refer NZS 3101 to confirm the exposure classification and the cover for reinforced mesh

7. Single, simply supported spans do not require negative moment reinforcing

8. Negative moment reinforcing is required over intermediate beam supports for double and continuous spans and for cantilevered sections. Such reinforcing is to be designed in accordance with accepted practice for reinforced concrete structures.

9. Openings in composite floor decks should be boxed or shuttered prior to the pouring of the concrete. Cutting into the steel deck should not take place until the concrete is fully cured. The size of the opening will effect the ultimate strength of the composite floor, the opening may require extra reinforcement. Any openings proposed should be subject to specific design.

�0. The spacing and position of Nelson shear stud connectors are best left to the design engineer. The process of installing these Nelson stud connectors is a specialist job and is best left to the stud welding contractor. Nelson shear studs should not be placed closer than 35 mm from the centre of the stud to the edge of the support beam. Best practice to the positioning of Nelson shear studs should be taken from the appropriate country standard. ��. Ultra Span-80 and Concrete Saver-60 steel decking incorporate prepunched holes along the overlapping edge. The steel sections can be joined by either crimping the sections together or join with metal fastening’s. cont. page 4


The values of span in this section are further influenced by the deflections imposed by the weight of live load plusdead load. The allowable deflection is a function of span/300.

A further restraint is the bending moment. The calculated bending moment must not exceed moment capacity the values of which are shown in the appropriate ‘Composite Properties Tables’

To assist a designer in calculations of deflection, due to long term loading, properties of the composite slab usinga modular ratio of �8 are shown along side the modular ratio of �0.

Deflection calculations in the composite tables arebased on a modular ratio of �0.

All strength calculations in the Composite Span tables are based on 30 MPa concrete.

The composite span tables do not allow for permanentloads like services, ceilings, finishes and partitions.

USING THE CONSTRUCTION & COMPOSITE SPAN TABLES

Both the single span and the multiple span sections ofthis table are controlled by the span to depth ratio, thespan/130 ratio and the calculated deflections. The multiple span and single span propped section is further controlled by a bending and crushing limit of �.5.

The single span and multiple span sections provideboth a value for the maximum possible span as well as spans of lower deflections.

The single span propped section is controlled by all of the above as well as inputs from the composite span tables. The live loads as indicated in red at the base of this table only apply to the single span propped section.Were the imposed load is 0 the result represents thedead load of the composite slab.

All strength calculations in the Composite Span tables are based on 30 MPa concrete. The values of span in this section are further influenced by the deflections imposed by the weight of live load plusdead load. The allowable deflection is a function of span/300

Ultra-Span 80 Composite Properties per metre width of slab t = 0.95 mm Table 3

Modular Slab Composite Moment Effective

Ratio Depth Slab Weight Capacity Depth Ic + Iuc/2

D q2 Mcs ds jd a Ic Iuc Ina

n mm kPa kNm mm mm mm 106 x mm4 106 x mm4 106 x mm4

10 130 2.27 57.34 91.99 71.29 41.39 8.12 15.78 11.95

140 2.50 76.83 101.99 79.04 45.89 9.90 19.54 14.72

150 2.73 84.36 111.99 86.79 50.39 11.92 23.86 17.89

160 2.96 91.89 121.99 94.54 54.89 14.19 28.79 21.49

180 3.42 106.96 141.99 110.04 63.89 19.52 40.56 30.04

200 3.88 122.46 161.99 125.99 72.00 25.94 55.73 40.84

220 4.34 141.90 181.99 145.99 72.00 33.50 74.21 53.86

240 4.80 161.47 201.99 166.12 72.00 42.26 96.58 69.42

250 5.04 171.19 211.99 176.12 72.00 47.09 109.34 78.22

255 5.16 176.05 216.99 181.12 72.00 49.63 116.14 82.88

260 5.28 180.91 221.99 186.12 72.00 52.46 123.59 88.02

265 5.40 185.77 226.99 191.12 72.00 54.95 130.60 92.7718 130 2.27 69.29 91.99 71.29 41.39 6.69 10.17 8.43

140 2.50 76.83 101.99 79.04 45.89 8.11 12.50 10.31

150 2.73 84.36 111.99 86.79 50.39 9.79 15.20 12.49

160 2.96 91.89 121.99 94.54 54.89 11.65 18.27 14.96

180 3.42 106.96 141.99 110.04 63.89 16.04 25.01 20.52

200 3.88 122.46 161.99 125.99 72.00 21.32 34.92 28.12

220 4.34 141.90 181.99 145.99 72.00 27.57 46.25 36.91

240 4.80 161.47 201.99 166.12 72.00 34.78 59.87 47.33

250 5.04 171.19 211.99 176.12 72.00 38.77 67.62 53.19

255 5.16 176.05 216.99 181.12 72.00 40.85 71.74 56.30

260 5.28 180.91 221.99 186.12 72.00 43.00 76.02 59.51

265 5.40 185.77 226.99 191.12 72.00 45.22 80.48 62.85


Ultra Span-80 (0.95) Construction tables t = 0.95 mm Table 4

Prop

s

Span

Span (n10) Slab Max Max Limit Depth L/130

Clear span + 150 mm Depth Span Defl Span Defl Span Defl Span Defl B&C Ratio

(mm) (m) (mm) (m) (mm) (m) (mm) (m) (mm) 1.5 (mm)

130.00 3.90 23 3.80 20 3.21 10 2.70 5 30.00 30.00

Single span 140.00 4.10 30 3.70 20 3.15 10 2.60 5 29.29 31.54

150.00 4.00 30 3.65 20 3.10 10 2.55 5 26.67 30.77

160.00 4.00 32 3.59 20 3.00 10 2.49 5 25.00 30.77

180.00 3.80 30 3.45 20 2.90 10 2.40 5 21.11 29.23

200.00 3.70 30 3.34 20 2.80 10 2.38 5 18.50 28.46

220.00 3.60 30 3.26 20 2.74 10 2.30 5 16.36 27.69

130.00 4.60 19 4.60 19 4.00 10 3.40 5 1.39 35.38 35.38

Multiple span 140.00 4.80 24 4.60 20 3.85 10 3.40 6 1.57 34.29 36.92

150.00 4.60 22 4.52 20 3.78 10 3.35 6 1.55 30.67 35.38

160.00 4.50 22 4.43 20 3.70 10 3.30 6 1.58 28.13 34.62

180.00 4.20 19 4.30 20 3.65 10 3.20 6 1.56 23.33 32.31

200.00 4.00 17 4.18 20 3.55 10 3.10 6 1.58 20.00 30.77

220.00 3.80 15 4.05 20 3.45 10 3.00 6 1.58 17.27 29.23

Single span 1 130.00 4.60 1 0.66 35.38 35.38

(propped) 1 140.00 4.90 2 0.77 35.00 18.85

1 150.00 5.30 2 0.90 35.33 20.38

1 160.00 5.60 3 1.02 35.00 21.54

1 180.00 6.30 6 1.33 35.00 24.23

1 200.00 7.00 11 1.69 35.00 26.92

2 220.00 7.60 3 1.20 34.55 29.23

2 240.00 7.70 4 1.31 32.08 29.62

2 250.00 7.70 4 1.35 30.80 29.62

2 255.00 7.80 4 1.40 30.59 30.00

2 260.00 7.90 5 1.45 30.38 30.38

2 265.00 8.00 5 1.50 30.19 30.77

* Clear span + 150mm

TRAY-DEC ACCESSORIES

END CAPS for Ultra Span-80 and Concrete Saver-60 The end caps are used to prevent leakage of concrete

at the end of each steel deck section. The caps are self supporting and can be attached to the tray-dec section with rivets or screws. The lower edge of the end cap should not be trapped or contained by the steel deck section. End caps can be purchased at time of deck order.

EDGE FORMS Edge forms need to be customised to suit the end purpose, the height needs to suit the finished slab depth and the return lip angle needs to coincide with the restraint strap supporting the edge form with respect to the steel deck.If the steel deck overlaps the the lower lip of the edgeform, then the lower lip needs to extend over the full

width of the supporting steel beam or intermediate wall. If the edge form is part of a cantilever, then the fastening and the structural strength of the edge form needs to be considered.

RESTRAINT HANGERS & REINFORCEMENTThe dovetail form along the center of the steel deckand the joining edge provide the ideal attachmentpoint to carry pipe work, ducting electrical trays andsuspension points for ceiling systems. These samedovetails on the top of the steel deck section provideanchor points for longitudinal reinforcing standards.

RESTRAINT STRAPSRestraint straps are used to connect the edge forms tothe steel deck.

L

L

L


Ultra Span-80 Composite span tables t = 0.95mm Table 5Support 30 Mpa concrete n=10 30 Mpa concrete n=18

Condition Slab Imposed Load (kPa) Imposed Load (kPa) n=10 n=18

Depth 0 3.5 5 10 0 3.5 5 10 BM L/300 Span Span

(mm) m m m m m m m m kNm Ratio Ratio

130 3.90 3.90 3.90 3.50 3.90 3.90 3.90 3.50 27.6 13.0 30.0 30.0Single span 140 4.10 4.10 4.10 4.10 4.10 4.10 4.10 4.10 38.5 13.7 29.3 29.3

150 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 37.1 13.3 26.7 26.7

160 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 37.7 13.3 25.0 25.0

180 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 35.0 12.7 21.1 21.1

200 3.70 3.70 3.70 3.70 3.70 3.70 3.70 3.70 34.1 12.3 18.5 18.5

220 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 33.2 12.0 16.4 16.4

130 4.60 4.60 4.60 3.50 4.60 4.60 4.60 3.50 27.7 15.3 35.4 35.4Multiple span 140 4.80 4.80 4.80 3.90 4.80 4.80 4.80 3.90 35.0 16.0 34.3 34.3

150 4.60 4.60 4.60 4.20 4.60 4.60 4.60 4.20 41.1 15.3 30.7 30.7

160 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 47.9 15.0 28.1 28.1

180 4.20 4.20 4.20 4.20 4.20 4.20 4.20 4.20 42.8 14.0 23.3 23.3

200 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 39.9 13.3 20.0 20.0

220 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 37.0 12.7 17.3 17.3Single span 130 4.60 4.60 4.30 3.20 4.60 4.30 4.20 3.20 23.2 15.3 35.4 35.4

(props removed) 140 4.90 4.90 4.80 3.60 4.90 4.50 4.40 3.60 29.8 16.3 35.0 35.0

150 5.30 5.30 5.20 3.90 5.10 4.70 4.60 3.90 35.6 17.7 35.3 34.0

160 5.60 5.50 5.40 4.20 5.30 4.90 4.80 4.20 42.0 18.7 35.0 33.1

180 6.30 6.00 5.80 4.70 5.60 5.30 5.10 4.70 54.3 21.0 35.0 31.1

200 7.00 6.30 6.30 5.10 6.00 5.70 5.50 5.10 66.0 23.3 35.0 30.0

220 7.60 6.80 6.70 5.40 6.30 6.00 5.90 5.40 76.2 25.3 34.5 28.6

240 7.70 7.20 7.10 5.70 6.60 6.40 6.20 5.70 87.2 25.7 32.1 27.5

250 7.70 7.40 7.30 5.80 6.80 6.50 6.40 5.80 91.5 25.7 30.8 27.2

255 7.80 7.50 7.40 5.90 6.90 6.60 6.50 5.90 95.3 26.0 30.6 27.1

260 7.90 7.60 7.50 6.00 7.00 6.70 6.60 6.00 99.2 26.3 30.4 26.9

265 8.00 7.70 7.60 6.10 7.00 6.80 6.70 6.10 103.2 26.7 30.2 26.4

* Clear span + 150mm

FIRE DESIGNAll Tray dec composite slabs provide at least a 30/30/30fire rating. Fire design for rating in excess of this iscarried out in accordance with NZS 3�0�;2006 orBS 5950-8:2003

The Length and formed angle on the restraint strap isdependant on the depth of the slab and the position ofthe steel deck. The restraint straps are normally spacedat 600 mm centers. Restraint straps are normallyattached to the edge forms and steel deck with rivetsor screws.

Ultra Span-80 end cap Concrete Saver-60 end cap

L

L

L


Slab�Depth

60 +

20

Slab Depth�- Deck height

20 +

20 +

EDGE FORM RESTRAINT STRAPSupplied flat (bend on site to suit )

InstallationWhen laying Tray-dec make sure the deck is free from damage and installed according to best practice. Further the deck must be chocked or supported on the sides to prevent any deck distortion. Failure to observe the former could result in the deck failing during construction.

Ultra-Span 80 Composite Properties per metre width of slab t = 1.2 mm Table 6


Ratio Depth Slab Weight Capacity Depth Ic + Iuc/2

D q2 Mcs ds jd a Ic Iuc Inan mm kPa kNm mm mm mm 106 x mm4 106 x mm4 106 x mm4

10 130 2.27 69.39 91.84 71.39 41.45 9.46 16.61 13.04

140 2.50 76.93 101.84 79.14 45.95 11.52 20.52 16.02

150 2.73 84.46 111.84 86.89 50.45 13.86 25.23 19.55

160 2.96 91.99 121.84 94.64 54.95 16.50 30.16 23.33

180 3.42 107.06 141.84 110.14 63.95 22.69 42.55 32.62

200 3.88 122.59 161.84 126.12 72.00 30.14 58.09 44.11

220 4.34 142.03 181.84 146.12 72.00 38.89 77.20 58.04

240 4.80 161.47 201.84 166.12 72.00 49.03 100.03 74.53

250 5.04 171.19 211.84 176.12 72.00 54.62 113.41 84.02255 5.16 176.05 216.84 181.12 72.00 57.55 120.41 88.98

260 5.28 180.91 221.84 186.12 72.00 60.57 127.70 94.14

265 5.40 185.77 226.84 191.12 72.00 63.69 135.29 99.4918 130 2.27 69.39 91.84 71.39 41.45 7.76 10.91 9.33

140 2.50 76.93 101.84 79.14 45.95 9.42 13.75 11.59

150 2.73 84.46 111.84 86.89 50.45 11.31 16.22 13.77

160 2.96 91.99 121.84 94.64 54.95 13.47 19.47 16.47

180 3.42 107.06 141.84 110.14 63.95 18.54 27.27 22.90

200 3.88 122.59 161.84 126.12 72.00 24.66 37.01 30.84

220 4.34 142.03 181.84 146.12 72.00 31.91 48.91 40.41

240 4.80 161.47 201.84 166.12 72.00 40.29 63.18 51.74

250 5.04 171.19 211.84 176.12 72.00 44.92 71.28 58.10

255 5.16 176.05 216.84 181.12 72.00 47.34 75.59 61.46

260 5.28 180.91 221.84 186.12 72.00 49.84 80.06 64.95

265 5.40 185.77 226.84 191.12 72.00 52.42 84.72 68.57

Ultra Span-80 Construction tables t = 1.2 mm Table 7

Prop

s

Span

Span (n10) Slab Max Max Limit Depth L/130



130 3.90 18 3.90 18 3.40 10 2.80 5 30.0 30

Single span 140 4.20 27 3.90 20 3.30 10 2.80 5 30.0 32

150 4.20 29 3.82 20 3.20 10 2.70 5 28.0 32

160 4.10 28 3.78 20 3.14 10 2.70 5 25.6 32

180 4.00 29 3.66 20 3.10 10 2.60 5 22.2 31

200 3.80 27 3.55 20 3.00 10 2.50 5 19.0 29

220 3.70 27 3.45 20 2.90 10 2.40 5 16.8 28

130 4.60 15 4.60 15 4.20 10 3.40 4 0.99 35.4 35

Multiple span 140 4.90 21 4.80 19 4.10 10 3.40 5 1.16 35.0 38

150 5.20 29 4.70 19 4.00 10 3.30 4 1.35 34.7 40

160 5.10 29 4.65 20 3.90 10 3.30 5 1.38 31.9 39

180 4.90 28 4.50 20 3.80 10 3.20 5 1.42 27.2 38

200 4.80 29 4.40 20 3.70 10 3.10 5 1.49 24.0 37

220 4.60 27 4.30 20 3.60 10 3.00 5 1.51 20.9 35

Single span 1 130 4.60 0.9 0.44 35.4 35

(propped) 1 140 4.90 1.3 0.51 35.0 19

1 150 5.20 1.8 0.59 34.7 20

1 160 5.60 2.7 0.69 35.0 22

1 180 6.30 5.0 0.90 35.0 24

1 200 7.00 8.6 1.14 35.0 27

1 220 7.70 14.0 1.42 35.0 30

2 240 8.20 3.9 0.96 34.2 32

2 250 8.80 5.5 1.10 35.2 34

2 255 8.90 5.9 1.14 34.9 34

2 260 9.10 6.6 1.19 35.0 35

2 265 9.20 7.0 1.23 34.7 35

*clear span + 150 mm


Ultra Span-80 �.2 t Composite Slab Design Information


�. The weight of concrete is: 2400 kg/m3 (Wet) 2350 kg/m3 (Dry)2. Deck, mesh weight and reinforcing are not included.

3. Ponding is not allowed for in this table


Cover width 600

8�

7 m

in

62�

�29.54 �70.46 �29.54 85.2385.23

Ref Point

Volume & Weight of Concrete (kN/m2) Table 1 Slab Depth Volume Normal Weight Concrete

(mm) (m3/m2) Wet Dry130 0.090 2.16 2.12140 0.100 2.40 2.35150 0.110 2.64 2.59160 0.120 2.88 2.82180 0.140 3.36 3.29200 0.160 3.84 3.76220 0.180 4.32 4.23240 0.200 4.80 4.70250 0.210 5.04 4.94255 0.215 5.16 5.05260 0.220 5.28 5.17265 0.225 5.40 5.29

L

L

L

Ultra Span-80 Composite span tables t = 1.2 mm Table 8Support 30 Mpa concrete n=10 30 Mpa concrete n=18

Condition Slab Imposed Load (kPa) Imposed Load (kPa) n=10 n=18

Depth 0 3.5 5 10 0 3.5 5 10 BM L/300 Span Span


130 3.90 3.90 3.90 3.70 3.90 3.90 3.90 3.60 30.9 13.0 30.0 30.0Single span 140 4.20 4.20 4.20 4.10 4.20 4.20 4.20 3.80 38.6 14.0 30.0 30.0

150 4.20 4.21 4.21 4.21 4.21 4.21 4.21 4.00 41.3 14.0 28.0 28.1

160 4.10 4.13 4.13 4.13 4.13 4.13 4.13 4.13 40.3 13.7 25.6 25.8

180 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 38.9 13.3 22.2 22.2

200 3.80 3.89 3.89 3.89 3.89 3.89 3.89 3.89 37.8 12.7 19.0 19.4

220 3.70 3.79 3.79 3.79 3.79 3.79 3.79 3.79 36.8 12.3 16.8 17.2

130 4.60 4.55 4.55 3.70 4.55 4.55 4.55 3.70 31.0 15.3 35.4 35.0Multiple span 140 4.90 4.90 4.90 4.10 4.90 4.90 4.90 4.10 38.7 16.3 35.0 35.0

150 5.20 5.25 5.25 4.40 5.25 5.25 5.25 4.40 45.4 17.3 34.7 35.0

160 5.10 5.15 5.15 4.80 5.15 5.15 5.15 4.80 54.7 17.0 31.9 32.2

180 5.00 4.96 4.96 4.96 4.96 4.96 4.96 4.96 60.1 16.7 27.8 27.6

200 4.80 4.85 4.85 4.85 4.85 4.85 4.85 4.85 59.0 16.0 24.0 24.3

220 4.60 4.67 4.67 4.67 4.67 4.67 4.67 4.67 56.2 15.3 20.9 21.2Single span 130 4.60 4.60 4.30 3.20 4.60 4.60 3.80 3.20 23.2 15.3 35.4 35.4

(props removed) 140 4.90 4.90 4.60 3.50 4.90 4.90 4.10 3.20 28.2 16.3 35.0 35.0

150 5.20 5.20 4.80 3.90 5.20 4.60 4.30 3.60 35.6 17.3 34.7 34.7

160 5.60 5.40 5.10 4.20 5.60 4.90 4.50 3.80 42.0 18.7 35.0 35.0

180 6.30 6.00 5.60 4.80 6.30 5.30 5.00 4.20 56.7 21.0 35.0 35.0

200 7.00 6.50 6.10 5.20 7.00 5.70 5.40 4.60 68.7 23.3 35.0 35.0

220 7.70 6.90 6.50 5.70 7.50 6.20 5.80 5.00 85.1 25.7 35.0 34.1

240 8.20 7.40 7.00 6.10 7.90 6.60 6.20 5.40 100.3 27.3 34.2 32.9

250 8.80 7.70 7.20 6.30 8.10 6.80 6.40 5.60 108.7 29.3 35.2 32.4

255 8.90 7.80 7.40 6.40 8.20 6.90 6.50 5.70 112.9 29.7 34.9 32.2

260 9.10 7.90 7.50 6.50 8.30 7.00 6.60 5.80 117.3 30.3 35.0 31.9

265 9.20 8.00 7.60 6.60 8.40 7.10 6.70 5.90 121.8 30.7 34.7 31.7

* clear span + 150 mm









Deflection calculations in the composite tables arebased on a modular ratio of �0.ll strength calculations in the Composite Span tables are based on 30 MPa concrete.


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�. The weight of concrete is: 2400 kg/m3 (Wet) 2350 kg/m3 (Dry)2. Deck, mesh weight and reinforcing are not included. 3. Ponding is not allowed for in this table Note :- The height of the neutral axis is taken from the underside of the steel deck

Volume & Weight of Concrete (kN/m2) Table 9Concrete

Slab Depth Volume Normal Weight Concrete(mm) (m3/m2) Wet Dry��0 0.078 �.87 �.83�20 0.088 2.�� 2.07�30 0.098 2.35 2.30�40 0.�08 2.59 2.54�50 0.��8 2.83 2.77�60 0.�28 3.07 3.0��80 0.�48 3.55 3.48200 0.�68 4.03 3.95

Concrete Saver-60 Section Properties (per metre width) Table �0

Section Design Profile Cross Sect Height to Moment of UltimateThickness Mass Weight Area Neutral Axis Inertia Moment Capacity

(mm) (kg/m2) (kN/m2) (mm2/m (mm) (cm4/m) (kNm/m)0.75 8.59 0.084 ��04.48 30.�4 63.�76 ��.2580.95 �0.88 0.�07 �399.5� 30.35 80.023 �3.482

Concrete Saver-60 0.75 t Composite Slab Design Information (Uses 4% less concrete than regular profiles)

Cover width 600

62�

82.28 �35.44 �64.56 �35.44 82.28

6�

7 m

in

Ref point

Concrete Saver-60 Composite Properties per metre width of slab t = 0.75 mm Table 11


Ratio Depth Slab Capacity Depth

Weight Ic + Iuc/2

D q2 Mcs ds jd a Ic Iuc Ina


10 110 1.93 37.50 79.65 61.73 35.84 4.38 9.25 6.82

120 2.16 42.21 89.65 69.48 40.34 5.57 11.93 8.75

130 2.50 46.91 99.65 77.23 44.84 6.94 15.12 11.03

140 2.73 52.94 109.65 87.15 45.00 8.50 18.85 13.67

150 2.96 59.02 119.65 97.15 45.00 10.26 23.18 16.72

160 3.42 65.09 129.65 107.15 45.00 12.23 28.17 20.20180 3.88 77.24 149.65 127.15 45.00 16.81 40.29 28.55

200 4.34 89.39 169.65 147.15 45.00 22.29 55.61 38.9518 110 1.93 37.50 79.65 61.73 35.84 3.60 5.84 4.72

120 2.16 42.21 89.65 69.48 40.34 4.57 7.50 6.04

130 2.50 46.91 99.65 77.23 44.84 5.70 9.46 7.58

140 2.73 52.94 109.65 87.15 45.00 6.99 11.75 9.37

150 2.96 59.02 119.65 97.15 45.00 8.44 14.41 11.42

160 3.42 65.09 129.65 107.15 45.00 10.06 17.45 13.75

180 3.88 77.24 149.65 127.15 45.00 13.83 24.80 19.32

200 4.34 89.39 169.65 147.15 45.00 18.32 34.07 26.20

�0 © Tray-dec Rev �.6.8

Concrete Saver-60 Construction tables t = 0.75 Table 12

Prop

sSpan (n10) Slab Max Max Limit Span L/130



110 3.30 26 2.90 15 2.60 10 2.26 5 30.0 25

Single span 120 3.30 29 2.81 15 2.55 10 2.20 5 27.5 25

130 3.20 28 2.74 15 2.50 10 2.15 5 24.6 25

140 3.10 26 2.70 15 2.45 10 2.11 5 22.1 24

150 3.10 29 2.63 15 2.40 10 2.06 5 20.7 24

160 3.00 27 2.58 15 2.35 10 2.03 5 18.8 23

180 2.90 27 2.50 15 2.30 10 1.96 5 16.1 22

200 2.80 26 2.43 15 2.22 10 1.90 5 14.0 22

110 3.50 14 2.80 5 2.60 4 2.40 3 1.48 31.8 27

Multiple span 120 3.40 13 2.70 5 2.50 4 2.40 3 1.50 28.3 26

130 3.20 11 2.60 5 2.40 4 2.30 3 1.45 24.6 25

140 3.10 11 2.60 5 2.40 4 2.20 3 1.46 22.1 24

150 3.00 10 2.50 5 2.40 4 2.20 3 1.46 20.0 23

160 2.90 10 2.40 4 2.40 4 2.20 3 1.46 18.1 22

180 2.70 8 2.30 4 2.30 4 2.10 3 1.43 15.0 21

200 2.60 8 2.20 4 2.20 4 2.00 3 1.48 13.0 20

Single span 1 110 3.90 1.3 0.83 35.5 30

(propped) 1 120 4.20 2.0 0.98 35.0 16

1 130 4.60 3.2 1.18 35.4 18

1 140 4.90 4.5 1.37 35.0 19

1 150 5.20 6.2 1.24 34.7 20

2 160 5.60 1.8 1.06 35.0 22

2 180 6.00 2.7 1.28 33.3 23

2 200 6.50 4.2 1.56 32.5 25

* Clear Span + 100mm

Construction Tables have maximum spans shown in the composite tables when n = �0.

For slabs when n = 18 the deflection of the composite slab limits possible spans to less than those given in the construction table

SPREADER BEAMS & PROPS

Where temporary props are required to either, increase the limited span or to reduce the deflection due to the construction phase the following points should be noted.

a) The spreader beams or timbers should provide a minimum width of �00 mm. The spreader beams or timbers must be of sufficient depth and strength and requires specific design.

b) The spreader beams and props would normally be placed at the centre of the span and the temporary props evenly spaced to minimise any deflections. Final prop sizes and spacing should be approved by the consulting engineer.

c) The spreader beams and props should not be removed until the concrete has reached at least 70% of the design strength. (Approx 28 days)

d) If temporary props are used and are supported by a lower floor, consideration must be given to the strength and deflection imposed on the floor and structure below.

e) As a guide timber bearers need to be 100 mm wide by 200 mm deep for slab depths up to �60 mm deep and at least 250 : 300 mm deep for slab depths of 220 mm deep. Timber bearers need to be free of imperfections in grain structure and knots.

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�� © Tray-dec Rev �.6.8

Concrete Saver-60 Composite Span tables t = 0.75 Table 13Support 30 Mpa concrete n=10 30 Mpa concrete n=18

Condition Slab Imposed Load (kPa) Imposed Load (kPa) n=10 n=18Depth 0 3.5 5 10 0 3.5 5 10 BM L/300 Span Span


110 3.30 3.30 3.30 2.80 3.30 3.30 3.30 2.80 17.3 11.0 30.0 30.0Single span 120 3.30 3.30 3.30 3.10 3.30 3.30 3.30 3.10 21.5 11.0 27.5 27.5

130 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 23.3 10.7 24.6 24.6

140 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 22.1 10.3 22.1 22.1

150 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 22.5 10.3 20.7 20.7

160 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 21.3 10.0 18.8 18.8

180 2.90 2.90 2.90 2.90 2.90 2.90 2.90 2.90 20.5 9.7 16.1 16.1

200 2.80 2.80 2.80 2.80 2.80 2.80 2.80 2.80 19.7 9.3 14.0 14.0

110 3.50 3.50 3.50 2.80 3.50 3.50 3.50 2.80 17.3 11.7 31.8 31.8Multiple span 120 3.40 3.40 3.40 3.10 3.40 3.40 3.40 3.10 21.5 11.3 28.3 28.3

130 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 23.3 10.7 24.6 24.6

140 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 22.1 10.3 22.1 22.1

150 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 21.0 10.0 20.0 20.0

160 2.90 2.90 2.90 2.90 2.90 2.90 2.90 2.90 19.9 9.7 18.1 18.1

180 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 17.8 9.0 15.0 15.0

200 2.60 2.60 2.60 2.60 2.60 2.60 2.60 2.60 16.9 8.7 13.0 13.0Single span 110 3.90 3.50 3.30 2.80 3.80 3.70 3.60 2.80 17.3 13.0 35.5 34.5

(props removed) 120 4.20 4.20 4.20 3.10 4.30 3.90 3.80 3.10 21.6 14.0 35.0 35.8

130 4.60 4.60 4.40 3.50 4.50 4.10 4.00 3.50 28.1 15.3 35.4 34.6

140 4.90 4.90 4.70 3.70 4.70 4.30 4.20 3.70 31.9 16.3 35.0 33.6

150 5.20 5.10 5.00 3.90 4.80 4.50 4.40 3.90 36.0 17.3 34.7 32.0

160 5.70 5.30 5.20 4.00 5.00 4.70 4.60 4.00 38.5 19.0 35.6 31.3

180 6.00 5.80 5.70 4.40 5.30 5.10 5.00 4.40 48.1 20.0 33.3 29.4

200 6.50 6.20 6.10 4.70 5.70 5.50 5.30 4.70 56.5 21.7 32.5 28.5


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The values of Span in this section are further influenced by the deflections imposed by the weight of live load plusdead load. The allowable deflection is a function of Span/300.

A further restraint is the bending moment. The calculated bending moment must not exceed Moment Capacity, the values of which are shown in the appropriate ‘Composite Properties Tables’

To assist a designer in calculations of deflection due to long term loading, properties of the composite slab usinga modular ratio of �8 are shown along side the modular ratio of �0.









CORROSION PROTECTION All composite steel concrete floor systems, in which thesteel provides the positive tensile reinforcement, mustbe protected whenever corrosion or similar influenceson the steel could lead to a reduction of it’s structural performance. Tray-dec products are made from high strength galvanised steel coil with a zinc coating mass of 275 g/m2. Additional corrosion protection need only be considered for the exposed (bottom) side of the steel trays. The interface between steel and concrete (top side of thesteel tray) is not subject to attack. Hot dip galvanised coatings on steel consist of zinc iron alloy layers with a thin layer of relatively pure zinc. When immersed in wet concrete, the zinc is etched bythe alkaline concrete, forming a layer of insoluble zincsalts. The zinc iron alloy layer is not attacked by the wet concrete and remains intact, protecting the steel from corrosion. The service life of this side of the deck should be equal to that of the concrete slab itself.

The exposed underside of the steel tray may need anadditional protective coating when circumstanceswarrant this. In dry interior spaces, the zinc coatingmay provide an adequate service life. Adequate subfloorventilation must be provided, with the underside of thetrays elevated at least 450 mm above bare ground, tominimise corrosion risk. Where trays are in direct con-

tactwith unseasoned timber, it is necessary to protect thezinc coating with a moisture barrier, eg. bituminous paintor bituminous damp course, before replacement.

STORAGEBefore concrete is poured on to the trays, it is importantthat the trays are inspected for damage to the zinccoating caused during storage or installation and suchdamage made good.If the trays have to be stored on site for any length oftime, they should be stacked clear of the ground with afall for drainage and protected by water proof coverswhich leave space between cover and trays to allowfree circulation of air.

Cover width 600

62�

82.28 �35.44 �64.56 �35.44 82.28

6�

7 m

in

Ref point

Note :- The height of the neutral axis is taken fromthe underside of the steel deck.

Concrete Saver-60 0.95 t Composite Slab Design Information (Uses 4% less concrete than regular profiles)

Concrete Saver-60 Composite Properties per metre width of slab t = 0.95 mm Table 14



Weight Ic + Iuc/2n D q2 Mcs ds jd a Ic Iuc Ina


10 110 1.93 44.92 79.65 61.73 35.84 5.12 9.64 7.38

120 2.16 50.56 89.65 69.48 40.34 6.51 11.83 9.17

130 2.50 56.20 99.65 77.23 44.84 8.11 15.71 11.91

140 2.73 61.84 109.65 84.98 49.34 9.94 19.56 14.75

150 2.96 67.48 119.65 92.73 53.84 12.00 24.04 18.02

160 3.42 74.74 129.65 102.70 53.91 14.30 29.17 21.73

180 3.88 89.29 149.65 122.70 53.91 19.64 41.64 30.64

200 4.34 103.85 169.65 142.70 53.91 26.02 57.36 41.6918 110 1.93 44.92 79.65 61.73 35.84 4.18 6.20 5.19

120 2.16 50.56 89.65 69.48 40.34 5.31 7.94 6.63

130 2.50 56.20 99.65 77.23 44.84 6.62 10.00 8.31

140 2.73 61.84 109.65 84.98 49.34 8.12 12.41 10.27

150 2.96 67.48 119.65 92.73 53.84 9.82 15.19 12.51

160 3.42 74.74 129.65 102.70 53.91 11.71 18.38 15.04

180 3.88 89.29 149.65 122.70 53.91 16.13 26.06 21.09

200 4.34 103.85 169.65 142.70 53.91 21.39 35.68 28.54


Concrete Saver-60 Construction tables t = 0.95 Table 15

prop




110 3.30 21 3.30 21 2.80 10 2.30 5 30.0 25

Single span 120 3.50 29 3.20 20 2.70 10 2.20 4 29.2 27

130 3.40 28 3.10 19 2.60 9 2.20 5 26.2 26

140 3.30 27 3.00 18 2.60 10 2.10 4 23.6 25

150 3.30 29 3.00 20 2.50 9 2.10 5 22.0 25

160 3.20 28 2.90 18 2.50 10 2.00 4 20.0 25

180 3.10 28 2.80 18 2.40 10 2.00 5 17.2 24

200 3.00 27 2.80 20 2.30 9 2.00 5 15.0 23

110 3.90 17 3.90 17 3.40 10 2.90 5 1.21 35.5 30

Multiple span 120 4.20 25 3.90 19 3.30 9 2.90 6 1.46 35.0 32

130 4.10 25 3.90 20 3.30 10 2.80 5 1.49 31.5 32

140 3.90 22 3.80 20 3.20 10 2.70 5 1.45 27.9 30

150 3.80 22 3.70 19 3.10 9 2.70 5 1.46 25.3 29

160 3.70 21 3.60 18 3.10 10 2.60 5 1.47 23.1 28

180 3.50 19 3.50 19 3.00 10 2.50 5 1.48 19.4 27

200 3.30 16 3.40 19 2.90 10 2.50 5 1.46 16.5 25

Single span 1 110 3.90 1 0.54 35.5 30

(propped) 1 120 4.20 2 0.64 35.0 16

1 130 4.50 2 0.75 34.6 17

1 140 4.90 4 0.90 35.0 19

1 150 5.30 5 1.06 35.3 20

1 160 5.60 7 1.21 35.0 22

2 180 6.30 3 0.90 35.0 24

2 200 6.70 4 1.07 33.5 26

*Clear span + 100mm

If conditions are such that corrosion could be expectedon the exposed surface of the steel trays, an appropriateprotective coating must be applied in accordance withthe coating manufacturer’s instructions. This will normallyinclude cleaning the steel and applying a primer and twocoats of paint. The required service life of the floor canbe assured by subsequent regular inspections of theunderside of the trays and proper maintenanceprocedures as recommended by the coatingmanufacturer.The cost saving factor with Tray-dec 300 when coatingbecomes necessary is that competitive systems with atrapezoid’al profile have approximately 20% more surfacearea to be coated per square metre of effective floor area.

CONCRETE SAVER-60 is the latest generation in hightech composite steel decking that allows for both shallower and longer non reinforced spans. Because this steel deck has no extra height, due to the profileintrusions, the total slab height can be less resulting in smaller concrete volumes less stress cracks and smaller loads being carried by the rest of the structure. Designs are in accordance with BS 5950 Part 4 & 6.

CONSTRUCTION TABLE PARAMETERSThe maximum allowable deflection is a function of L/130 with a maximum of 30 mm. This is with ponding taken into account. Bending and crushing is calculated for the steel deck and has a limit of �.5 applied. The additional information in the construction table is included to give the design engineer a feel for span verses deflection.Spans shown assume a clear span + �00 mm. COMPOSITE TABLE PARAMETERS The maximum values of span in the composite table arederived from the weight of the live plus dead loaddeflection. The resulting deflection is limited to Span/300.

The bending moment does not exceed the bending moment capacity.

The span ratios when either n = �0 or n = �8 must not exceed 30 to � for single spans and 35 to � for either multiple, and single propped spans.

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Concrete Saver-60 Composite Span Tables t = 0.95 Table 16Support 30 Mpa concrete n=10 30 Mpa concrete n=18



110 3.30 3.30 3.30 2.80 3.30 3.30 3.30 2.80 17.3 11.0 30.0 30.0Single span 120 3.50 3.50 3.50 3.10 3.50 3.50 3.50 3.00 21.6 11.7 29.2 29.2

130 3.40 3.40 3.40 3.40 3.40 3.40 3.40 3.40 26.3 11.3 26.2 26.2

140 3.30 3.30 3.30 3.30 3.40 3.30 3.30 3.30 25.2 11.0 23.6 24.3

150 3.30 3.30 3.30 3.30 3.30 3.30 3.30 3.30 25.5 11.0 22.0 22.0

160 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 24.3 10.7 20.0 20.0

180 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 23.5 10.3 17.2 17.2

200 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 22.6 10.0 15.0 15.0

110 3.90 3.90 3.70 2.80 3.90 3.90 3.70 2.80 17.4 13.0 35.5 35.5Multiple span 120 4.20 4.20 4.20 3.10 4.20 4.20 4.20 3.10 21.7 14.0 35.0 35.0

130 4.20 4.20 4.20 3.50 4.20 4.20 4.20 3.50 28.0 14.0 32.3 32.3

140 4.00 4.00 4.00 3.80 4.00 4.00 4.00 3.80 33.5 13.3 28.6 28.6

150 3.90 3.90 3.90 3.90 3.90 3.90 3.90 3.90 35.8 13.0 26.0 26.0

160 3.70 3.70 3.70 3.70 3.70 3.70 3.70 3.70 32.6 12.3 23.1 23.1

180 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 30.0 11.7 19.4 19.4

200 3.40 3.40 3.40 3.40 3.40 3.40 3.40 3.40 29.1 11.3 17.0 17.0Single span 110 3.90 3.90 3.60 2.80 3.90 3.80 3.70 2.80 17.4 13.0 35.5 35.5

(props removed) 120 4.20 4.20 3.90 3.10 4.40 4.00 3.90 3.10 21.7 14.0 35.0 36.7

130 4.50 4.50 4.30 3.50 4.60 4.50 4.10 3.50 28.1 15.0 34.6 35.4

140 4.90 4.80 4.80 3.80 4.80 4.40 4.30 3.80 33.7 16.3 35.0 34.3

150 5.30 5.20 5.20 4.10 5.00 4.60 4.50 4.10 39.9 17.7 35.3 33.3

160 5.60 5.50 5.40 4.30 5.20 4.80 4.70 4.30 44.6 18.7 35.0 32.5

180 6.20 5.90 5.80 4.70 5.50 5.20 5.10 4.70 55.0 20.7 34.4 30.6

200 6.70 6.30 6.20 4.70 5.90 5.60 5.50 4.70 56.6 22.3 33.5 29.5

* clear span +100 mm


Tray-dec 300 0.75 t Composite Slab Design Information

23

7

56

Cover width 305

58

�6 m

in

26

Ref Point

�4.8

0.75

PLEASE NOTE:The calculations for Tray-dec 300 in this document have been updated to the latest ‘Standard’ and replace those from the Tray-dec publication titled “Tray-dec 300 Specification and Design Manual”.

THE TRAY-DEC 300 SYSTEM INTRODUCTIONTray-dec NZ Ltd ‘Tray-dec 300’ is a specially shapedgalvanised steel tray which interlocks with adjacent traysto act both as tensile reinforcement and permanent formwork for concrete floor slab. The composite action of the steel and concrete produces a floor which is very strong but also light in weight.

Tray-dec 300’ retains all the features which made the original ‘Tray-dec’ so attractive.

• Flat soffit - aesthetically pleasing appearance.• Approved 3 hour fire rating.• Suitable for use in buildings constructed of steel, concrete or masonry. with these unique cost saving features:• uniform slab thickness - minimum quantity of concrete required for given floor loading and fire rating. - minimises total height of structure.• No end closures required.• No crimping, drilling or riveting required.• Easily manhandled - saves crane time. In addition, ‘Tray-dec 300’ now offers further cost saving features:• Increased strength and span capability.• Temporary propping centres greatly increased.• Up to 3.0 metre intermediate beam spacing with no props.

MATERIAL SPECIFICATIONSTray-dec 300 is cold rolled from high strength zinccoated steel coil conforming to NZS 344�:�978, base grade G500 and coating class Z275. This steel has aminimum tensile strength of 550 MPa and a minimum coating mass of 275 g/m2. The standard base metal thickness is 0.75 mm.

Tray-dec 300 can be supplied in any length, subject to the limitations of available transport. The maximum recommended length is �2 m. The length tolerancesare -0, +�0 mm.Thus with Tray-dec 300, an extremely cost-effective means is available of achieving any desired fire rating.The conventional options remain open to the designerof applying a fire resistant spray to the under side ofthe Tray-dec 300 or installing a suspended fire resistantceiling

TRAY-DEC 300 INSTALLATIONTemporary proppingWhere the designed span for the composite slab exceeds the limits for the steel trays, temporarypropping must be installed, at the construction stages. Note that temporary propping is considered as scaffolding. Ref. Dept of Labour GuidelinesThe propping requirements specified in this designmanual assume unsupported areas of Tray-dec arenot overloaded e.g. by impact or heaping of concrete.Some degree of deflection is expected betweenpropping lines . Where a fairer ceiling finish is required,it is recommended that additional propping lines areinstalled. For specific recommendations concerning propping for your project, please consult Tray-dec NZLtd. The trays should be supported on stiff timber or steel bearers with minimum �00 mm width on the upperface to avoid damage to the trays when concrete ispoured.

Tray-dec 300 - Volume and Weight Table �7Concrete Weight of concrete (kN/m2)

Slab Depth Volume Normal Weight Concrete

(mm) (m3/m2) Wet Dry

�00 0.�0 2.40 2.35

��0 0.�� 2.64 2.59

�20 0.�2 2.88 2.82

�30 0.�3 3.�2 3.06

�40 0.�4 3.36 3.29

�50 0.�5 3.60 3.53

�60 0.�6 3.84 3.76

�70 0.�7 4.08 4.00

�80 0.�8 4.32 4.23

�90 0.�9 4.56 4.47

200 0.20 4.80 4.70

Tray-dec 300 Section Properties (per metre width) Table 18


(mm) (kg/m2) (kN/m2) (mm2/m (mm) (cm4/m) (kNm/m)0.75 9.90 0.097 1219.69 14.70 51.99 7.080.95 12.54 0.123 1545.74 14.81 65.96 9.19



The temporary props to support these bearersmust be designed to be strong enough and sufficientlystiff to support in a stable manner both the weight of wetconcrete and temporary construction loads. An engineershould be consulted on the appropriate sizes.

REMOVAL OF TEMPORARY PROPPINGDo not remove temporary propping until the concretehas reached at least 70% of its design strength.(Approx 28 days)

TRAY-DEC LAYINGThe ends of the trays must overlap their bearingsupports by at least 50 mm in every case. Note thatthe end bearing length may have to be increased above this figure if there will be heavy construction loads. The trays must be laid carefully in accordancewith this manual and the design engineer’s drawings. Place the full width tray at one side of the area to be covered so that it overlaps by at least 50 mm on toboth side end supports. The punched web side of the tray must be laid on the side support. Now hold the next tray by its plain web so that it hangs vertically at right angles to the first tray.

Engage the punched fixing tabs with the plain web of the first tray, then rotate through 90 degrees away from the first tray until the two lie neatly side by side.Check all punched tabs are engaged with the lip of the plain web of the first tray.

Repeat the process for the third and subsequent trays.The last tray to be to be laid may be a part tray width tray(“B” section) but should still overlap the end support by 50 mm. Never start laying with a B section. Where slab widths are not an exact multiple of the 305 width of a traya special section is fabricated to complete the coverage. Where trays are to be joined end to end, the joint mustbe over a beam support. Where practicable, the ends of the trays should be butted up hard against one another. The webs must be carefully aligned across the joint. In this situation it is recommended the trays are securedimmediately after installation by fastening them to the support. In steel frame construction use 4 mm dia, poweractuated drive pins, self tapping screws or shear connectors where the latter are required by the design engineer. Nailing direct to the support is an alternative for concrete or masonry beams.

Tray-dec 300 Composite Properties per metre width of slab t = 0.75 mm Table 19



Weight Ic + Iuc/2

D Mcs ds jd a Ic Iuc Ina


10 100 2.40 40.16 85.30 66.11 38.38 4.84 9.35 7.10

110 2.64 44.87 95.30 73.86 42.88 6.14 12.28 9.21

120 2.86 50.30 105.30 82.80 45.00 7.64 15.78 11.71

130 3.09 56.37 115.30 92.80 45.00 9.34 19.88 14.61

140 3.33 62.45 125.30 102.80 45.00 11.24 24.65 17.94

150 3.56 68.52 135.30 112.80 45.00 13.36 30.12 21.74

160 3.79 74.60 145.30 122.80 45.00 15.70 36.34 26.02

170 3.92 80.67 155.30 132.80 45.00 18.26 43.35 30.81

180 4.25 86.75 165.30 142.80 45.00 21.35 51.21 36.28

190 4.38 92.82 175.30 152.80 45.00 24.09 59.97 42.03

200 4.71 98.90 185.30 162.80 45.00 27.37 67.97 47.6718 100 2.40 40.16 85.30 66.11 38.38 3.92 5.88 4.90

110 2.64 44.87 95.30 73.86 42.88 4.97 7.66 6.32

120 2.86 50.30 105.30 82.80 45.00 6.19 9.79 7.99

130 3.09 56.37 115.30 92.80 45.00 7.56 12.27 9.92

140 3.33 62.45 125.30 102.80 45.00 9.12 15.15 12.13

150 3.56 68.52 135.30 112.80 45.00 10.84 18.44 14.64

160 3.79 74.60 145.30 122.80 45.00 12.74 22.18 17.46

170 3.92 80.67 155.30 132.80 45.00 14.83 26.38 20.60

180 4.25 86.75 165.30 142.80 45.00 17.10 31.08 24.09

190 4.38 92.82 175.30 152.80 45.00 19.56 36.29 27.92

200 4.71 98.90 185.30 162.80 45.00 22.21 42.05 32.13


Tray-dec 300 Construction tables t = 0.75 Table 20

Prop




100 2.90 23 2.40 11 2.00 5 2.00 5 29.0 22

Single span 110 2.80 22 2.30 10 2.00 6 2.00 6 25.5 22

120 2.70 20 2.30 11 1.90 5 1.90 5 22.5 21

130 2.70 22 2.20 9 1.90 5 1.90 5 20.8 21

140 2.60 20 2.20 10 1.90 6 1.90 6 18.6 20

150 2.60 21 2.20 11 1.80 5 1.80 5 17.3 20

160 2.50 19 2.10 9 1.80 5 1.80 5 15.6 19

170 2.50 20 2.10 10 1.80 5 1.80 5 14.7 19

180 2.40 18 2.00 9 1.80 6 1.80 6 13.3 18

190 2.40 19 2.00 9 1.70 5 1.70 5 12.6 18

200 2.30 17 2.00 10 1.70 5 1.70 5 11.5 18

100 3.30 16 3.00 11 2.50 5 2.50 5 1.47 33.0 25

Multiple span 110 3.20 16 2.80 9 2.40 5 2.40 5 1.47 29.1 25

120 3.10 15 2.80 10 2.40 5 2.40 5 1.47 25.8 24

130 3.00 14 2.70 9 2.40 6 2.40 6 1.47 23.1 23

140 2.90 13 2.70 10 2.30 5 2.30 5 1.45 20.7 22

150 2.80 12 2.70 10 2.30 5 2.30 5 1.44 18.7 22

160 2.80 13 2.60 9 2.20 5 2.20 5 1.50 17.5 22

170 2.70 11 2.60 10 2.20 5 2.20 5 1.48 15.9 21

180 2.60 10 2.60 10 2.20 5 2.20 5 1.45 14.4 20

190 2.60 11 2.50 9 2.10 5 2.10 5 1.50 13.7 20

200 2.60 11 2.50 10 2.10 5 2.10 5 1.56 13.0 20

1 100 3.50 1 0.58 35.0 27

Single span 1 110 3.80 2 0.70 34.5 29

(propped) 1 120 4.20 3 0.86 35.0 16

1 130 4.50 5 1.01 34.6 17

1 140 4.90 7 1.21 35.0 19

1 150 5.20 9 1.39 34.7 20

2 160 5.50 2 0.86 34.4 21

2 170 5.60 3 0.92 32.9 22

2 180 5.90 4 1.04 32.8 23

2 190 6.10 4 1.14 32.1 23

2 200 6.30 5 1.24 31.5 24

* Clear span + 100

At end supports, fasteners as described above, should be placed in each tray adjacent to the rib. Where the trays are used as a work platform duringconstruction, care must be taken not to overload them.Timber boards should be used to distribute loads forwalkways and work areas, especially when placingwet concrete. Penetration for vertical piping shafts etc. are made at his stage.

Reinforcement around openings in the floor must be placed in accordance with the detail provided by the design engineer. Secondary and fire emergency reinforcement is easily installed by laying the appropriate mesh or bars on the top of the ribs. The sheets of mesh should be overlapped and tied to ensure continuity in all directions.

cont. page 2�

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Tray-dec 300 Composite Span tables t = 0.75 Table 21Support 30 Mpa concrete n=10 30 Mpa concrete n=18



100 2.90 2.90 2.90 2.90 2.90 2.90 2.90 2.90 19.1 9.7 29.0 29.0Single span 110 2.80 2.80 2.80 2.80 2.80 2.80 2.80 2.80 18.1 9.3 25.5 25.5

120 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 17.0 9.0 22.5 22.5

130 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 17.3 9.0 20.8 20.8

140 2.60 2.60 2.60 2.60 2.60 2.60 2.60 2.60 16.3 8.7 18.6 18.6

150 2.60 2.60 2.60 2.60 2.60 2.60 2.60 2.60 16.5 8.7 17.3 17.3

160 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 15.5 8.3 15.6 15.6

170 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 15.7 8.3 14.7 14.7

180 2.40 2.40 2.40 2.40 2.40 2.40 2.40 2.40 14.6 8.0 13.3 13.3

190 2.40 2.40 2.40 2.40 2.40 2.40 2.40 2.40 14.8 8.0 12.6 12.6

200 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 13.8 7.7 11.5 11.5

100 3.30 3.40 3.40 3.40 3.40 3.40 3.40 3.40 26.3 11.0 33.0 34.0Multiple span 110 3.20 3.30 3.30 3.30 3.30 3.30 3.30 3.30 25.2 10.7 29.1 30.0

120 3.10 3.20 3.20 3.20 3.20 3.20 3.20 3.20 24.0 10.3 25.8 26.7

130 3.00 3.10 3.10 3.10 3.10 3.10 3.10 3.10 22.8 10.0 23.1 23.8

140 2.90 3.00 3.00 3.00 3.00 3.00 3.00 3.00 21.7 9.7 20.7 21.4

150 2.80 2.90 2.90 2.90 2.90 2.90 2.90 2.90 20.5 9.3 18.7 19.3

160 2.80 2.90 2.90 2.90 2.90 2.90 2.90 2.90 20.8 9.3 17.5 18.1

170 2.70 2.80 2.80 2.80 2.80 2.80 2.80 2.80 19.7 9.0 15.9 16.5

180 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 18.6 9.0 15.0 15.0

190 2.60 2.70 2.70 2.70 2.70 2.70 2.70 2.70 18.8 8.7 13.7 14.2

200 2.60 2.60 2.60 2.60 2.60 2.60 2.60 2.60 17.7 8.7 13.0 13.0Single span 100 3.50 3.50 3.50 3.20 3.50 3.50 3.40 3.00 23.3 11.7 35.0 35.0

(props removed) 110 3.80 3.80 3.80 3.30 3.80 3.80 3.70 3.30 25.3 12.7 34.5 34.5

120 4.20 4.20 4.20 3.70 4.10 4.00 3.90 3.50 32.3 14.0 35.0 34.2

130 4.50 4.50 4.50 3.80 4.20 4.20 4.10 3.60 34.6 15.0 34.6 32.3

140 4.90 4.90 4.90 4.00 4.70 4.40 4.30 4.00 39.0 16.3 35.0 33.6

150 5.20 5.20 5.20 4.20 4.80 4.60 4.50 4.10 43.7 17.3 34.7 32.0

160 5.50 5.20 5.10 4.30 4.90 4.60 4.50 4.20 46.5 18.3 34.4 30.6

170 5.60 5.60 5.60 4.50 5.20 5.00 4.90 4.40 51.7 18.7 32.9 30.6

180 5.90 5.90 5.90 4.60 5.30 5.20 5.10 4.60 54.8 19.7 32.8 29.4

190 6.10 6.10 6.10 4.80 5.60 5.40 5.30 4.80 60.5 20.3 32.1 29.5

200 6.30 6.30 6.20 4.90 5.60 5.60 5.50 4.90 64.0 21.0 31.5 28.0


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Composite SlabJd

ds

centroid of steel section

237

26

TRAY-DEC 300 Notation for Composite Slabs

0.45ds = a

0.45Fcu = �3.5mPa

a/2

D

2� © Tray-dec Rev �.6.8

Negative reinforcing should be placed in accordance withthe requirements of the design engineer. However, such reinforcing must extend past one quarter of the clearspan on both sides of interior supports.Prior to placing the concrete, the trays are to be clean,dry, free of contaminants such as oil or grease andcleared of miscellaneous construction debris.

The concrete used must be ready mixed HIGH GRADEmade and placed in accordance with NZS 3�09:�987.Concrete must not be dumped on the trays in a heap as this will cause overloading and may result in buckling of the trays. Pour the concrete on progressively, spreading it at the same time. Compact the concrete using a vibrator. (Compacting by hand is not recommended)

TRAY-DEC 300 FEATURES

Tray-dec 300 continues the unique feature of a flat under side where a simple, inexpensive coating system willprovide a visually pleasing ceiling finish. There is no need for an expensive suspended ceiling. As a consequence overall floor thickness can also bereduced, leading to a reduced height and cost of the whole structure.

The laying and installation of Tray-dec 300 section is easy and fast, saving labour costs.

The patented method of web connections does away with time consuming fastening methods such as screwing and crimping while at the same time providing a positive bond between concrete and steel.

The flat profile means end closers are not required to prevent concrete spillage around the ends of the trays - a further cost saving. The unpropped spans allowable, when pouring wet concrete on new Tray-dec 300, have more than doubledcompared with the original Tray-dec. Tray-dec 300 now out performs most other system saving propping costs.

A standard base metal thickness of 0.75 is used for all Tray-dec 300. When Tray-dec 300 floor is exposed to fire the totally embedded vertical webs will not reach extreme temperatures. Therefore, the fire emergencyreinforcement required when no fire protection sprays are used can consist of steel mesh placed directly ontop of the webs. When required to achieve the desiredfire rating, additional longitudinal steel may beincorporated with the mesh.

The flat underside of Tray-dec 300 offers substantial labour cost savings when compared with trapezoid’al composite floor systems. This is because all the steel form work is exposed to fire, necessitating careful and time consuming positioning of the fire emergency reinforcement.



Tray-dec 300 - Volume and Weight Table 22Concrete Weight of concrete (kN/m2)

Slab Depth Volume Normal Weight Concrete(mm) (m3/m2) Wet Dry100 0.10 2.40 2.35110 0.11 2.64 2.59120 0.12 2.88 2.82130 0.13 3.12 3.06140 0.14 3.36 3.29150 0.15 3.60 3.53160 0.16 3.84 3.76170 0.17 4.08 4.00180 0.18 4.32 4.23190 0.19 4.56 4.47200 0.20 4.80 4.70

Tray-dec 300 Section Properties (per metre width) Table 23


(mm) (kg/m2) (kN/m2) (mm2/m (mm) (cm4/m) (kNm/m)0.75 9.90 0.097 1219.69 14.70 51.99 7.080.95 12.54 0.123 1545.74 14.81 65.96 9.19

Tray-dec 300 can be supplied in any length, subject to the limitations of available transport. The maximum recommended length is �2 m. The length tolerancesare -0, +�0 mm.Thus with Tray-dec 300, an extremely cost-effective means is available of achieving any desired fire rating.The conventional options remain open to the designerof applying a fire resistant spray to the under side ofthe Tray-dec 300 or installing a suspended fire resistantceiling

TRAY-DEC 300 INSTALLATIONTemporary proppingWhere the designed span for the composite slab exceeds the limits for the steel trays, temporarypropping must be installed, at the construction stages. Note that temporary propping is considered as scaffolding. Ref. Dept of Labour GuidelinesThe propping requirements specified in this designmanual assume unsupported areas of Tray-dec arenot overloaded e.g. by impact or heaping of concrete.Some degree of deflection is expected betweenpropping lines . Where a fairer ceiling finish is required,it is recommended that additional propping lines areinstalled. For specific recommendations concerning propping for your project, please consult Tray-dec NZLtd. The trays should be supported on stiff timber or steel bearers with minimum �00 mm width on the upperface to avoid damage to the trays when concrete ispoured.

PLEASE NOTE:The calculations for Tray-dec 300 in this document have been updated to the latest ‘Standard’ and replace those from the Tray-dec publication titled “Tray-dec 300 Specification and Design Manual”.

THE TRAY-DEC 300 SYSTEM INTRODUCTIONTray-dec NZ Ltd ‘Tray-dec 300’ is a specially shapedgalvanised steel tray which interlocks with adjacent traysto act both as tensile reinforcement and permanent formwork for concrete floor slab. The composite action of the steel and concrete produces a floor which is very strong but also light in weight.

Tray-dec 300’ retains all the features which made the original ‘Tray-dec’ so attractive.

• Flat soffit - aesthetically pleasing appearance.• Approved 3 hour fire rating.• Suitable for use in buildings constructed of steel, concrete or masonry. with these unique cost saving features:• uniform slab thickness - minimum quantity of concrete required for given floor loading and fire rating. - minimises total height of structure.• No end closures required.• No crimping, drilling or riveting required.• Easily manhandled - saves crane time. In addition, ‘Tray-dec 300’ now offers further cost saving features:• Increased strength and span capability.• Temporary propping centres greatly increased.• Up to 3.0 metre intermediate beam spacing with no props.

MATERIAL SPECIFICATIONSTray-dec 300 is cold rolled from high strength zinccoated steel coil conforming to NZS 344�:�978, base grade G500 and coating class Z275. This steel has aminimum tensile strength of 550 MPa and a minimum coating mass of 275 g/m2. The standard base metal thickness is 0.75 mm.

Tray-dec 300 0.95 t Composite Slab Design Information


The temporary props to support these bearersmust be designed to be strong enough and sufficientlystiff to support in a stable manner both the weight of wetconcrete and temporary construction loads. An engineershould be consulted on the appropriate sizes.

REMOVAL OF TEMPORARY PROPPINGDo not remove temporary propping until the concretehas reached at least 70% of its design strength.(Approx 28 days)

TRAY-DEC LAYINGThe ends of the trays must overlap their bearingsupports by at least 50 mm in every case. Note thatthe end bearing length may have to be increased above this figure if there will be heavy construction loads. The trays must be laid carefully in accordancewith this manual and the design engineer’s drawings. Place the full width tray at one side of the area to be covered so that it overlaps by at least 50 mm on toboth side end supports. The punched web side of the tray must be laid on the side support. Now hold the next tray by its plain web so that it hangs vertically at right angles to the first tray.

Engage the punched fixing tabs with the plain web of the first tray, then rotate through 90 degrees away from the first tray until the two lie neatly side by side.Check all punched tabs are engaged with the lip of the plain web of the first tray.

Repeat the process for the third and subsequent trays.The last tray to be to be laid may be a part tray width tray(“B” section) but should still overlap the end support by 50 mm. Never start laying with a B section. Where slab widths are not an exact multiple of the 305 width of a traya special section is fabricated to complete the coverage. Where trays are to be joined end to end, the joint mustbe over a beam support. Where practicable, the ends of the trays should be butted up hard against one another. The webs must be carefully aligned across the joint. In this situation it is recommended the trays are securedimmediately after installation by fastening them to the support. In steel frame construction use 4 mm dia, poweractuated drive pins, self tapping screws or shear connectors where the latter are required by the design engineer. Nailing direct to the support is an alternative for concrete or masonry beams.

Tray-dec 300 Composite Properties per metre width of slab t = 0.95 mm Table 24



Weight Ic + Iuc/2

D Mcs ds jd a Ic Iuc Ina


10 100 2.43 53.07 85.19 66.02 38.34 5.64 9.78 7.71

110 2.71 59.30 95.19 73.77 42.84 7.29 12.81 10.05

120 2.95 65.53 105.19 81.52 47.34 9.30 16.43 12.86

130 3.18 71.76 115.19 89.27 51.84 11.63 20.66 16.15

140 3.42 77.98 125.19 97.02 56.34 14.59 25.57 20.08

150 3.65 84.73 135.19 105.42 59.54 17.98 31.20 24.59

160 3.89 92.77 145.19 115.42 59.54 21.91 37.59 29.75

170 4.03 100.81 155.19 125.42 59.54 26.44 44.80 35.62

180 4.36 108.85 165.19 135.42 59.54 31.62 52.86 42.24

190 4.50 116.89 175.19 145.42 59.54 37.49 61.83 49.66

200 4.83 124.92 185.19 155.42 59.54 44.10 71.75 57.9318 100 2.43 53.07 85.19 66.02 38.34 4.54 6.26 5.40

110 2.71 59.30 95.19 73.77 42.84 5.79 8.13 6.96

120 2.95 65.53 105.19 81.52 47.34 7.29 10.36 8.82

130 3.18 71.76 115.19 89.27 51.84 9.05 12.96 11.01

140 3.42 77.98 125.19 97.02 56.34 11.11 15.97 13.54

150 3.65 84.73 135.19 105.42 59.54 13.49 19.41 16.45

160 3.89 92.77 145.19 115.42 59.54 16.21 23.30 19.76

170 4.03 100.81 155.19 125.42 59.54 19.30 27.68 23.49

180 4.36 108.85 165.19 135.42 59.54 22.79 32.56 27.68

190 4.50 116.89 175.19 145.42 59.54 26.71 37.98 32.34

200 4.83 124.92 185.19 155.42 59.54 31.07 43.96 37.51


Tray-dec 300 Construction tables t = 0.95 Table 25

Prop




100 3.00 21 2.30 7 2.00 4 2.00 4 30.0 23

Single span 110 3.10 27 2.30 8 1.90 4 1.90 4 28.2 24

120 3.10 29 2.30 8 1.90 4 1.90 4 25.8 24

130 3.00 27 2.20 7 1.90 4 1.90 4 23.1 23

140 3.00 29 2.20 8 1.90 4 1.90 4 21.4 23

150 2.90 27 2.20 9 1.80 4 1.80 4 19.3 22

160 2.90 28 2.10 7 1.80 4 1.80 4 18.1 22

170 2.90 30 2.10 8 1.80 4 1.80 4 17.1 22

180 2.80 27 2.00 7 1.70 4 1.70 4 15.6 22

190 2.80 29 2.00 7 1.70 4 1.70 4 14.7 22

200 2.80 30 2.00 8 1.70 4 1.70 4 14.0 22

100 3.50 16 3.00 9 2.50 4 2.50 4 1.22 35.0 27

Multiple span 110 3.70 22 2.80 7 2.50 4 2.50 4 1.42 33.6 28

120 3.60 22 2.80 8 2.40 4 2.40 4 1.42 30.0 28

130 3.50 21 2.70 7 2.40 4 2.40 4 1.42 26.9 27

140 3.40 19 2.70 8 2.30 4 2.30 4 1.42 24.3 26

150 3.30 18 2.70 8 2.30 4 2.30 4 1.41 22.0 25

160 3.30 19 2.62 8 2.26 4 2.20 4 1.48 20.6 25

170 3.20 18 2.60 8 2.20 4 2.20 4 1.46 18.8 25

180 3.10 17 2.60 8 2.20 4 2.20 4 1.44 17.2 24

190 3.00 15 2.50 7 2.10 4 2.10 4 1.42 15.8 23

200 3.00 16 2.50 8 2.10 4 2.10 4 1.47 15.0 23

1 100 3.50 1 0.49 35.0 27

Single span 1 110 3.80 2 0.59 34.5 29

(propped) 1 120 4.20 3 0.72 35.0 16

1 130 4.60 4 0.87 35.4 18

1 140 4.90 5 1.01 35.0 19

1 150 5.20 7 1.16 34.7 20

1 160 5.60 11 1.36 35.0 22

1 170 5.90 14 1.54 34.7 23

2 180 6.30 4 0.97 35.0 24

2 190 6.60 5 1.08 34.7 25

2 200 6.90 6 1.20 34.5 27

* Clear span + 100

At end supports, fasteners as described above, should be placed in each tray adjacent to the rib. Where the trays are used as a work platform duringconstruction, care must be taken not to overload them.Timber boards should be used to distribute loads forwalkways and work areas, especially when placingwet concrete. Penetration for vertical piping shafts etc. are made at his stage.

Reinforcement around openings in the floor must be placed in accordance with the detail provided by the design engineer. Secondary and fire emergency reinforcement is easily installed by laying the appropriate mesh or bars on the top of the ribs. The sheets of mesh should be overlapped and tied to ensure continuity in all directions.

cont. page 27

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Tray-dec 300 Composite Span tables t = 0.95 Table 26Support 30 Mpa concrete n=10 30 Mpa concrete n=18



100 3.00 3.00 3.00 2.90 2.90 2.90 2.90 2.60 19.2 10.0 30.0 29.0Single span 110 3.10 3.10 3.10 2.80 3.10 3.10 3.10 2.90 18.1 10.3 28.2 28.2

120 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.00 22.6 10.3 25.8 25.8

130 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 21.4 10.0 23.1 23.1

140 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 21.7 10.0 21.4 21.4

150 2.90 2.90 2.90 2.90 2.90 2.90 2.90 2.90 20.6 9.7 19.3 19.3

160 2.90 2.90 2.90 2.90 2.90 2.90 2.90 2.90 20.9 9.7 18.1 18.1

170 2.90 2.90 2.90 2.90 2.90 2.90 2.90 2.90 21.2 9.7 17.1 17.1

180 2.80 2.80 2.80 2.80 2.80 2.80 2.80 2.80 20.0 9.3 15.6 15.6

190 2.80 2.80 2.80 2.80 2.80 2.80 2.80 2.80 20.3 9.3 14.7 14.7

200 2.80 2.80 2.80 2.80 2.80 2.80 2.80 2.80 20.5 9.3 14.0 14.0

100 3.50 3.50 3.50 3.00 3.50 3.50 3.50 3.00 20.6 11.7 35.0 35.0Multiple span 110 3.70 3.70 3.70 3.30 3.70 3.70 3.70 3.30 25.3 12.3 33.6 33.6

120 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 30.5 12.0 30.0 30.0

130 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 29.3 11.7 26.9 26.9

140 3.40 3.40 3.40 3.40 3.40 3.40 3.40 3.40 28.0 11.3 24.3 24.3

150 3.30 3.30 3.30 3.30 3.30 3.30 3.30 3.30 26.7 11.0 22.0 22.0

160 3.30 3.30 3.30 3.30 3.30 3.30 3.30 3.30 27.1 11.0 20.6 20.6

170 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 25.8 10.7 18.8 18.8

180 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 24.6 10.3 17.2 17.2

190 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 23.3 10.0 15.8 15.8

200 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 23.6 10.0 15.0 15.0Single span 100 3.50 3.50 3.50 3.00 3.50 3.50 3.50 3.00 20.6 11.7 35.0 35.0

(props removed) 110 3.85 3.85 3.85 3.30 3.85 3.80 3.80 3.30 25.3 12.8 35.0 35.0

120 4.20 4.20 4.20 3.60 4.20 4.10 4.00 3.50 30.6 14.0 35.0 35.0

130 4.55 4.55 4.55 4.00 4.20 4.20 4.20 4.00 38.4 15.2 35.0 32.3

140 4.90 4.90 4.90 4.30 4.90 4.60 4.50 4.20 45.1 16.3 35.0 35.0

150 5.30 5.30 5.30 4.60 5.10 4.80 4.70 4.40 52.5 17.7 35.3 34.0

160 5.60 5.60 5.60 4.80 5.30 5.00 4.90 4.60 58.1 18.7 35.0 33.1

170 6.00 6.00 5.90 4.90 5.40 5.20 5.00 4.80 61.5 20.0 35.3 31.8

180 6.30 6.30 6.10 5.10 5.70 5.50 5.30 5.10 67.6 21.0 35.0 31.7

190 6.70 6.50 6.40 5.30 5.50 5.00 4.80 5.40 74.1 22.3 35.3 28.9

200 7.00 6.80 6.60 5.40 5.70 5.60 5.60 5.50 78.1 23.3 35.0 28.5


L

L

L

305.0

Composite SlabJd

ds


237

26

TRAY-DEC 300 Notation for Composite Slabs

0.45ds = a

0.45Fcu = �3.5mPa

a/2

D


Negative reinforcing should be placed in accordance withthe requirements of the design engineer. However, such reinforcing must extend past one quarter of the clearspan on both sides of interior supports.Prior to placing the concrete, the trays are to be clean,dry, free of contaminants such as oil or grease andcleared of miscellaneous construction debris.

The concrete used must be ready mixed HIGH GRADEmade and placed in accordance with NZS 3�09:�987.Concrete must not be dumped on the trays in a heap as this will cause overloading and may result in buckling of the trays. Pour the concrete on progressively, spreading it at the same time. Compact the concrete using a vibrator. (Compacting by hand is not recommended)

TRAY-DEC 300 FEATURES

Tray-dec 300 continues the unique feature of a flat under side where a simple, inexpensive coating system willprovide a visually pleasing ceiling finish. There is no need for an expensive suspended ceiling. As a consequence overall floor thickness can also bereduced, leading to a reduced height and cost of the whole structure.

The laying and installation of Tray-dec 300 section is easy and fast, saving labour costs.

The patented method of web connections does away with time consuming fastening methods such as screwing and crimping while at the same time providing a positive bond between concrete and steel.

The flat profile means end closers are not required to prevent concrete spillage around the ends of the trays - a further cost saving. The unpropped spans allowable, when pouring wet concrete on new Tray-dec 300, have more than doubledcompared with the original Tray-dec. Tray-dec 300 now out performs most other system saving propping costs.

A standard base metal thickness of 0.75 is used for all Tray-dec 300. When Tray-dec 300 floor is exposed to fire the totally embedded vertical webs will not reach extreme temperatures. Therefore, the fire emergencyreinforcement required when no fire protection sprays are used can consist of steel mesh placed directly ontop of the webs. When required to achieve the desiredfire rating, additional longitudinal steel may beincorporated with the mesh.

The flat underside of Tray-dec 300 offers substantial labour cost savings when compared with trapezoid’al composite floor systems. This is because all the steel form work is exposed to fire, necessitating careful and time consuming positioning of the fire emergency reinforcement.


SHARED END BEARING SIDE FIXING

EDGE CANTILEVER END DETAIL

CANTILEVER PROPPED END

Ultra Span-80 (75 mm min)Concrete Saver-60 (50 mm min)35 mm min from edge of

flange to centre of stud

Steel Beam

Steel deck should extend to the centre line of steel beam.Min bearing on masonry wall 75mm min

20 mm

Cantilever dimension If this exceeds �50 mm additionalreinforcing will be required.

Restraint strap at 600 mm centres

Steel Beam

35 mm min tocentre line of stud

Edge trimEdge trim

Restraint strap at600 mm centres

35 mm min tocentre line of stud

Steel Beam

Edge trim fixed to steel deck

Nelson shear connector


Cantilevers greater than 500 mm will require temporary props, and additional reinforcement.

Edge trim fixed to steel deck

�00 mm min

Temporary prop


Ultra Span-80 orConcrete Saver-60

CONSTRUCTION DETAILS FOR COMPOSITE FLOOR DECKS

Nelson shear connectorNelson shear connector

Double Nelson shearconnectors illustrated.


Reinforcement to wall above

Re bar D�2 or above, continuous, parallel to end support of slab

Min, 20 mm concrete cover overre bar

Negative moment re bar, D�2 orabove placed high in slab

Reinforcing mesh

Min, 50 mm end bearing in wall

Concrete placed in-situ

Fig �.

End support detail on block wall with negative moment reinforcement to interior floor slab

Reinforceing mesh

Starter bars, D�2 or above, turned downinto base of slab for at least 600 mm

Concrete placed in-situ

Re bar, D�2 or above continuous, placedparallel to side edge of slab

Fig 3

Edge detail over block wall with timber wall

Tilt slab

Starter rods bent over into slab

Reinforcing mesh

Concrete Saver-60

Steel support min, 50 mm

Fig 2

Tilt slab (end bearing

Starter rods bent over into slab

Negative reinforcement to provide continuity across support

Reinforcing Mesh

Concrete Saver-60

End cap

Block wall

Fig 4

Typical internal block wall detail

Negative reinforcement to provide continuity across support

Nelson shear connector

Concrete Saver-60

Steel BeamFig 5

Internal beam detail

Fig 6

Steel beam (edge bearing)

Metal edge form

Edge form support strap

Reinforcing mesh

Steel beam

TRAY-DEC TYPICAL CONSTRUCTION DETAILS

These construction details are intended as a guide only, and are not intended for construction. Specific design details are required to be provided by the design engineer.

Nelson shearconnector

Reinforcing mesh


DESIGN OF TRAY-DEC COMPOSITE SLABS.

Design for flexible strength, shear, punching shear, and deflection is accomplished using normal analytical methods. BS 5950 Part 4 has been used as the basisfor preparation of Tray-dec tables because it is a modern code specifically written for composite concrete/steel profiled sheet design.

Design for longitudinal slip between the concrete and the profiled sheet cannot be accomplished without the establishment of the shear bond capacity of the interface.

For Tray-dec 300 the empirical parameters required forthe use of B5950 Part 4 as a design method havebeen established and are used in compiling the Tray-dec 300 usage tables.

For Ultra Span-80 and Concrete Saver-60 the shear bondcapacity is high because of the aggressive embossment used. Established limits are generally well beyond thoseencountered in practical slabs but are again used in compiling the Ultra Span-80 and Concrete Saver-60 usage tables.

Parameters for shear bond design.

For design to BS5950 Part 4 the parameters for

TRAY-DEC 300 are:- Kr = 0.056

Mr = 88.89

For Ultra Span-80 the limit on ultimate bending momentto prevent shear bond failure = 0.5 x Msc x span/3

For Concrete Saver-60 (0.95 mm), the limit on ultimatebending moment to prevent shear bond failure = 0.5 x Msc x span/2.7

For Concrete Saver-60 (0.75 mm), the limit on ultimatebending moment to prevent shear bond failure = 0.5 x Msc x span/2.5

Concrete Saver-60 �0,000 Cycle with applied load.

Ultra Span-80 �0,000 Cycle with applied load.

Testing for bond failure

Bonding Inspection.Testing for crushing and shear limits

3� © Tray-dec Rev �.6.8

DESIGN FORMULA FOR THE VARIOUS TABLES

Construction Span Tables

(�) Maximum ‘Span’ limited by BS5950-4 span to depth ratio. Followed by a spans with appropriate lesser deflections. Simple span limited to a span to depth ratio of 30 Multiple span limited to a span to depth ratio of 35

5 WL4(2) Deflection:- A calculated deflection of up to a limit of 30 mm d = ------------ 384 EI L(3) Deflection limit to BS5950-4 when ‘ponding’ is taken into account ---- �30 Modified depth of slab allows for ponding according to the formula span Modified depth of slab = D - 42 + --------- 250

(4) Limit B&C

Bending and crushing at supports to BS5050-5

Dead load = concrete volume x weight concrete + weight of steel.

Ultimate load for construction stage design from BS5950-4 ED = �.2 x dead load x �.5 x live load (�.5 kPa)

FW ED x maximum span x �.25 (0.67 x live load x maximum span x 0.625) ----- = ------------------------------------ - ----------------------------------------------------------- PW PW PW

M ED x span2 0.67 x live load x �.5 x span2 x 0.63 ------ = (------------------- ) - ------------------------------------------------ MC 8 x MC MC

FW M

�.2 ( ----- ) + ( ------ ) [ �.5 multi span PW MC FW

M 0.6 ( ----- ) + 0.5 (------) [ �.5 propped span PW MC

Calculate PW for Concrete Saver-60 (0.95 mm thick) D N N PW = t2k(C� C2 C�2( 3350 - 4.6 ( --- )) x (� +0.007( ---- )) or ( 0.75 + 0.0��( ----)) t t t t = 0.95 0.84 x 520 k = --------------- = �.92 228 C� = �.22 - 0.22k = 0.798 r C2 = �.06 - 0.06 --- = 0.807 t 0 C�2 = 0.7 + 0.3( ---- )2 = 0.856 90


D 3350 - 4.6( --- ) = 3064

t

N �+ 0.007 ( --- ) = �.737 t

N 0.75 +0.0�� ( --- ) =2.487 t

PW = 0.952 x �.92 x 0.798 x 0.807 x 0.856 x 3064 x 2.487 = 7.279 kN

PW per m =48.55 kN

(5) serviceability superimposed loads: For n = �0 or n = �8

(a) 0.4 x 3.5 kPa ‘live load’ = �.4 kPa

(b) 0.4 x 5 kPa ‘live load’ = 2 kPa

(c) 0.6 x �0 kPa ‘live load’ = 6 kPa

(i) 0.4 for general loads

(ii) 0.6 for storage loads

Deflection due to slab weight plus serviceability live load

Formula for deflection

5 (weight slab +weight serviceability live load x span4)Single span: d = ------- x ------------------------------------------------------------------- 384 E INA

2.07 (weight slab +weight serviceability live load x span4)Multiple span: d = ------- x ------------------------------------------------------------------- 384 E INA

0.625 x slab weight x span x span3Mid span props: d slab weight = -------------------------------------------------- 48 x E INA

d slab weight + live load

5 (weight slab) x span4 = d slab weight + ----- x ------------------------------ 384 E INA

Bending moment

(i) BM = bending moment

(ii) Max live load = �0kPa

(iii) ED = 1.2 x slab weight + 1.5 x live load

(iiii) Moment Capacity = MCS (�.2 x slab weight + �.5 live load) x span2 BM = ------------------------------------------------------- 8

BM Must be [ Moment Capacity


Composite Span Tables

(�) Only spans which do not exceed construction span limits are shown.

(2) BM (bending moment) is tabled and is limited to less than the maximum (MCS) Span (3) Defections due to slab weight plus serviceability live load are limited to -------- � � 300(4) Span to depth ratios are limited to ---- for single spans and ----- for continuous and propped spans. 30 35

(5) Defections due to slab weight plus serviceability live loads by calculation are limited to 20 mm. Composite Properties Tables

D = depth of composite slab

C = compression in concrete

M = moment under consideration

ds = distance from centroid of steel section to the top of the composite slab. “The effective depth”

jd = ds - 0.5a

T x �000 a = 0.45ds or ------------------------------------------ 0.45 x concrete strength x �000

If C = T The compression in the concrete = the tensile strength in the steel deck

then M = T (ds - 0.5a) / �000

If C < T then M = C (ds - 0.5a) / �000

D


jd Composite Slab

600

Concrete Saver-60 Notation for composite slabs 0.45ds = a

ds

0.45 Fcu =�3.5 mPa

a/2


SYMBOL DESCRIPTION UNITS

Ast Cross sectional of steel deck mm2

B&C Combined bending and web crushing -

Bm Bending Moment kNm

C Compression in concrete in steel units kNm

C� ‘Constant’ see BS 5950 part 5 -

C2 ‘Constant’ see BS 5950 part 5 -

C�2 ‘Constant’ see BS 5950 part 5 - D Slab Depth mm ds Effective depth of the slab to the neutral axis of the steel deck mm

E Modulus of elasticity kNm

Ed = 1.2 x dead load +1.5 x live load kPa (to AS/NZS 1170:2004)

Fw web crushing load kN

fcu Characteristic concrete cube strength MPa

I Moment of Inertia cm4

Ic Moment of Inertia “cracked section’ �06 x mm4

Iuc Moment of Inertia uncracked concrete section �06 x mm4

Ina Average Moment of Inertia (Ic + Iuc) /2 106 x mm4

k Constant see BS 5950 part 5

L Clear span + minimum bearing m

jd Lever arm composite slab mm

NOTATION

M Moment at the cross section under consideration kNm

Mcs Moment capacity of composite slab kNm (with f = �.0)

Mc Moment capacity kNm

n Modular ratio number

T Tensile strength MPa

t Base metal thickness mm

Pw Web crushing strength kN

q2 Weight of steel deck plus wet concrete kPa

d Deflection mm

f The ultimate limit state strength reduction factor


SCOPEUse of Tray-dec flooring systems indicate that provided the product use and maintenance is in line with the guidelines of this manual: Tray-dec flooring systems can reasonably be expected to meet the performance criteriain clause B1 structure: B2 durability and C fire of the New Zealand Building Code for a period of not less than 50 years, provided they are keep free of moisture. Sound G6 and vibration are part of the NZBC

STRUCTURE B1The Tray-dec flooring system has been designed to comply with BS5950 using the relevant load and clause combinations of the New Zealand Building Code.Detailed analysis, physical testing have enabledload/span tables to be established based on the limits imposed by the relevant standards and design philosophy.

Use of Tray-dec flooring system in applications other than uniformly distributed loads or outside the scope of this document will require specific design input. Datapresented in this document is intended for the use by a structural engineer.

COATING & MATERIAL SPECIFICATIONTray-dec flooring is manufactured from galvanised coil with 275 g/m2 total zinc coating weight.

The design yield strengths that have been used are as follows: 550 MPa for 0.75 mm BMT 520 MPa for 0.95 mm BMT 500 MPa for �.20 mm BMT

A minimum 28 day compressive strength of 30 MPaconcrete has been assumed.A minimum Tray-dec flooring slab thickness has used inaccordance with BS5950.

Compliance to BS 5950 is acceptable using NZS 3�0�& NZS 3040 as acceptable solutions to the NZBC.

DURABILITY B2The use of Tray-dec flooring systems is limited to dry andnon corrosive environments. It is the responsibility of thedesigner to assess the durability requirements of the flooring slab. Consideration must be given to minimum concrete cover of the reinforcement and NZS 3�0� provides guidance in this area.

When using Tray-dec flooring systems in certain areas,achieving the required durability of the system is dependant on addressing the following.

�. For protection of the galvanised underside surface, an application of a suitable paint system may be required due to the location. Specifications for specific locations can be obtained from either Ameron Coatings or Akzo Nobel Coatings Limited.

2. Where the top surface requires protection to prevent the ingress of moisture entering the concrete one of t he following methods is required:

a. Design reinforcement in the slab for “Strong Crack Control”. See [HERA Report R4-113 Section 3.3 Control of Cracking and Leaks].b. Apply a suitable proprietary water proofing agent either mixed into the concrete before pouring or sprayed onto the top surface after curing, with the minimum necessary reinforcement in the slab.c. Apply a proprietary waterproof membrane with the minimum necessary reinforcement in the slab.

3. Where the top surface requires protection to prevent the ingress of moisture into the concrete on of the following methods is required.

a. Apply a proprietary waterproof membrane with the minimum necessary reinforcement in the slab.b. Provide reinforcement for “Strong Crack Control”. see the [HERA Report R4-113 Section 3.3 Control of Cracking and Leaks.] apply a suitable waterproofing agent (either mixed into the concrete before pouring or sprayed onto the top surface after curing

ADDITIONAL PROTECTION REQUIREMENTSUnless an appropriate protective coating system is ap-plied, to the under side surface and fully maintained for the design life of the structure, the use of galvanised sheet should be avoided were the following situations exist, high concentrations of chemicals, humidity, marine salts, timber treatment salts, unventilated sub floor areas.

Chemical admixtures may only be used in the topping concrete if they are compatible with galvanised steel.

The top surface galvanised coating may need additional protection by control of topping concrete crack widths orother measures when the top of the slab is exposed to acorrosive environment

FIRE DESIGN CAll Tray-dec composite slabs provide at least a 30/30/30fire rating. Fire design for rating in excess of this iscarried out in accordance with NZS 3�0�;2006 orBS 5950-8:2003

SOUND G6The approved NZBC document for sound is “Airborne &Impact Sound G6”. Ultra Span-80 slab thickness = 2�0 mm Concrete Saver-60 = 2�5 mm Tray-dec 300 = �60 mm Design for sound reduction requires consideration offloor finishes, ceiling details and insulation. This is beyond the scope of this document.

VIBRATIONRefer NZS 3�0�:2006. Para 2.4.�.2Slabs Tabulated conform to BS 5950 & NZS 3�0� forminimum thickness. Deflection & Vibration behaviorneed only be investigated further in unusual circumstances or when minimum thickness are less thanrecommended

New Zealand Building Code Compliance


Ultra Span-80 Rebar sizes for fire engineering t = 0.95 mm Table 29

Set Dimension up from steel deck 25 mm Set Dimension up from steel deck 25 mmImposed Slab Single 30 min 45 min 60 min 120min Slab propped 45 min 60 min 120min

Load Depth Span Rebar @ Rebar @ Rebar @ Depth Span Rebar @ Rebar @ Rebar @ kN/m2 (mm) (m) 300 mm 300mm 300mm (m) (mm) 300 mm 300 mm 300 mm

3.5 130 3.90 * D10H x 1 D10H x 1 D16H x 1 130 4.60 D10H x 1 D12H x 1 D20H x 1

140 4.20 * D10H x 1 D10H x 1 D16H x 1 140 4.90 D12H x 1 D12H x 1 D20H x 1


160 4.00 * D10H x 1 D10H x 1 D16H x 1 160 5.50 D12H x 1 D12H x 1 1 prop180 3.80 * D10H x 1 D10H x 1 D16H x 1 180 6.00 D12H x 1 D16H x 1

200 3.70 * D10H x 1 D10H x 1 D16H x 1 200 6.40 D16H x 1 D16H x 1


5.0 130 3.80 * D10H x 1 D10H x 1 D16H x 1 130 4.60 D12H x 1 D12H x 1 D20H x 1140 3.90 * D10H x 1 D10H x 1 D16H x 1 140 4.90 D12H x 1 D12H x 1


160 4.00 * D10H x 1 D10H x 1 D16H x 1 160 5.40 D12H x 1 D16H x 1 1 prop180 3.80 * D10H x 1 D10H x 1 D16H x 1 180 5.80 D16H x 1 D16H x 1

200 3.70 * D10H x 1 D10H x 1 D16H x 1 200 6.30 D16H x 1 D16H x 1220 3.60 * D10H x 1 D10H x 1 D16H x 1 220 6.70 D16H x 1 D16H x 1


140 3.90 * D12H x 1 D12H x 1 D20H x 1 140 3.50 D10H x 1 D12H x 1 D20H x 1150 4.00 * D12H x 1 D12H x 1 D20H x 1 150 3.90 D12H x 1 D12H x 1 D20H x 1

160 4.00 * D12H x 1 D12H x 1 D20H x 1 160 4.20 D12H x 1 D12H x 1 D20H x 1 1 prop




A minimum concrete thickness of 60 mm is required for a 30 minutes fire rating with out the need for extra rebar (see BS5950-8:2003)

Ultra Span-80 Rebar sizes for fire engineering t = 1.2 mm Table 27Set Dimension from steel deck 25 mm Set Dimension from steel deck 25 mm

Imposed Slab Max 30 min 45 min 60 min 120min Slab propped 45 min 60 min 120min Depth L/130

Load Depth Span Rebar @ Rebar @ Rebar @ Depth Span Rebar @ Rebar @ Rebar @ RatiokN/m2 (mm) (m) 300 mm 300mm 300mm (m) (mm) 300 mm 300 mm 300 mm (mm)




160 4.10 * D10H x 1 D10H x 1 D16H x 1 160 5.60 D12H x 1 D16H x 1 1 prop



5.0 130 3.90 * D10H x 1 D10H x 1 D16H x 1 130 4.50 D12H x 1 D12H x 1 D20H x 1140 4.20 * D10H x 1 D12H x 1 D20H x 1 140 4.90 D12H x 1 D12H x 1

150 4.20 * D10H x 1 D10H x 1 D20H x 1 150 5.20 D12H x 1 D16H x 1160 4.10 * D10H x 1 D10H x 1 D16H x 1 160 5.50 D12H x 1 D16H x 1 1 prop







160 4.10 * D12H x 1 D12H x 1 D20H x 1 160 4.20 D12H x1 D12H x 1 D20H x 1 1 prop





Concrete Saver-60 Rebar sizes for fire engineering t = 0.95 mm Table 28Set Dimension up from steel deck 25 mm Set Dimension up from steel deck 25 mm

Imposed Slab Single 30 min 45 min 60 min 120min Slab propped 45 min 60 min 120min

Load Depth Span Rebar @ Rebar @ Rebar @ Depth Span Rebar @ Rebar @ Rebar @

kN/m2 (mm) (m) 300 mm 300mm 300mm (m) (mm) 300 mm 300 mm 300 mm3.5 110 3.10 * D10H x 1 D10H x 1 D16H x 1 110 3.80 D12H x 1 D12H x 1 D16 x 1

120 3.10 * D10H x 1 D10H x 1 D16H x 1 120 4.20 D10H x 1 D12H x 1 D20 x 1


140 3.00 * D10H x 1 D10H x 1 D12H x 1 140 4.90 D12H x 1 D12H x 1 D20 x 1 1 Prop

150/160 2.90 * D10H x 1 D10H x 1 D12H x 1 150 5.25 D12H x 1 D12H x 1



5.0 110 3.10 * D10H x 1 D10H x 1 D10H x 1 110 3.80 D10H x 1 D12H x 1 D20 x 1



140 3.00 * D10H x 1 D10H x 1 D16H x 1 140 4.90 D12H x 1 D16H x 1 1 Prop


180 2.80 * D10H x 1 D10H x 1 D12H x 1 180 5.90 D16H x1 D16H x 1


10.0 110 2.80 * D10H x 1 D10H x 1 D16H x 1 A minimum concrete thickness of 60 mm is

120 3.10 * D10H x 1 D10H x 1 D20H x 1 required to achieve 30 minutes fire rating with

130 3.00 * D10H x 1 D10H x 1 D16H x 1 out the need for extra rebar (see BS5950-8:2003)

140 3.00 * D10H x 1 D10H x 1 D16H x 1 1 Prop

150/160 2.90 * D10H x 1 D10H x 1 D16H x 1

180 2.80 * D10H x 1 D10H x 1 D16H x 1

200 2.80 * D10H x 1 D10H x 1 D12H x 1

Concrete Saver-60 Rebar sizes for fire engineering t = 0.75 mm Table 30

Set Dimension up from steel deck 25 mm Set Dimension up from steel deck 25 mm










5.0 110 3.30 * D12H x 1 D12H x 1 D20H x 1 110 3.80 D12H x 1 D16H x 1


140 3.10 * D10H x 1 D10H x 1 D16H x 1 140 4.70 D16H x 1 D16H x 1 1 prop150/160 3.00 * D10H x 1 D10H x 1 D16H x 1 150 5.00 D16H x 1 D16H x 1



10.0 110 2.80 * D12H x 1 D12H x 1 A minimum concrete thickness of 60 mm is 120 3.10 * D12H x 1 D16H x 1 required to achieve 30 minutes fire rating with

130 3.10 * D12H x 1 D16H x 1 out the need for extra rebar (see BS5950-8:2003)140 3.10 * D12H x 1 D12H x 1 D20H x 1

150/160 3.00 * D12H x 1 D12H x 1 D20H x 1

180 2.90 * D10H x 1 D10H x 1 D20H x 1

200 2.80 * D10H x 1 D10H x 1 D16H x 1


25

25

300

Rebar

25

25

300

Rebar

Tray-dec 300 Rebar sizes for fire engineering t = 0.95 mm Table 31Set Dimension up from steel deck 25 mm Set Dimension up from steel deck 25 mm














5.0 100 3.00 * D12H x 1 D12H x 1 D20H x 1 100 3.50 D16H x 1 D16H x 1











10.0 100 3.00 * D16H x 1 D16H x 1 A minimum concrete thickness of 60 mm is 110 3.10 * D16H x 1 D16H x 1 required to achieve 30 minutes fire rating with 120 3.10 * D16H x 1 D16H x 1 out the need for extra rebar (see BS5950-8:2003)

130 3.00 * D12H x 1 D16H x 1

140 3.00 * D12H x 1 D12H x 1 D20H x 1

150 2.90 * D10H x 1 D12H x 1 D20H x 1

160 2.90 * D10H x 1 D12H x 1 D20H x 1

170 2.90 * D10H x 1 D12H x 1 D20H x 1

180 2.80 * D10H x 1 D10H x 1 D16H x 1

190 2.80 * D10H x 1 D10H x 1 D16H x 1

200 2.80 * D10H x 1 D10H x 1 D16H x 1


25

25

300

Rebar

25

25

300

Rebar

Tray-dec 300 Rebar sizes for fire engineering t = 0.75 mm Table 32Set Dimension up from steel deck 25 mm Set Dimension up from steel deck 25 mm

Imposed Slab Single 30 min 45 min 60 min 120min Slab propped 45 min 60 min 120minLoad Depth Span Rebar @ Rebar @ Rebar @ Depth Span Rebar @ Rebar @ Rebar @

kN/m2 (mm) (m) 300 mm 300mm 300mm (m) (mm) 300 mm 300 mm 300 mm3.5 100 3.00 * D10H x 1 D10H x 1 D16H x 1 100 3.50 D10H x 1 D10H x 1 D16H x 1






















10.0 100 3.00 * D10H x 1 D12H x 1 D20H x 1 A minimum concrete thickness of 60 mm is 110 2.90 * D10H x 1 D10H x 1 D20H x 1 required to achieve 30 minutes fire rating with

120 2.90 * D10H x 1 D10H x 1 D20H x 1 out the need for extra rebar (see BS5950-8:2003)

130 2.90 * D10H x 1 D10H x 1 D16H x 1

140 2.80 * D10H x 1 D10H x 1 D16H x 1

150 2.80 * D10H x 1 D10H x 1 D16H x 1

160 2.70 * D10H x 1 D10H x 1 D16H x 1

170 2.70 * D10H x 1 D10H x 1 D16H x 1

180 2.70 * D10H x 1 D10H x 1 D16H x 1

190 2.60 * D10H x 1 D10H x 1 D12H x 1

200 2.60 * D10H x 1 D10H x 1 D12H x 1

300 60 80 - tray-dectraydec.co.nz/wp-content/uploads/2013/10/tray-dec-layout-1.6.8pdf.pdf · placed...

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