ComFlor 60/80 Quick Reference Load Span Tables
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ComFlor 80 in construction at 21 Queen Street, December 2008
ComFlor 80 in construction at 80 Queen Street, December 2008
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Unpropped - Quick Reference Load Span Table Notes Double Span in Construction - Simple Span in Service
The purpose of these tables is for rapid conceptual design only. A full design analysis using the Comdek software (and other ‘whole system’ software) is required to verify all design parameters are met.
Spans shown in this table are ‘centre to centre’ of 150mm wide (top flange) beams as is typical in unpropped continuous sheet construction. Wider beams will result in longer spans. To this end these tables can be considered conservative in most applications.
Double Span in Construction
Spans listed are in 50mm increments with intermediate values at 25mm. Generally for double span construction, strength of the sheet over the support will govern the design.
Sheets are continuous over permanent supports
End span (use double span data)
Internal span
Even if the ComFlor sheets are continuous over a permanent support in construction, the slab will act as a simple span in service unless full continuity reinforcement is placed over the permanent supports. 25MPa (cylinder strength) concrete used.
End span (use double span data)
95% strength in construction
The green zone is the ‘safe’ zone within which the ComFlor is not unduly taxed structurally during construction.
98% strength in construction
The orange zone can be considered the ‘working’ zone where most efficient designs will occur. Concrete pour sequencing is important within the orange zone to minimise ponding and result in flatter concrete surface.
100% strength in construction
The red zone should never be used.
Permanent support
Sheets are continuous over permanent supports
Double (or end) span
Double (or end) span
General Apart from the 0.75mm data, these tables have been derived from version 8.3 of the Comdek design software. The 0.75mm data has been derived manually based as closely as possible to those parameters used in Comdek. Outputs from future versions of Comdek may differ slightly from those in these tables, therefore is important to always verify a design using the latest software.
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The construction deflection column to the right of the tables indicates the resultant deflection at the end of each of the colour bands. Ultimately it is the ’clear span’ that dictates the design. As the top flange width increases with larger beam selection, the possible beam centres increase. Specific design using the Comdek software is required.
5mm, 15mm, 22mm indicate the underside deflection to expect (inclusive of concrete ponding midspan) during construction. The line to the right thus 5mm indicates the span applicable to that deflection figure. As a guide: 5mm – Practically flat appearance to the underside 15mm – 15mm underside deflection has generally proven to be a good compromise between visual appeal and functional construction spans. 22mm – A good ‘working’ maximum where underside appearance is not important, but maximum construction spans are desired. 25mm – Generally the absolute maximum underside deflection advised unless the visual appearance is of no relevance. Normal Stage Strength criteria limited to 95% utilisation. Total Deflection is limited to the smaller of span/250 or 30mm. Serviceability criteria limited to 99% utilisation (of 5Hz). The composite (normal stage or ‘in service’) spans are designed to a 5Hz vibration limit. Studies of existing slabs have shown that this parameter results in a solid feeling slab that does not generally produce unsettling vibration underfoot if the support structure is inherently rigid (ie a concrete block wall). Please note that the slab alone does not necessarily dictate the overall slab ‘system’ vibration characteristics. If the support structure has the potential to be flexible (ie structural steel), the whole floor system should be considered for vibration. Spans can be increased markedly if the vibration criterion is relaxed or not critical to the end use of the slab.
Loadings Represented in the tables SLL (Q)
SDL (G)
kPa
kPa
15.0
0.5
E - minimum value for cold storage
10.0
0.5
E - minimum value for mobile stacking, mechanically operated heavy shelving (wheels on rails, eg compactus)
7.5
0.5
C5 - Stages in public assembly areas (no allowance for dynamic activities has been allowed for)
5.0
0.5
E - file rooms, office storage space, vaults and strongrooms
3.0
0.8
B - offices for general use
2.5
0.1
F - parking, garages, driveways and ramps restricted to cars, light vans, etc not exceeding 2500kg gross mass
1.5
0.8
A1 - General areas, private kitchens and laundries in self contained dwellings.
Category Reference from AS/NZS 1170.1:2002, table 3.1
Note - Point loads have not been considered for these quick reference tables. Please use the Comdek software and/or discuss your needs with a ComFlor representative.
Load/span combinations in these tables achieve a guaranteed 30 minute fire resistance rating (FRR). Greater than 30 minutes is often possible, dependant on the actual imposed load (tables give possible load based on 30 minutes FRR) - use the Comdek software to determine if the desired FRR can be achieved without additional reinforcing. Use the ‘Simple’ setting first to determine if mesh alone will satisfy the fire condition. Comdek allows for different mesh sizes to be considered in the ‘Simple’ method - or, using the ‘Fire Design’ method different bar sizes (10 to 32mm) can be placed in the ComFlor troughs in order to improve fire performance. The load capacity for any given load/span configuration is shown as:
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The fire rating will naturally increase at any given span if the actual design load is less than that shown on the tables.
Composite floor decking www.comflor.co.nz A Tata Steel Enterprise
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Quick Reference Load Span Table UnPropped ComFlor 60 Double Span Sheets in Construction Simple Span Composite Slab - 30 minute fire rating ϭ͘ϵϱ Ϯ͘ϬϬ Ϯ͘Ϭϱ Ϯ͘ϭϬ Ϯ͘ϭϱ Ϯ͘ϮϬ Ϯ͘Ϯϱ Ϯ͘ϯϬ Ϯ͘ϯϱ Ϯ͘ϰϬ Ϯ͘ϰϱ Ϯ͘ϱϬ Ϯ͘ϱϱ Ϯ͘ϲϬ Ϯ͘ϲϱ Ϯ͘ϳϬ Ϯ͘ϳϱ Ϯ͘ϴϬ Ϯ͘ϴϱ Ϯ͘ϵϬ Ϯ͘ϵϱ ϯ͘ϬϬ ϯ͘Ϭϱ ϯ͘ϭϬ ϯ͘ϭϱ ϯ͘ϮϬ ϯ͘Ϯϱ ϯ͘ϯϬ ϯ͘ϯϱ ϯ͘ϰϬ ϯ͘ϰϱ ϯ͘ϱϬ ϯ͘ϱϱ ϯ͘ϲϬ ϯ͘ϲϱ ϯ͘ϳϬ ϯ͘ϳϱ ϯ͘ϴϬ ϯ͘ϴϱ ϯ͘ϵϬ ϯ͘ϵϱ ϰ͘ϬϬ ϰ͘Ϭϱ ϰ͘ϭϬ ϰ͘ϭϱ ϰ͘ϮϬ ϰ͘Ϯϱ ϰ͘ϯϬ ϰ͘ϯϱ ϰ͘ϰϬ ϰ͘ϰϱ ϰ͘ϱϬ ϰ͘ϱϱ ϰ͘ϲϬ ϭϮϱ
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6
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ϮϮŵŵ
Ϯϯŵŵ
Ϯϰŵŵ
ϮϮŵŵ
Ϯϯŵŵ
Ϯϯŵŵ
ϮϮŵŵ
Ϯϯŵŵ
Ϯϰŵŵ
ϮϮŵŵ
Ϯϯŵŵ
Ϯϰŵŵ
ϮϮŵŵ
Ϯϯŵŵ
Ϯϯŵŵ
ϮϮŵŵ
Ϯϯŵŵ
Ϯϯŵŵ
ϮϮŵŵ
Ϯϯŵŵ
Ϯϯŵŵ
Ϯϭŵŵ
ϮϮŵŵ
Ϯϯŵŵ
ϮϬŵŵ Ϯϭŵŵ Ϯϭŵŵ ŽŶƐƚƌƵĐƚŝŽŶ ĞĨůĞĐƚŝŽŶ
Quick Reference Load Span Table UnPropped ComFlor 80 Double Span Sheets in Construction Simple Span in Service - 30 minute fire rating Ϯ͘ϱϬ Ϯ͘ϱϱ Ϯ͘ϲϬ Ϯ͘ϲϱ Ϯ͘ϳϬ Ϯ͘ϳϱ Ϯ͘ϴϬ Ϯ͘ϴϱ Ϯ͘ϵϬ Ϯ͘ϵϱ ϯ͘ϬϬ ϯ͘Ϭϱ ϯ͘ϭϬ ϯ͘ϭϱ ϯ͘ϮϬ ϯ͘Ϯϱ ϯ͘ϯϬ ϯ͘ϯϱ ϯ͘ϰϬ ϯ͘ϰϱ ϯ͘ϱϬ ϯ͘ϱϱ ϯ͘ϲϬ ϯ͘ϲϱ ϯ͘ϳϬ ϯ͘ϳϱ ϯ͘ϴϬ ϯ͘ϴϱ ϯ͘ϵϬ ϯ͘ϵϱ ϰ͘ϬϬ ϰ͘Ϭϱ ϰ͘ϭϬ ϰ͘ϭϱ ϰ͘ϮϬ ϰ͘Ϯϱ ϰ͘ϯϬ ϰ͘ϯϱ ϰ͘ϰϬ ϰ͘ϰϱ ϰ͘ϱϬ ϰ͘ϱϱ ϰ͘ϲϬ ϰ͘ϲϱ ϰ͘ϳϬ ϰ͘ϳϱ ϰ͘ϴϬ ϰ͘ϴϱ ϰ͘ϵϬ ϰ͘ϵϱ ϱ͘ϬϬ ϱ͘Ϭϱ ϱ͘ϭϬ ϱ͘ϭϱ ϱ͘ϮϬ ϱ͘Ϯϱ ϱ͘ϯϬ ϱ͘ϯϱ ϱ͘ϰϬ
Ϭ͘ϳϱ
ϭϰϱ ϭϱϬ ϭϲϬ ϭϳϬ ϭϴϬ ϭϵϬ ϮϬϬ ϮϮϬ ϮϰϬ ϮϲϬ
ϭϱ͘Ϭ
ϱŵŵ ϭϱ͘Ϭ
ϭϬ͘Ϭ
ϱŵŵ ϭϱ͘Ϭ ϱŵŵ ϱŵŵ
ϱŵŵ ϭϱ͘Ϭ
хϭϱ͘Ϭ
хϭϱ͘Ϭ хϭϱ͘Ϭ
ϭϱ͘Ϭ хϭϱ͘Ϭ
хϭϱ͘Ϭ хϭϱ͘Ϭ
ϱŵŵ ϱŵŵ
хϭϬ͘Ϭ хϭϬ͘Ϭ хϭϬ͘Ϭ хϭϬ͘Ϭ хϭϬ͘Ϭ
ϭϱ͘Ϭ
хϭϱ͘Ϭ
хϭϱ͘Ϭ
Ϯ͘ϱϬ Ϯ͘ϱϱ Ϯ͘ϲϬ Ϯ͘ϲϱ Ϯ͘ϳϬ Ϯ͘ϳϱ Ϯ͘ϴϬ Ϯ͘ϴϱ Ϯ͘ϵϬ Ϯ͘ϵϱ ϯ͘ϬϬ ϯ͘Ϭϱ ϯ͘ϭϬ ϯ͘ϭϱ ϯ͘ϮϬ ϯ͘Ϯϱ ϯ͘ϯϬ ϯ͘ϯϱ ϯ͘ϰϬ ϯ͘ϰϱ ϯ͘ϱϬ ϯ͘ϱϱ ϯ͘ϲϬ ϯ͘ϲϱ ϯ͘ϳϬ ϯ͘ϳϱ ϯ͘ϴϬ ϯ͘ϴϱ ϯ͘ϵϬ ϯ͘ϵϱ ϰ͘ϬϬ ϰ͘Ϭϱ ϰ͘ϭϬ ϰ͘ϭϱ ϰ͘ϮϬ ϰ͘Ϯϱ ϰ͘ϯϬ ϰ͘ϯϱ ϰ͘ϰϬ ϰ͘ϰϱ ϰ͘ϱϬ ϰ͘ϱϱ ϰ͘ϲϬ ϰ͘ϲϱ ϰ͘ϳϬ ϰ͘ϳϱ ϰ͘ϴϬ ϰ͘ϴϱ ϰ͘ϵϬ ϰ͘ϵϱ ϱ͘ϬϬ ϱ͘Ϭϱ ϱ͘ϭϬ ϱ͘ϭϱ ϱ͘ϮϬ ϱ͘Ϯϱ ϱ͘ϯϬ ϱ͘ϯϱ ϱ͘ϰϬ
Ϭ͘ϵϬ
ϭϰϱ ϭϱϬ ϭϲϬ ϭϳϬ ϭϴϬ ϭϵϬ ϮϬϬ ϮϮϬ ϮϰϬ ϮϲϬ
ϭϱ͘Ϭ
ϱŵŵ ϱŵŵ
ϭϱ͘Ϭ ϭϱ͘Ϭ
ϭϬ͘Ϭ ϭϬ͘Ϭ
ϭϱ͘Ϭ ϱŵŵ ϱŵŵ
ϭϬ͘Ϭ ϭϭ͘ϱ
ϭϱ͘Ϭ
ϭϯ͘Ϭ ϭϱ͘Ϭ
ϱŵŵ
ϮϮ͘Ϭ
ϱŵŵ Ϯϭ͘ϱ
ϱŵŵ ϮϬ͘Ϭ
ϭϲ͘ϱ ϭϴ͘Ϭ
ϴ͘Ϭ ϴ͘ϱ
ϴ͘ϱ
ϱŵŵ
ϱŵŵ
ϴ͘Ϭ
ϭϬ͘Ϭ
ϭϭ͘Ϭ
ϭϮ͘ϱ
ϭϰ͘ϱ
ϭϲ͘Ϭ
ϭϳ͘ϱ
ϭϵ͘ϱ
ϭ͘ϬϬ
ϭϱ͘Ϭ
ϱŵŵ ϭϱ͘Ϭ
ϭϬ͘Ϭ
ϳ͘ϱ
ϱŵŵ ϭϱ͘Ϭ
ϭϬ͘Ϭ
ϱŵŵ ϭϱ͘Ϭ ϱŵŵ
ϱŵŵ ϭϱ͘Ϭ
ϭϭ͘ϱ
ϱŵŵ
ϭϱ͘Ϭ
ϭϯ͘Ϭ
ϱŵŵ
ϭϰ͘ϱ
ϱŵŵ
ϭϲ͘ϱ
ϱŵŵ
ϭϴ͘ϱ
ϱŵŵ
ϮϬ͘ϱ
ϭϱŵŵ ϭϱŵŵ ϭϬ͘ϱ ϭϬ͘Ϭ
ϭϬ͘Ϭ
ϳ͘Ϭ
ϲ͘ϱ
ϴ͘Ϭ ϴ͘ϱ
ϵ͘Ϭ
ϭϭ͘ϱ
ϭϯ͘Ϭ
ϭϰ͘ϱ
ϭϲ͘Ϭ
ϭϴ͘Ϭ
ϭϵ͘ϱ
Ϯ͘ϱϬ Ϯ͘ϱϱ Ϯ͘ϲϬ Ϯ͘ϲϱ Ϯ͘ϳϬ Ϯ͘ϳϱ Ϯ͘ϴϬ Ϯ͘ϴϱ Ϯ͘ϵϬ Ϯ͘ϵϱ ϯ͘ϬϬ ϯ͘Ϭϱ ϯ͘ϭϬ ϯ͘ϭϱ ϯ͘ϮϬ ϯ͘Ϯϱ ϯ͘ϯϬ ϯ͘ϯϱ ϯ͘ϰϬ ϯ͘ϰϱ ϯ͘ϱϬ ϯ͘ϱϱ ϯ͘ϲϬ ϯ͘ϲϱ ϯ͘ϳϬ ϯ͘ϳϱ ϯ͘ϴϬ ϯ͘ϴϱ ϯ͘ϵϬ ϯ͘ϵϱ ϰ͘ϬϬ ϰ͘Ϭϱ ϰ͘ϭϬ ϰ͘ϭϱ ϰ͘ϮϬ ϰ͘Ϯϱ ϰ͘ϯϬ ϰ͘ϯϱ ϰ͘ϰϬ ϰ͘ϰϱ ϰ͘ϱϬ ϰ͘ϱϱ ϰ͘ϲϬ ϰ͘ϲϱ ϰ͘ϳϬ ϰ͘ϳϱ ϰ͘ϴϬ ϰ͘ϴϱ ϰ͘ϵϬ ϰ͘ϵϱ ϱ͘ϬϬ ϱ͘Ϭϱ ϱ͘ϭϬ ϱ͘ϭϱ ϱ͘ϮϬ ϱ͘Ϯϱ ϱ͘ϯϬ ϱ͘ϯϱ ϱ͘ϰϬ
ϭ͘ϭϬ
ϭϰϱ ϭϱϬ ϭϲϬ ϭϳϬ ϭϴϬ ϭϵϬ ϮϬϬ ϮϮϬ ϮϰϬ ϮϲϬ
ϭϱ͘Ϭ
ϱŵŵ ϭϱ͘Ϭ
ϭϬ͘Ϭ
ϱŵŵ ϭϱ͘Ϭ
ϭϱŵŵ ϭϱŵŵ
ϭϬ͘Ϭ
ϱŵŵ ϭϱ͘Ϭ ϱŵŵ
ϭϬ͘Ϭ
ϱŵŵ
ϱŵŵ
ϭϱ͘Ϭ
ϭϱŵŵ
ϱŵŵ
ϭϱ͘Ϭ
ϱŵŵ
ϭϱ͘ϱ
ϱŵŵ
ϭϳ͘Ϭ
ϱŵŵ
ϭϴ͘ϱ
ϭϱŵŵ ϭϱ͘Ϭ
ϭϮ͘Ϭ ϭϯ͘ϱ
ϴ͘ϱ ϭϬ͘Ϭ ϭϬ͘ϱ ϭϭ͘ϱ
ϭϱŵŵ
ϲ͘ϱ ϳ͘Ϭ
ϳ͘ϱ
ϭϱŵŵ ϭϱŵŵ
ϭϱ͘Ϭ
ϳ͘ϱ
ϵ͘ϱ ϭϬ͘ϱ
ϲ͘Ϭ
ϴ͘ϱ
ϭϯ͘Ϭ
ϭϲ͘ϱ
ϭϴ͘Ϭ
Ϯ͘ϱϬ Ϯ͘ϱϱ Ϯ͘ϲϬ Ϯ͘ϲϱ Ϯ͘ϳϬ Ϯ͘ϳϱ Ϯ͘ϴϬ Ϯ͘ϴϱ Ϯ͘ϵϬ Ϯ͘ϵϱ ϯ͘ϬϬ ϯ͘Ϭϱ ϯ͘ϭϬ ϯ͘ϭϱ ϯ͘ϮϬ ϯ͘Ϯϱ ϯ͘ϯϬ ϯ͘ϯϱ ϯ͘ϰϬ ϯ͘ϰϱ ϯ͘ϱϬ ϯ͘ϱϱ ϯ͘ϲϬ ϯ͘ϲϱ ϯ͘ϳϬ ϯ͘ϳϱ ϯ͘ϴϬ ϯ͘ϴϱ ϯ͘ϵϬ ϯ͘ϵϱ ϰ͘ϬϬ ϰ͘Ϭϱ ϰ͘ϭϬ ϰ͘ϭϱ ϰ͘ϮϬ ϰ͘Ϯϱ ϰ͘ϯϬ ϰ͘ϯϱ ϰ͘ϰϬ ϰ͘ϰϱ ϰ͘ϱϬ ϰ͘ϱϱ ϰ͘ϲϬ ϰ͘ϲϱ ϰ͘ϳϬ ϰ͘ϳϱ ϰ͘ϴϬ ϰ͘ϴϱ ϰ͘ϵϬ ϰ͘ϵϱ ϱ͘ϬϬ ϱ͘Ϭϱ ϱ͘ϭϬ ϱ͘ϭϱ ϱ͘ϮϬ ϱ͘Ϯϱ ϱ͘ϯϬ ϱ͘ϯϱ ϱ͘ϰϬ
ϭ͘ϮϬ
ϭϰϱ ϭϱϬ ϭϲϬ ϭϳϬ ϭϴϬ ϭϵϬ ϮϬϬ ϮϮϬ ϮϰϬ ϮϲϬ
ϭϱ͘Ϭ
ϱŵŵ ϱŵŵ
ϭϱ͘Ϭ ϭϱ͘Ϭ
ϭϬ͘Ϭ ϭϬ͘Ϭ
ϱŵŵ ϭϱ͘Ϭ ϱŵŵ ϱŵŵ ϱŵŵ
ϭϬ͘Ϭ ϭϱŵŵ ϭϱ͘Ϭ ϭϱ͘Ϭ ϭϱŵŵ
ϱŵŵ
ϭϱŵŵ ϭϱŵŵ
ϭϳ͘Ϭ
ϳ͘ϱ ϴ͘Ϭ
ϭϬ͘Ϭ
ϵ͘Ϭ ϭϬ͘Ϭ
ϭϭ͘ϱ
ϭϱŵŵ
ϭϮ͘ϱ ϭϱ͘Ϭ ϭϱ͘ϱ ϭϱ͘Ϭ
ϳ͘ϱ
ϭϱŵŵ
ϭϱŵŵ ϭϱŵŵ
ϭϱ͘Ϭ
ϱŵŵ ϱŵŵ ϱŵŵ
ϭϱŵŵ ϭϱŵŵ
ϭϰ͘Ϭ
ϮϮŵŵ ϮϮŵŵ ϳ͘ϱ
ϱ͘Ϭ ϲ͘Ϭ
ϯ͘Ϭ ϱ͘Ϭ
ϭ͘ϱ
Ϯ͘ϱ
ϴ͘ϱ
ϭϬ͘Ϭ
ϭϭ͘Ϭ ϭϮ͘Ϭ
ϭϰ͘Ϭ
ϭϲ͘ϱ
Ϯ͘ϱϬ Ϯ͘ϱϱ Ϯ͘ϲϬ Ϯ͘ϲϱ Ϯ͘ϳϬ Ϯ͘ϳϱ Ϯ͘ϴϬ Ϯ͘ϴϱ Ϯ͘ϵϬ Ϯ͘ϵϱ ϯ͘ϬϬ ϯ͘Ϭϱ ϯ͘ϭϬ ϯ͘ϭϱ ϯ͘ϮϬ ϯ͘Ϯϱ ϯ͘ϯϬ ϯ͘ϯϱ ϯ͘ϰϬ ϯ͘ϰϱ ϯ͘ϱϬ ϯ͘ϱϱ ϯ͘ϲϬ ϯ͘ϲϱ ϯ͘ϳϬ ϯ͘ϳϱ ϯ͘ϴϬ ϯ͘ϴϱ ϯ͘ϵϬ ϯ͘ϵϱ ϰ͘ϬϬ ϰ͘Ϭϱ ϰ͘ϭϬ ϰ͘ϭϱ ϰ͘ϮϬ ϰ͘Ϯϱ ϰ͘ϯϬ ϰ͘ϯϱ ϰ͘ϰϬ ϰ͘ϰϱ ϰ͘ϱϬ ϰ͘ϱϱ ϰ͘ϲϬ ϰ͘ϲϱ ϰ͘ϳϬ ϰ͘ϳϱ ϰ͘ϴϬ ϰ͘ϴϱ ϰ͘ϵϬ ϰ͘ϵϱ ϱ͘ϬϬ ϱ͘Ϭϱ ϱ͘ϭϬ ϱ͘ϭϱ ϱ͘ϮϬ ϱ͘Ϯϱ ϱ͘ϯϬ ϱ͘ϯϱ ϱ͘ϰϬ
ϭϱŵŵ ϭϱŵŵ ϭϰŵŵ ϭϯŵŵ ϭϮŵŵ ϭϮŵŵ ϭϭŵŵ ϭϬŵŵ ϭϬŵŵ ϵŵŵ
ϭϱŵŵ ϭϱŵŵ ϭϰŵŵ ϭϯŵŵ ϭϯŵŵ ϭϮŵŵ ϭϮŵŵ ϭϬŵŵ ϭϬŵŵ ϵŵŵ
ϭϳŵŵ ϭϴŵŵ ϭϴŵŵ ϭϳŵŵ ϭϲŵŵ ϭϱŵŵ ϭϰŵŵ ϭϯŵŵ ϭϮŵŵ ϭϭŵŵ
ϭϳŵŵ ϭϴŵŵ ϭϴŵŵ ϭϳŵŵ ϭϲŵŵ ϭϱŵŵ ϭϱŵŵ ϭϰŵŵ ϭϯŵŵ ϭϭŵŵ
ŽŶƐƚƌƵĐƚŝŽŶ ĞĨůĞĐƚŝŽŶ ϭϴŵŵ ϭϴŵŵ ϭϴŵŵ ϭϴŵŵ ϭϵŵŵ ϭϴŵŵ ϭϳŵŵ ϭϱŵŵ ϭϰŵŵ ϭϯŵŵ
ϵ͘ϱ
ϭϮŵŵ ϭϮŵŵ ϭϮŵŵ ϭϭŵŵ ϭϭŵŵ ϭϭŵŵ ϭϭŵŵ ϵŵŵ ϴŵŵ ϳŵŵ
ŽŶƐƚƌƵĐƚŝŽŶ ĞĨůĞĐƚŝŽŶ ϭϱŵŵ ϭϳŵŵ ϭϳŵŵ ϭϲŵŵ ϭϱŵŵ ϭϰŵŵ ϭϯŵŵ ϭϮŵŵ ϭϭŵŵ ϭϬŵŵ
ϳ͘ϱ
ϭϭŵŵ ϭϭŵŵ ϭϭŵŵ ϭϭŵŵ ϭϭŵŵ ϭϬŵŵ ϭϬŵŵ ϵŵŵ ϴŵŵ ϳŵŵ
ŽŶƐƚƌƵĐƚŝŽŶ ĞĨůĞĐƚŝŽŶ ϭϰŵŵ ϭϰŵŵ ϭϯŵŵ ϭϮŵŵ ϭϮŵŵ ϭϭŵŵ ϭϭŵŵ ϭϬŵŵ ϵŵŵ ϱŵŵ
Ϯ͘ϱϬ Ϯ͘ϱϱ Ϯ͘ϲϬ Ϯ͘ϲϱ Ϯ͘ϳϬ Ϯ͘ϳϱ Ϯ͘ϴϬ Ϯ͘ϴϱ Ϯ͘ϵϬ Ϯ͘ϵϱ ϯ͘ϬϬ ϯ͘Ϭϱ ϯ͘ϭϬ ϯ͘ϭϱ ϯ͘ϮϬ ϯ͘Ϯϱ ϯ͘ϯϬ ϯ͘ϯϱ ϯ͘ϰϬ ϯ͘ϰϱ ϯ͘ϱϬ ϯ͘ϱϱ ϯ͘ϲϬ ϯ͘ϲϱ ϯ͘ϳϬ ϯ͘ϳϱ ϯ͘ϴϬ ϯ͘ϴϱ ϯ͘ϵϬ ϯ͘ϵϱ ϰ͘ϬϬ ϰ͘Ϭϱ ϰ͘ϭϬ ϰ͘ϭϱ ϰ͘ϮϬ ϰ͘Ϯϱ ϰ͘ϯϬ ϰ͘ϯϱ ϰ͘ϰϬ ϰ͘ϰϱ ϰ͘ϱϬ ϰ͘ϱϱ ϰ͘ϲϬ ϰ͘ϲϱ ϰ͘ϳϬ ϰ͘ϳϱ ϰ͘ϴϬ ϰ͘ϴϱ ϰ͘ϵϬ ϰ͘ϵϱ ϱ͘ϬϬ ϱ͘Ϭϱ ϱ͘ϭϬ ϱ͘ϭϱ ϱ͘ϮϬ ϱ͘Ϯϱ ϱ͘ϯϬ ϱ͘ϯϱ ϱ͘ϰϬ ϭϰϱ ϭϱϬ ϭϲϬ ϭϳϬ ϭϴϬ ϭϵϬ ϮϬϬ ϮϮϬ ϮϰϬ ϮϲϬ
ŽŶƐƚƌƵĐƚŝŽŶ ĞĨůĞĐƚŝŽŶ ϭϭŵŵ ϭϭŵŵ ϭϬŵŵ ϭϬŵŵ ϭϬŵŵ ϭϬŵŵ ϵŵŵ ϴŵŵ ϳŵŵ ϲŵŵ
ϳ͘ϱ
хϭϬ͘Ϭ хϭϬ͘Ϭ
ϱŵŵ ϱŵŵ ϱŵŵ
ϳ͘ϱ ϱ͘Ϭ ϭϬ͘Ϭ
ϭϵŵŵ ϭϵŵŵ ϭϵŵŵ ϮϬŵŵ ϮϬŵŵ ϭϵŵŵ ϭϴŵŵ ϭϲŵŵ ϭϱŵŵ ϭϰŵŵ
ϮϬŵŵ ϮϬŵŵ ϮϬŵŵ ϮϬŵŵ Ϯϭŵŵ ϭϵŵŵ ϭϵŵŵ ϭϳŵŵ ϭϲŵŵ ϭϰŵŵ
ŽŶƐƚƌƵĐƚŝŽŶ ĞĨůĞĐƚŝŽŶ Ϯϱŵŵ Ϯϰŵŵ ϮϮŵŵ ϮϮŵŵ ϮϬŵŵ Ϯϭŵŵ Ϯϭŵŵ Ϯϭŵŵ ϭϵŵŵ ϭϳŵŵ
Ϯϲŵŵ Ϯϲŵŵ Ϯϰŵŵ Ϯϯŵŵ ϮϮŵŵ Ϯϭŵŵ Ϯϯŵŵ ϮϮŵŵ ϮϬŵŵ ϭϴŵŵ
Ϯϴŵŵ Ϯϳŵŵ Ϯϱŵŵ Ϯϰŵŵ Ϯϯŵŵ Ϯϭŵŵ Ϯϰŵŵ ϮϮŵŵ Ϯϭŵŵ ϭϵŵŵ
ŽŶƐƚƌƵĐƚŝŽŶ ĞĨůĞĐƚŝŽŶ
Composite floor decking www.comflor.co.nz A Tata Steel Enterprise
7
Quick Reference Load Span Table Notes Single Span in Construction - Simple Span in Service
The purpose of these tables is for rapid conceptual design only. A full design analysis using the Comdek software (and other ‘whole system’ software) is required to verify all design parameters are met.
Spans listed are in 100mm increments with intermediate values at 50mm. For unpropped single span design, underside deflection during the concrete pour will (generally) govern the effective span. For propped single span design, the resultant vibration and deflection characteristics of the composite slab will (generally) govern the design.
Single span in construction
‘stand alone’ span between two permanent supports
Single span unpropped (can be propped for longer spans)
‘stand alone’ span between two permanent supports
ComFlor sheet
Even if the ComFlor sheets are continuous over a permanent support in construction, the slab will act as a simple span in service unless full continuity reinforcement is placed over the permanent supports. 25MPa (cylinder strength) concrete used. Permanent support
Sheets DO NOT continue over permanent supports
Construction Stage The colour zones on the table represent the ponded (soffit) deflection to expect during construction. ComFlor sheet 15mm deflection
Temporary line of propping Single Span propped
Single Span unpropped
General Apart from the 0.75mm data, these tables have been derived from version 8.3 of the Comdek design software. The 0.75mm data has been derived manually based as closely as possible to those parameters used in Comdek. Outputs from future versions of Comdek may differ slightly from those in these tables, therefore is important to always verify a design using the latest software.
8
Spans shown in this table are ‘clear span’ plus 100mm to reflect the typical application of the ComFlor sheet in a single span slab - 50mm seating onto the support structure.
16 to 22mm deflection
over 23mm deflection
5mm, 15mm, 22mm indicate the underside deflection to expect (inclusive of concrete ponding midspan) during construction. The line to the right thus 5mm indicates the span applicable to that deflection figure. As a guide: 5mm – Practically flat appearance to the underside. 15mm – 15mm underside deflection has generally proven to be a good compromise between visual appeal and functional construction spans. 22mm – A good ‘working’ maximum where underside appearance is not important, but maximum construction spans are desired. 25mm – Generally the absolute maximum underside deflection advised unless the visual appearance is of no relevance.
Normal Stage Strength criteria limited to 95% utilisation Total Deflection is limited to the smaller of span/250 or 30mm Serviceability criteria limited to 99% utilisation (of 5Hz)
Propping Please note, when propping is used, the self weight of the slab is applied as a dead load once props are removed and can result in lower load capacity than that of an unpropped slab of the same span. This is because (the self weight of) an unpropped slab ‘loads up’ as it is poured, whereas when propped the self weight is held by the propping initially.
The composite (normal stage or ‘in service’) spans are designed to a 5Hz vibration limit. Studies of existing slabs have shown that this parameter results in a solid feeling slab that does not generally produce unsettling vibration underfoot if the support structure is inherently rigid (ie a concrete block wall). Please note that the slab alone does not necessarily dictate the overall slab ‘system’ vibration characteristics. If the support structure has the potential to be flexible (ie structural steel), the whole floor system should be considered for vibration. Spans can be increased markedly if the vibration criterion is relaxed or not critical to the end use of the slab. Spans can be further increased by the addition of bottom reinforcing. Up to 600mm (varies) additional span can be achieved to that shown. Bottom reinforcing can be added also to increase the load carrying capacity of any given span/slab thickness combination. Use the Comdek design software to verify. Load/span combinations in these tables achieve a guaranteed 30 minute fire resistance rating (FRR). Greater than 30 minutes is often possible, dependant on the actual imposed load (tables give possible load based on 30 minutes FRR) - use the Comdek software to determine if the desired FRR can be achieved without additional reinforcing. Use the ‘Simple’ setting first to determine if mesh alone will satisfy the fire condition. Comdek allows for different mesh sizes to be considered in the ‘Simple’ method - or, using the ‘Fire Design’ method different bar sizes (10 to 32mm) can be placed in the ComFlor troughs in order to improve fire performance. The load capacity for any given load/span configuration is shown as: The fire rating will naturally increase at any given span if the actual design load is less than that shown on the tables.
ϱ͘Ϭ
The propping break lines (from 0 to 1, 2 or 3 rows required) occur at 95 % strength utilisation of the ComFlor sheet in construction. The heavy lines indicate those points at which one or more prop lines are required. The propping line used must be checked to ensure it has the required capacity to support the construction loads. ComFlor has the capacity to span far enough to impart up to 1500kg per linear metre onto the propping line. A top bearer width of 100mm is used for the temporary propping system. Construction spans can be increased if wider bearers are used. Loadings Represented in the tables SLL (Q)
SDL (G)
kPa
kPa
15.0
0.5
E - minimum value for cold storage
10.0
0.5
E - minimum value for mobile stacking, mechanically operated heavy shelving (wheels on rails, eg compactus)
7.5
0.5
C5 - Stages in public assembly areas (no allowance for dynamic activities has been allowed for)
5.0
0.5
E - file rooms, office storage space, vaults and strongrooms
3.0
0.8
B - offices for general use
2.5
0.1
F - parking, garages, driveways and ramps restricted to cars, light vans, etc not exceeding 2500kg gross mass
1.5
0.8
A1 - General areas, private kitchens and laundries in self contained dwellings.
Category Reference from AS/NZS 1170.1:2002, table 3.1
Note - Point loads have not been considered for these quick reference tables. Please use the Comdek software and/or discuss your needs with a ComFlor representative.
Composite floor decking www.comflor.co.nz A Tata Steel Enterprise
9
Quick Reference Load Span Table ComFlor 60 Single Span Sheets in Construction Simple Span Composite Slab - 30 minute fire rating ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ ϭϮϱ
ϱŵŵ ϭϱ͘Ϭ
ϭϯϬ
ϱŵŵ
ϭϰϬ
ϱŵŵ
ϭϱϬ
Ϭ͘ϳϱ
ϭϬ͘Ϭ ϭϱ͘Ϭ ϭϱ͘Ϭ
ϱŵŵ
ϭϲϬ
ϱŵŵ
ϮϰϬ ϮϲϬ
ϳ͘ϱ
ϱŵŵ ϭϱ͘Ϭ
ϭϰϬ ϭϱϬ
Ϭ͘ϵϬ
ϭϱ͘Ϭ
ϱŵŵ
ϭϲϬ ϭϴϬ
ϱŵŵ
ϮϬϬ
ϱŵŵ
ϮϮϬ
Ϯϲ͘ϱ
ϱŵŵ
ϮϰϬ ϮϲϬ
Ϯϴ͘Ϭ
ϱŵŵ
Ϯ͘ϱ Ϯ͘ϱ
ϯ͘Ϭͬϭ͘ϱ
Ϯ͘ϱ ϯ͘Ϭ
ϭ͘ϱ
Ϯ͘ϱ Ϯ͘ϱ
ϯ͘Ϭͬϭ͘ϱ
ϳ͘ϱ
ϱ͘Ϭ
ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
Ϯϯ͘Ϭ
ϭ͘ϱ ϯ͘Ϭ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
Ϯϱ͘Ϭ Ϯϲ͘ϱ
Ϯϵ͘ϱ
ϱŵŵ
ϯ͘Ϭ
ϳ͘ϱ
ϭϳ͘ϱ ϮϬ͘Ϭ
ϯ͘Ϭͬϭ͘ϱ ϱ͘Ϭ
ϱ͘Ϭ ϳ͘ϱ
ϭϱ͘Ϭ ϭϰ͘Ϭ
ϮϮ͘Ϭ Ϯϰ͘ϱ
Ϯ͘ϱ
ϯ͘Ϭͬϭ͘ϱ
ϱ͘Ϭ
ϱ͘Ϭ
ϭϮ͘ϱ
ϭϳ͘ϱ
ϱŵŵ
Ϯ͘ϱ
ϱ͘Ϭ ϳ͘ϱ
ϳ͘ϱ
ϭϬ͘ϱ
ϭϱ͘ϱ
ϱŵŵ
Ϯ͘ϱ
ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ
ϵ͘ϱ
ϭϯ͘ϱ
ϭ͘ϱ
ϯ͘Ϭͬϭ͘ϱ
ϳ͘ϱ
ϴ͘ϱ
ϭϭ͘ϱ
Ϯ͘ϱ ϯ͘Ϭ
ϳ͘ϱ ϭϬ͘Ϭ
ϭϬ͘ϱ ϭϱ͘Ϭ
ϱŵŵ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϭϯϬ
ϯ͘Ϭ ϱ͘Ϭ
ϭϬ͘Ϭ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
ϭϮϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
хϭϱ͘Ϭ
ϭ͘ϱ
ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
ϭ͘ϱ Ϯ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
хϭϱ͘Ϭ
Ϯ͘ϱ ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
хϭϱ͘Ϭ
ϱŵŵ ϱŵŵ
хϳ͘ϱ
хϭϬ͘Ϭ
хϭϱ͘Ϭ
ϯ͘Ϭ ϱ͘Ϭ
ϳ͘ϱ
ϭϬ͘Ϭ
хϭϱ͘Ϭ
ϱŵŵ
ϮϮϬ
ϭϬ͘Ϭ
хϭϱ͘Ϭ ϭϱ͘Ϭ
ϱŵŵ
ϮϬϬ
хϳ͘ϱ
ϭϱ͘Ϭ
ϱŵŵ
ϭϴϬ
хϭϬ͘Ϭ
ϱ͘Ϭ
ϳ͘ϱ
хϭϬ͘Ϭ
ϭ͘ϱ
Ϯ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϭ͘ϱ
ϯ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ ϯ͘Ϭ
ϱ͘Ϭ
ϭ͘ϱ
Ϯ͘ϱ
ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ ϭϮϱ
ϭϭ͘Ϭ
ϭϱ͘Ϭ
ϱŵŵ
ϭϰϬ
ϭϴϬ ϮϬϬ
Ϯϱ͘Ϭ
ϱŵŵ
ϮϮϬ
Ϯϲ͘Ϭ
ϱŵŵ
ϮϰϬ ϮϲϬ
Ϯϴ͘Ϭ Ϯϵ͘ϱ
ϱŵŵ ϱŵŵ
ϯ͘Ϭ
ϳ͘ϱ
ϯ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ ϯ͘Ϭ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
Ϯ͘ϱ ϯ͘Ϭ
ϭϬ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
Ϯϲ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
Ϯϰ͘Ϭ
Ϯ͘ϱ ϯ͘Ϭ
ϳ͘ϱ
ϮϮ͘ϱ
ϭ͘ϱ
ϯ͘Ϭ ϱ͘Ϭ
ϭϮ͘ϱ
ϭϳ͘ϱ ϮϬ͘ϱ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ ϳ͘ϱ
ϭϱ͘Ϭ ϭϰ͘ϱ
ϮϮ͘Ϭ
ϱŵŵ
ϯ͘Ϭ
ϳ͘ϱ
ϭϭ͘Ϭ
ϭϴ͘Ϭ
ϱŵŵ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϭϲ͘Ϭ ϭϱ͘Ϭ
ϱŵŵ
ϭϲϬ
ϵ͘Ϭ
ϭϮ͘Ϭ ϭϱ͘Ϭ ϭϰ͘ϱ
ϱŵŵ
ϭϱϬ
ϭ͘ϬϬ
ϭϱ͘Ϭ
ϱŵŵ
ϭϯϬ
ϯ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭ͘ϱ
ϯ͘Ϭ
Ϯ͘ϱ
ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ ϭϮϱ
ϭϭ͘ϱ ϭϱ͘Ϭ
ϱŵŵ
ϭϰϬ ϱŵŵ
ϭϴϬ ϮϬϬ ϮϮϬ
Ϯϲ͘Ϭ
ϱŵŵ
ϮϰϬ ϮϲϬ
Ϯϴ͘Ϭ
ϱŵŵ ϱŵŵ
ϯϬ͘Ϭ
ϭ͘ϱ
Ϯ͘ϱ ϯ͘Ϭ
ϭ͘ϱ ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
Ϯϲ͘Ϭ
ϭ͘ϱ
ϱ͘Ϭ ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ ϯ͘Ϭ
ϳ͘ϱ ϭϬ͘Ϭ
Ϯϰ͘Ϭ
Ϯ͘ϱ ϯ͘Ϭ
ϱ͘Ϭ
ϭϬ͘Ϭ
Ϯϭ͘Ϭ ϮϮ͘Ϭ
Ϯ͘ϱ ϭ͘ϱ
ϱ͘Ϭ ϳ͘ϱ
ϭϴ͘Ϭ
Ϯϰ͘Ϭ
ϱŵŵ
ϭ͘ϱ ϯ͘Ϭ
ϳ͘ϱ
ϭϰ͘ϱ
ϮϮ͘Ϭ
ϯ͘Ϭ ϱ͘Ϭ
ϭϮ͘ϱ
ϭϴ͘Ϭ
ϱŵŵ
ϱ͘Ϭ ϳ͘ϱ
ϭϭ͘Ϭ
ϭϲ͘Ϭ ϭϱ͘Ϭ
ϱŵŵ
ϭϲϬ
ϵ͘Ϭ ϭϬ͘Ϭ
ϭϮ͘Ϭ ϭϰ͘ϱ
ϱŵŵ
ϭϱϬ
ϭ͘ϭϬ
ϭϱ͘Ϭ
ϱŵŵ
ϭϯϬ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ Ϯ͘ϱ
ϯ͘Ϭͬϭ͘ϱ ϱ͘Ϭ
ϭϬ͘Ϭ
Ϯ͘ϱ ϭ͘ϱ
ϯ͘Ϭͬϭ͘ϱ
ϳ͘ϱ
ϱ͘Ϭ
ϯ͘Ϭ
Ϯ͘ϱ
ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ ϭϮϱ
ϭϭ͘ϱ
ϭϳ͘Ϭ
ϱŵŵ
ϭϲϬ ϭϴϬ
ϱŵŵ
ϮϮϬ
ϱŵŵ
ϮϰϬ ϮϲϬ
ϱŵŵ ϱŵŵ
Ϯϯ͘Ϭ
Ϯϴ͘Ϭ ϯϬ͘Ϭ
Ϯϰ͘Ϭ Ϯϱ͘ϱ
ϭ͘ϱ ϯ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ ϯ͘Ϭ
ϭ͘ϱ
Ϯ͘ϱ ϯ͘Ϭ
ϳ͘ϱ
ϭ͘ϱ
Ϯ͘ϱ
ϱ͘Ϭ ϳ͘ϱ
ϭϬ͘Ϭ ϭϱ͘Ϭ
ϭ͘ϱ ϱ͘Ϭ
ϭϬ͘Ϭ ϭϱ͘Ϭ
Ϯ͘ϱ ϯ͘Ϭ
ϳ͘ϱ ϭϬ͘Ϭ
ϭϱ͘Ϭ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ ϭϱ͘Ϭ
Ϯ͘ϱ ϯ͘Ϭ
ϳ͘ϱ
ϭϴ͘Ϭ Ϯϭ͘Ϭ
Ϯϱ͘Ϭ Ϯϲ͘ϱ
ϭϯ͘Ϭ ϭϱ͘Ϭ
Ϯϯ͘Ϭ
ϱŵŵ
ϮϬϬ
ϭϱ͘Ϭ
ϯ͘Ϭ ϱ͘Ϭ
ϳ͘ϱ
ϭϭ͘ϱ
ϭϵ͘Ϭ
ϱŵŵ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϭϰ͘ϱ
ϱŵŵ
ϭϱϬ
ϵ͘Ϭ
ϭϮ͘Ϭ
ϭϱ͘Ϭ
ϱŵŵ
ϭϰϬ
ϭ͘ϮϬ
ϭϱ͘Ϭ
ϱŵŵ
ϭϯϬ
ϭ͘ϱ
Ϯ͘ϱ
ϱ͘Ϭ ϳ͘ϱ
ϭϬ͘Ϭ
ϯ͘Ϭ
ϯ͘Ϭ
ϭ͘ϱ
Ϯ͘ϱ
ϱ͘Ϭ ϳ͘ϱ
ϯ͘Ϭ ϱ͘Ϭ
ϭ͘ϱ
Ϯ͘ϱ ϯ͘Ϭ
ϭ͘ϱ
Ϯ͘ϱ
ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ
10
Quick Reference Load Span Table ComFlor 80 Single Span Sheets in Construction Simple Span Composite Slab - 30 minute fire rating ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ ϭϰϱ
ϭϱ͘Ϭ ϱŵŵ
ϭϱϬ
ϱŵŵ ϭϱ͘Ϭ
ϭϲϬ
ϱŵŵ
ϭϳϬ
Ϭ͘ϳϱ
ϭϱ͘Ϭ
ϱŵŵ ϱŵŵ ϱŵŵ
Ϯ͘ϱ ϯ͘Ϭ
ϳ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
Ϯ͘ϱ
ϯ͘Ϭ
ϳ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϱ͘Ϭ
Ϯ͘ϱ
ϯ͘Ϭͬϭ͘ϱ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϯ͘Ϭͬϭ͘ϱ
ϳ͘ϱ ϭϬ͘Ϭ
хϭϱ͘Ϭ
Ϯ͘ϱ ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϭϱ͘Ϭ
хϭϱ͘Ϭ
ϭ͘ϱ ϯ͘Ϭ
ϳ͘ϱ
ϭϮ͘Ϭ
хϭϱ͘Ϭ
ϯ͘Ϭ ϱ͘Ϭ
хϭϱ͘Ϭ ϭϱ͘Ϭ
ϱŵŵ
ϮϮϬ
ϱ͘Ϭ ϳ͘ϱ
ϭϱ͘Ϭ ϭϯ͘Ϭ
ϱŵŵ
ϮϬϬ
ϳ͘ϱ
ϭϬ͘ϱ
ϱŵŵ
ϭϵϬ
ϮϲϬ
ϭϱ͘Ϭ
ϱŵŵ
ϭϴϬ
ϮϰϬ
ϭϬ͘Ϭ ϭϬ͘Ϭ
Ϯ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϯ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
хϭϱ͘Ϭ
ϭ͘ϱ
Ϯ͘ϱ
ϳ͘ϱ
ϭϱ͘Ϭ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
Ϯ͘ϱ
ϳ͘ϱ
ϱ͘Ϭͬϯ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ ϭϰϱ
ϱŵŵ
ϭϳϬ
ϮϬϬ ϮϰϬ ϮϲϬ
ϱŵŵ ϱŵŵ ϱŵŵ
ϭϲ͘ϱ
Ϯϭ͘Ϭ
Ϯ͘ϱ
ϯ͘Ϭ ϭ͘ϱ
ϱ͘Ϭͬϯ͘Ϭ ϳ͘ϱ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
Ϯ͘ϱ
ϳ͘ϱ
ϭϱ͘Ϭ
ϱ͘Ϭͬϯ͘Ϭ
ϭϬ͘Ϭ
ϭϳ͘ϱ ϭϴ͘ϱ
ϮϮ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϭϱ͘Ϭ
ϮϬ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϳ͘ϱ
ϭϰ͘ϱ
ϭϴ͘ϱ
Ϯ͘ϱ
ϭ͘ϱ
ϯ͘Ϭ
ϳ͘ϱ
ϭϯ͘Ϭ
ϭϳ͘ϱ
ϯ͘Ϭ ϱ͘Ϭ
ϭϮ͘Ϭ ϭϬ͘Ϭ
ϭϲ͘Ϭ
ϱŵŵ
ϱ͘Ϭ ϳ͘ϱ
ϭϬ͘ϱ
ϭϰ͘ϱ
ϱŵŵ
ϳ͘ϱ
ϵ͘ϱ
ϭϯ͘Ϭ
ϱŵŵ
ϭϵϬ ϮϮϬ
ϭϱ͘Ϭ
ϱŵŵ
ϭϴϬ
ϵ͘Ϭ
ϭϭ͘ϱ
ϱŵŵ ϭϱ͘Ϭ
ϭϲϬ
Ϭ͘ϵϬ
ϭϬ͘ϱ
ϭϱ͘Ϭ ϱŵŵ
ϭϱϬ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ ϳ͘ϱ
ϭϬ͘Ϭ
Ϯ͘ϱ ϱ͘Ϭͬϯ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ ϭϰϱ
ϱŵŵ
ϭϳϬ ϱŵŵ
ϮϬϬ
ϭϱ͘Ϭ
ϱŵŵ ϱŵŵ ϱŵŵ
Ϯϭ͘ϱ ϮϮ͘ϱ
ϱ͘Ϭ
ϯ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭͬϯ͘Ϭ
ϭϬ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ
ϳ͘ϱ
ϱ͘Ϭͬϯ͘Ϭ
ϭϬ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϳ͘ϱ
ϭϱ͘Ϭ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
ϭϵ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭͬϯ͘Ϭ
ϭϬ͘Ϭ
ϭϴ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
ϭϱ͘Ϭ ϭϳ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϳ͘ϱ
ϭϰ͘ϱ
ϮϬ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϯ͘Ϭ
ϳ͘ϱ
ϭϯ͘ϱ
ϭϴ͘ϱ
ϯ͘Ϭ ϱ͘Ϭ
ϭϮ͘Ϭ ϭϬ͘Ϭ
ϭϳ͘ϱ
ϱŵŵ
ϮϮϬ
ϱ͘Ϭ ϳ͘ϱ
ϭϬ͘ϱ
ϭϱ͘Ϭ ϭϲ͘Ϭ
ϳ͘ϱ
ϵ͘ϱ
ϭϯ͘Ϭ
ϱŵŵ
ϭϵϬ
ϮϰϬ ϮϲϬ
ϭϱ͘Ϭ
ϱŵŵ
ϭϴϬ
ϵ͘Ϭ
ϭϭ͘ϱ
ϱŵŵ ϭϱ͘Ϭ
ϭϲϬ
ϭ͘ϬϬ
ϭϬ͘ϱ
ϭϱ͘Ϭ ϱŵŵ
ϭϱϬ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ ϱ͘Ϭͬϯ͘Ϭ
ϭϬ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭ͘ϱ
Ϯ͘ϱ
ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ ϭϰϱ
ϭϱ͘Ϭ ϱŵŵ
ϭϱϬ
ϱŵŵ
ϭϲϬ
ϱŵŵ
ϭϳϬ
ϭ͘ϭϬ
ϭϱ͘Ϭ
ϱŵŵ
ϮϬϬ
ϭϱ͘Ϭ
ϱŵŵ
ϭϳ͘Ϭ
Ϯϭ͘ϱ
ϱŵŵ
Ϯ͘ϱ
ϭ͘ϱ
ϯ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϳ͘ϱ
ϯ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
ϭϴ͘Ϭ ϭϵ͘Ϭ
Ϯϯ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϯ͘Ϭ ϱ͘Ϭ
ϭϬ͘Ϭ
ϭϲ͘Ϭ
ϮϬ͘Ϭ
ϯ͘Ϭ ϱ͘Ϭ
ϳ͘ϱ
ϭϰ͘ϱ
ϭϵ͘Ϭ
ϱŵŵ
ϱ͘Ϭ ϳ͘ϱ
ϭϯ͘ϱ
ϭϴ͘Ϭ
ϱŵŵ
ϮϮϬ
ϭϮ͘Ϭ
ϭϲ͘ϱ
ϳ͘ϱ
ϭϬ͘ϱ
ϭϱ͘Ϭ
ϱŵŵ
ϭϵϬ
ϵ͘Ϭ ϵ͘ϱ
ϭϯ͘Ϭ
ϱŵŵ
ϭϴϬ
ϮϰϬ ϮϲϬ
ϭϭ͘Ϭ ϭϭ͘ϱ
ϭϱ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯ͘ϱ Ϯ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ
ϳ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
Ϯ͘ϱ
ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ ϭϰϱ
ϱŵŵ
ϭϲϬ
ϭϵϬ ϮϬϬ ϮϮϬ ϮϰϬ ϮϲϬ
ϭϱ͘Ϭ ϭϲ͘ϱ
ϱŵŵ ϱŵŵ ϱŵŵ ϱŵŵ ϱŵŵ
ϭϮ͘ϱ ϭϱ͘Ϭ
ϭϴ͘Ϭ ϭϵ͘Ϭ
ϭϬ͘Ϭ
ϭϯ͘ϱ
ϭϵ͘ϱ ϮϬ͘Ϭ
ϭ͘ϱ ϯ͘Ϭ
Ϯ͘ϱ
ϱ͘Ϭ
ϯ͘Ϭ
ϳ͘ϱ ϭϬ͘Ϭ
ϳ͘ϱ
Ϯ͘ϱ
ϭ͘ϱ
Ϯ͘ϱ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϳ͘ϱ ϭϬ͘Ϭ
ϳ͘ϱ ϭϬ͘Ϭ
ϭϱ͘Ϭ
ϯ͘Ϭ
ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϭϬ͘Ϭ ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϱ͘Ϭ
ϭϬ͘Ϭ
ϭϱ͘Ϭ
Ϯ͘ϱ
ϭ͘ϱ
ϳ͘ϱ
ϭϲ͘ϱ ϭϴ͘Ϭ
ϯ͘Ϭ ϱ͘Ϭ
ϳ͘ϱ
ϭϱ͘Ϭ
Ϯϭ͘Ϭ ϮϮ͘ϱ Ϯϯ͘ϱ
ϳ͘ϱ
ϭϭ͘Ϭ
ϭϱ͘Ϭ
ϱŵŵ
ϱ͘Ϭ
ϳ͘ϱ
ϵ͘ϱ
ϭϯ͘ϱ
ϱŵŵ
ϭϴϬ
ϵ͘Ϭ
ϭϮ͘Ϭ
ϭϱ͘Ϭ
ϱŵŵ
ϭϳϬ
ϭ͘ϮϬ
ϭϬ͘ϱ
ϱŵŵ ϭϱ͘Ϭ
ϭϱϬ
Ϯ͘ϱ ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
ϳ͘ϱ ϭϬ͘Ϭ
Ϯ͘ϱ Ϯ͘ϱ ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ ϳ͘ϱ
Ϯ͘ϱ ϱ͘Ϭͬϯ͘Ϭͬϭ͘ϱ
Ϯ͘ϱ
ϳϬ ϭ͘ϴ ϭ͘ϵ Ϯ͘Ϭ Ϯ͘ϭ Ϯ͘Ϯ Ϯ͘ϯ Ϯ͘ϰ Ϯ͘ϱ Ϯ͘ϲ Ϯ͘ϳ Ϯ͘ϴ Ϯ͘ϵ ϯ͘Ϭ ϯ͘ϭ ϯ͘Ϯ ϯ͘ϯ ϯ͘ϰ ϯ͘ϱ ϯ͘ϲ ϯ͘ϳ ϯ͘ϴ ϯ͘ϵ ϰ͘Ϭ ϰ͘ϭ ϰ͘Ϯ ϰ͘ϯ ϰ͘ϰ ϰ͘ϱ ϰ͘ϲ ϰ͘ϳ ϰ͘ϴ ϰ͘ϵ ϱ͘Ϭ ϱ͘ϭ ϱ͘Ϯ ϱ͘ϯ ϱ͘ϰ ϱ͘ϱ ϱ͘ϲ ϱ͘ϳ ϱ͘ϴ ϱ͘ϵ ϲ͘Ϭ ϲ͘ϭ ϲ͘Ϯ ϲ͘ϯ ϲ͘ϰ ϲ͘ϱ ϲ͘ϲ ϲ͘ϳ ϲ͘ϴ ϲ͘ϵ ϳ͘Ϭ
Composite floor decking www.comflor.co.nz A Tata Steel Enterprise
11
www.comor.co.nz As part of the Tata Steel policy of continuing product and system development, the company reserves the right, at any time and without notice, to discontinue or change the products, materials, design advice, features or speciďŹ cations represented in this brochure without incurring any liability. Care has been taken to ensure that this information is accurate, but neither Tata Steel International nor its subsidiaries accept responsibility or liability for errors or information which is found to be misleading.
Tata Steel International (Australasia) Ltd 7 Bruce Roderick Drive, East Tamaki 2013, PO Box 58880, Botany 2163 Auckland, New Zealand t: +64 9 271 1780 f: +64 9 271 1970 www.tatasteelnz.com