w dek construction manual march 2009
TRANSCRIPT
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2Lysaght W-Dek Design & Construction Manual 2009
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Warranty
BlueScope Lysaght has a number of comprehensive product warranties
that cover not only the corrosion performance of the material but also the
structural and serviceability performance of a wide range of products.BlueScope Lysaght can back their products with over 150 years experience
and credibility. The LYSAGHT brand is widely recognised as setting
the benchmark on quality products, and is trusted and respected by our
customers and competitors nationwide.
Disclaimer, warranties and limitation of liability
This publication is intended to be an aid for professional engineers and is
not a substitute for professional judgement.
Terms and conditions of sale are available at local BlueScope Lysaght
sales offices.
Except to the extent to which liability may not lawfully be excluded or
limited, BlueScope Steel Limited will not be under or incur any liability to
you for any direct or indirect loss or damage (including, without limitation,
consequential loss or damage such as loss of profit or anticipated profit,
loss of use, damage to goodwill and loss due to delay) however caused
(including, without limitation, breach of contract, negligence and/or
breach of statute), which you may suffer or incur in connection with this
publication.
LYSAGHT, LYSAGHT W-DEK, and GALVASPAN are trademarks of
BlueScope Steel Limited A.B.N. 16 000 011 058
The LYSAGHT range of products is exclusively made by BlueScope Steel
Limited trading as BlueScope Lysaght.
Copyright BlueScope Steel Limited March 10, 2009
Produced at BlueScope Lysaght Reseach and Development.
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Background . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
1. Features and applications. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
1.1 Spanning capacities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
1.2 Composite action . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
1.3 Design efficiency . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
1.4 Economical design for fire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
1.5 Quicker trouble free installation . . . . . . . . . . . . . . . . . . . . . . . . 5
1.6 Technical support . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
2. Specification and Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
2.1 composite slabs. . . . . . . . . . . . . . . . . . . . . . . 6
2.2 section properties . . . . . . . . . . . . . . . . . . . . . 6
2.3 Sheeting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
2.4 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
2.5 Reinforcement. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
2.6 Shear connectors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
2.7 Design methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
3. Formwork design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
3.1 Deflection limit . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
3.2 Formwork design load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
3.2.1 Design for strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
3.2.2 Design for serviceability . . . . . . . . . . . . . . . . . . . . . . . . . 10
3.3 Formwork Tables. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
4. Composite slab design. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
4.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
4 . 2 A p p l i c a t i o n . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2
4.3 Crack control options . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
4.4 Durability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
4 . 5 D e s i g n l o a d . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 4
4.5.1 Strength load combination . . . . . . . . . . . . . . . . . . . . . . . 14
4.5.2Serviceability load combination . . . . . . . . . . . . . . . . . . . 14
4.5.3 Superimposed dead load. . . . . . . . . . . . . . . . . . . . . . . . . 14
4.6 Design for Strength in negative regions . . . . . . . . . . . . . . . . . . . 15
4.6.1 Negative bending Strength . . . . . . . . . . . . . . . . . . . . . . . 15 4.6.2 Shear strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
4.7 Design for strength in positive regions .. . . . . . . . . . . . . . . . . . . 15
4.7.1 Positive bending Strength . . . . . . . . . . . . . . . . . . . . . . . . 15
4.7.2 Shear strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
5. Design for fire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
5.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
5.2 Design for insulation and integrity . . . . . . . . . . . . . . . . . . . . . . . 16
5.3 Design for structural adequacy . . . . . . . . . . . . . . . . . . . . . . . . . . 16
5.3.1 Design loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
5.4 Reinforcement for fire design . . . . . . . . . . . . . . . . . . . . . . . . . . . 17
5.5 Location of longitudinal reinforcement
f o r f i r e d e s i g n . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 8
6. Design Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 196.1 Use of design tables. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19
6.2 Single span design tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20
6.3 Interior span design tables. . . . . . . . . . . . . . . . . . . . . . . . . . . . 22
6.4 End spans design tables. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
7. Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
7.1 Safety . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
7.2 Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30
7 . 2 . 1 P r o p p i n g . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 1
7.2.2 Laying. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31
7.2.3 Interlocking the sheets . . . . . . . . . . . . . . . . . . . . . . . . . . 31
7.2.4 Securing the platform . . . . . . . . . . . . . . . . . . . . . . . . . . . 32
7.2.5 Installing on steel frames . . . . . . . . . . . . . . . . . . . 32
7.2.6 Fastening side lap joints . . . . . . . . . . . . . . . . . . . . . . . . . 33
7.2.7 Fitting accessories for edge form . . . . . . . . . . . . . . . . . . 33
7.2.8 Sealing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34
7.2.9 Items embedded in slabs . . . . . . . . . . . . . . . . . . . . . . . . 35
7.2.10 Holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35
7.2.11 Inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
7.2.12 Cutting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
7.3 Reinforcement. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
7.3.1 Transverse reinforcement . . . . . . . . . . . . . . . . . . . . . . . . 36
7.3.2 Longitudinal reinforcement . . . . . . . . . . . . . . . . . . . . . . . 37
7.3.3 Trimmers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37
7.4 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37
7.4.1 Specification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37
7.4.2 Concrete additives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37
7.4.3 P reparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37
7.4.4 Construction joints. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37
7 . 4 . 5 P l a c i n g . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 8
7.4.6 Curing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39
7.4.7 When to remove props . . . . . . . . . . . . . . . . . . . . . . . . . . 39
7.5 Finishing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39
7.5.1 Soffit and edge form finishes . . . . . . . . . . . . . . . . . . . . . 39
7 . 5 . 2 P l a s t e r i n g . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 9
7.5.3 Change in floor loadings . . . . . . . . . . . . . . . . . . . . . . . . . 39
7.6 Suspended ceilings & services . . . . . . . . . . . . . . . . . . . . . . . . 40 7 . 6 . 1 P l a s t e r b o a r d . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 0
7.6.2 Suspended ceiling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40
7.6.3 Suspended services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40
8. Composite beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41
8.1 Shear stud capacities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41
9. References. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43
Contents
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Background
LYSAGHT W-DEK is a new innovative profiled steel decking which brings
greater economy and design freedom to building with composite concrete
slabs. Our design engineers scoured the globe to find the best W-
profiles in the world. After careful examination, our engineers incorporated
the best aspects of each profile into new . The profile
has been specifically developed for Australian high tensile steels - which
makes one of the best performing W profiles in the
world.
is a profiled zinc-coated high tensile steel decking for use
in the construction of composite floor slabs. It has exceptional composite
performance no additional reinforcement is required in most applications.
It can be used as formwork during construction and as a reinforcement
system in composite slabs.
Our increased understanding of composite slabs, together with testing in
our NATA-accredited laboratory and leading Australian universities, has
paid off with an optimised product, which provides significant cost savings
for projects.
has exceptional spanning characteristics and spans up to
4.1 metres, reducing the need for supporting structures.
The built-in properties of high tensile steel are maximised in the design
and fabrication of the deck profiles which result in products with high
strength-to-weight ratio. is currently the most economical
structural steel decking in Australia for typical applications because it
provides widest cover per weight of steel.
The profiled ribs are 78mm in height, resulting in having
excellent concrete displacement characteristics and minimal propping
requirements. This speeds up installation and makes the costs of delivery,
erection and structural framing significantly lower than for other systems.
Scope
This manual provides information on the design of formwork, propping,
composite slabs and design for fire and some information for composite
beams.
This manual is developed to the latest versions of the relevant Australian
Standards and Eurocodes.
Conditions of use
This publication contains technical information on the following grades of
:
0.75 mm thickness
1.00 mm thickness
Additionally, software allows you to get quicker and
more economical solutions with a range of options. Call Steel Direct
on 1800 641 417 to obtain additional copies of the Design Manual andSoftware.
Where we recommend use of third party materials, ensure you check
the manufacturer's requirements. Diagrams are used to explain the
requirements of a particular product. Adjacent construction elements of
the building that would normally be required in that particular situation
are not always shown. Accordingly aspects of a diagram not shown should
not be interpreted as meaning these construction or design details are
not required. You should check the relevant Codes associated with the
construction or design.
Warranties
Our products are engineered to perform according to our specifications
only if they are installed according to the recommendations in this manual
and our publications. Naturally, if a published warranty is offered for the
product, the warranty requires specifiers and installers to exercise due
care in how the products are applied and installed and are subject to final
use and proper installation. Owners need to maintain the finished work.
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1. Features and Applications
Contact Steel Direct for advice on the design of concrete frame buildings.
Use on masonry buildings is acceptable if the requirements of Section 7
are satisfied.
1.1 Spanning Capacities
has superior spanning capacities. 1.0 mm BMT
can span up to 4.1 metres when used on steel framed construction.
After careful examination, our engineers incorporated the best aspects of
each profile into new developed specifically for high
tensile steel. This resulted in a new innovative and optimised shape for
, having flange stiffeners and deep embossments, which
act as web stiffeners, to increase the load carrying capacity.
Due to the large depth of the profile, an increase of the flexural rigidity
reduces deflections.
1.2 Composite Action
Generally speaking, a profiled steel sheet forms permanent and integral
formwork for the concrete slab. Commonly, the ribs of the profiled sheeting
are perpendicular to the centreline of the steel I-section which supports it.
The stud shear connectors are welded through the thin steel sheeting intothe top flange of the steel beam. This creates a shear connection in the
longitudinal beam by way of the mechanical shear connectors, as well as
in the direction transverse to the beam by the embossments in the profiled
sheeting. It is this connection that allows a transfer for forces and gives
composite members their unique behaviour.
has exceptional composite performance and leads to no
additional reinforcement requirement in most applications.
1.3 Design Efficiency
The range of gauges available (0.75 mm and 1.0
mm) allows much closer matching of design requirements and deck
performance.
1.2 mm BMT is not available in the design tables and software. However, a
solution with 1.2 mm BMT is available subject to enquiry.
1.4 Design for Fire
composite slabs can be designed for up to 4 hours of
fire rating. Guide tables in our manual are developed for fire periods of
60 and 90 minutes. Where necessary, additional bottom fire reinforcement
is given in these tables. Our software can be used if other fire periods are
required.
Negative fire reinforcement is an additional design option in our
designsoftware.
1.5 Quicker Trouble-Free Installation
The installation of follows traditional methods for quick
and easy installation. It is available in long lengths so large areas can
be quickly and easily covered to form a safe working platform during
construction. provides a cover width of 700 mm, which is
the widest cover per weight of steel currently available in Australia.
1.6 Technical Support
Contact Steel Direct on 1800 641 417 for access to our technical support
services.BlueScope Lysaght Technology at Chester Hill , NSW, together
with your local BlueScope Lysaght Technical Sales Representatives, can
be called upon also to provide comprehensive information regarding the
correct use of for engineers, architects and builders.
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2.3 Sheeting
is rolled-formed from hot dipped, zinc-coated, high
tensile steels in base metal thickness (BMT) of 1.0 and 0.75 mm.
1.2 mm BMT is not available in the design tables and software. However,
the solution using 1.2 mm BMT is available subject to
enquiry.
The steel conforms to:
The coating is Z350 (350 g/m2minimum coating mass) or Z450 (450 g/m2
minimum coating mass) is available subject to enquiry.
Embossments on the top of flanges and web embossing provide the
mechanical connection between the steel and concrete.
2.4 Concrete
All tables have been developed for the 32 MPa grade of concrete with
normal density of 2400 kg/m3(wet density). Other concrete grades are
available in the software.
2.5 Reinforcement
effects, as flexural negative reinforcement over supports and in
some instances for fire engineering purposes and as bottom tensile
reinforcement. It shall comply with the requirements of AS/NZS
4671:2001.
the software. D500N is used only in the tables.
bars for negative and fire reinforcement in addition to 500L shrinkage
mesh.
2.6 Shear Connectors
Extensive testing has been conducted in our NATA-registered lab andthe University of Western Sydney. Shear stud capacities are available
for secondary and primary composite beams. Those capacities can be
achieved using conventional reinforcement in secondary beams and
specific reinforcement developed by One Steel/University of Western
Sydney in primary beams.
For more information refer to Section 8 of this Manual: Composite Beams.
2.7 Design Methods
There are a number of ways you can design concrete slabs using
:
Eurocodes and data from this manual. design software. This is also likely to produce
a more economical design.
However, if in doubt you should get advice from a specialist where
required.
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3. Formwork DesignThe formwork shall be designed in accordance to AS
3610 - 1995 and AS2327.1.
capacities and stiffness have been derived from tests
conducted at our NATA-accredited laboratory at BlueScope Lysaght
Technology, Chester Hill, NSW.
Our design tables can be used to detail acting as a
structural formwork, provided the following conditions are satisfied:
minimum bearing of 50 mm at the ends of the sheets, 100 mm minimum
bearing length for interior supports.
or intermediate splicing or jointing longitudinally.
shall be restrained.
sheeting ends shall be securely fixed at all permanent
and temporary supports to the supporting structure
l/L
s) of any
two adjacent spans does not exceed 1.2 (i.e. Ll/L
s1.2).
during the construction phase can be ignored in design.
Figure 3.1 formwork
Endsupport
Interiorsupport
Interiorsupport
Slab span L Slab span L
LYSAGHTW-DEK
Outline ofconcrete
Equal sheeting spans L'
Temporaryprops
Temporaryprops
50mm
minimum
Bearing on LYSAGHT W-DEK(Not less than100 mm
where sheeting
is continuous.) 50mmminimum
Interiorsupport
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NOTES: 1. Continuous maximum spans are limited as given in composite slab tables for interior spans and total 6000mm limit.
2. Maximum formwork spans are based on Ll/240 deflection limit and ratio of two adjacent spans equal 1:1.
3. Use software to get longer spans with Ll/130 deflection limit and wider supports.
4. 1kPa Live Load due to stacked materials is used.
No props
Slab thickness, mm 130 135 140 145 150 160 175 200
Single span 3100 3050 3000 2950 2900 2850 2750 2600
Two spans 4100 4050 4000 3950 3900 3800 3650 3500
Three or more spans 3800 3750 3700 3650 3600 3500 3400 3200
1 prop
Slab thickness, mm 130 135 140 145 150 160 175 200
Single span 5200 5200 5400 5600 5600 6000 6000 6000
Two spans 5200 5200 5400 5600 5600 6000 6000 6000
Three or more spans 5200 5200 5400 5600 5600 6000 6000 6000
Formwork table 1.00 BMT
Formwork table 0.75 BMT
No props
Slab thickness, mm 130 135 140 145 150 160 175 200Single span 2700 2650 2600 2550 2550 2450 2300 2100
Two spans 3500 3450 3400 3350 3300 3200 3050 2900
Three or more spans 3300 3250 3200 3150 3100 3050 2950 2800
1 prop
Slab thickness, mm 130 135 140 145 150 160 175 200
Single span 5200 5200 5400 5600 5600 6000 5950 5650
Two spans 5200 5200 5400 5600 5600 6000 5950 5650
Three or more spans 5200 5200 5400 5600 5600 6000 5950 5650
3.3 Formwork tables
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4. Composite Slab Design
4.1 General
This chapter discusses the parameters upon which our design tables and
software are based. Solutions to your design problems may be obtained by
direct reference to either our design software, or our design
tables in this Manual.
Design data about composite performance of slabs with
have been obtained from full scale slab tests conducted at the University of
Newcastle.
4.2 Application
Our design tables and software can be used to design composite slabs
with provided the following conditions are satisfied:
cis in the range 25 MPa to 40
MPa (as specified in AS-36002001). The concrete density cmay be
for normal weight concrete, taken as c2400kg/m3.
AS 36002001, Section 19.
have a minimum bearing of 50 mm at the ends of the sheets, and 100mm at intermediate supports over which sheeting is continuous.
L1) to the shorter slab span ( L
s) of
any two adjacent spans does not exceed 1.2, that is L1/L
s1.2.
uniformly-distributed and static in nature.
vertical loads applied to the slab.
profiles can be used in conjunction with this
manual. Highvalues of u,Rd responsible for composite performance canonly be achieved due to advanced features of .
Refer to Table 4.1 for longitudinal shear resistance values.
steel must be in accordance with AS 36002001, Clause 19.2, and
the design yield stress, (sy
), must be taken from AS 36002001,
Table 6.2.1, for the appropriate type and grade of reinforcement, and
manufacturers data.
accordance with AS 36002001, Clause 19.1.
must not be spliced, lapped or joined longitudinally in
any way.
of the slab.
AS 2327.1, Clause 4.2.3, composite
action must be assumed to exist between the steel sheeting and the
concrete once the concrete in the slab has attained a compressive
strength of 15 MPa, that iscj
15 MPa. Prior to the development of
composite action during construction, potential damage to the shear
allowed.
regions shall be arranged in accordance with the Figures 4.1 and 4.2.Refer to AS3600-2001, clause 9.1.3 for more information on detailing of
tensile reinforcement in one way slab.
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Figure 4.1Pattern 1 for conventional reinforcement
Figure 4.2Pattern 2 for conventional reinforcement when imposed load exceeds twice the dead load
Little or norestraint atend support
0.3Ln
Negativereinforcement
LYSAGHT W-DEK
Ln Ln
Restraint atend supportby mass of wall
Continuous overinterior support
0.3Ln
0.3Ln
L (span)
Concrete slab
Wall
Wall
CoverWall
Wall
L (span)
Minimum 70mm
Minimum 50mm
minimum100mm
Little or norestraint atend support
0.3Ln
LYSAGHTW-DEK
Ln Ln
Restraint atend supportby mass of wall
Continuous overinterior support
0.3Ln
0.3Ln
L (span)
Concrete slab
Wall
Wall
CoverWall
Wall
L (span)
1/3 of negativereinforcement
4.3 Crack Control options
Tables and software are developed to the latest recommendations of
AS3600-2001, Clause 9.4.1 regarding flexural crack control. Our design
tables for continuous spans assume full crack control. The software allows
full and relaxed crack control.
fs in the reinforcement and the design crack width a smaller bar
diameter may result in less reinforcement being necessary.
AS3600-2001, Clause 9.4.
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4.4 Durability
The exposure classification relevant to the design of
slabs are A1, A2, B1 and B2 as defined in AS 36002001, Clause 4.3.
The minimum concrete cover (c) to reinforcing steel, measured from the
slab top face, must comply with AS-36002001, Table 4.10.3.2.
4.5 Design Loads
4.5.1 Strength load Combinations
For strength calculations, design loads for both propped and unpropped
construction must be based on the following load combinations.
Pattern loading shall be considered according to AS3600-2001 Clause
7.6.4.
As per AS3600-2001
1 25 1 5. .G G G Qc sh supand for bending (composite) and shear capacity in positive (with top outer
fibre of concrete in compression) areas. (as per prEN 1994-1-1)
1.35where Gc Gsh=
Gsup= superimposed dead load (partitions, floor tiles, etc.) Q = live load
4.5.2 Serviceability Load Combinations
Deflections due to loading applied to the composite slab should be
calculated using linear elastic analysis in accordance with AS3600-2001,
Clause 3.4. and 8.5.3. Note that the live load (Q) is applied after the
removal of any temporary props and after the addition of any deflection-
sensitive finishes. The loading pattern of vertical load should be considered
in the analysis as per AS3600-2001, Clause 7.6.4 for short term loads.
Loads for crack control shall be in accordance AS3600-2001 Clause 9.4.1.
4.5.3 Superimposed Dead Load
The maximum superimposed dead load assumed in our design tables is
1.0 kPa. Use design software for other loads.
1 5.G G G Qc sh sup
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4.6 Design for Strength in Negative Regions
4.6.1 Negative Bending Strength
For the bending strength design in negative moment regions, the presence
of the sheeting in the slab is ignored and the slab shall be designed
allowing for 50% void area between ribs. For this purpose, use the
provisions of AS3600-2001, Section 9.
The minimum bending strength requirement of AS 3600-2001, Clause 9.1
must be satisfied.
4.6.2 Shear Strength
Negative moment regions must be designed for shear strength, to satisfy
AS 3600-2001, Section 9. The negative moment region of composite slab
shall be calculated allowing for voids between ribs which are 50% of cross
sectional area within decking profile.
4.7 Design for Strength in Positive Regions
4.7.1 Positive Bending Strength
Positive-moment regions are designed for bending strength such that at
every cross-section the design positive moment capacity is not less than
the design positive bending moment capacity.
Positive bending capacity shall be calculated as per prEN1994-1-1 Clause
9.7.2. Partial shear connection theory shall be employed using values ofu,Rdin Table 4.1.
4.7.2 Shear Strength
The positive shear capacity can be calculated as per Eurocode 2
Clause 4.3.2.3
Table 4.1
LYSAGHT W-DEKLongitudinal shear resistance
BMT u,Rd (kPa)0.75 115
1.0 185
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5.3 Design for Structural Adequacy5.3.1 Design LoadsUse AS1170.1 Clause 2.5 together with
Design load for fire Wf= 1.1G + lQ
5. Design for Fire
5.1 General
The composite slabs shall be designed for fire conditions
in accordance to AS 3600-2001. The entire soffit of slab is assumed to
be exposed to fire over both positive and negative moments regions.
Temperature distribution through a cross section of a composite slab
subject to fire is affected by the geometry of sheeting profile.
Reduction factors are applied to allow for the adverse effect of elevated
temperatures on the mechanical properties of concrete and steel. Values of
these reduction factors shall be derived from the relationships given in
AS 3600-2001, Clause 5.9.
Our tables may be used to detail composite slabs when
the soffit is exposed to fire provided the following conditions are satisfied:
of the sheeting ribs for both room temperature and fire conditions.
temperature conditions in accordance to this manual.
nature.
penetrating, embedded or encased services) to provide the appropriate
fire resistance period. Alternatively the local provision of suitable
protection (such as fire spray material) will be necessary.
b= 140mm as per Figure 5.1 and 5.2 designates zone where fire and
negative reinforcement shall be placed.
5.2 Design for Insulation and Integrity
Minimum required overall depth (D) of slabs for
insulation and integrity for various fire resistance periods is given in
Table 5.1.
These values are derived from test results.
FireResistance
Period Depth
(Minutes) (D) mm
60
90
120
180
240
130
135
145
170
190
Table 5.1 Minimum overall depth
(D) ofLYSAGHT W-DEK slabs for
insulation and integrity
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Figure 5.1Details of reinforcement for fire design
0.3Ln
L
LYSAGHT W-DEK
LYSAGHT W-DEK
LYSAGHT W-DEK
LYSAGHT W-DEK
Concrete
Fire detail 1
Concrete
D
dct
Ast
Ln
0.3Ln
L
Concrete
Fire detail 2
Ln
Ast
Ast.f
Concrete
ybD
xb xb
Ast+Ast.f
+Ast, transverse
Ast-
Ast.f+
Mesh
(longitudinal - wires not shown)
Mesh
(longitudinal - wires not shown)
Ast, transverse
xb xb
Ast
Ast.f
5.4 Reinforcement for Fire Design
The arrangement of reinforcement for fire design is shown in Figure 5.1.
Fire reinforcement may be necessary, in addition to mesh and negative
reinforcement required by our tables for composite slab design.
the plastic hinges.
st,f
-for Fire detail 1 is in a single top layer
at a depth of dctbelow the slab top face ( refer to figure 5.1). This detail
is applicable to continuous slabs only
st,f
+for Fire detail 2 is in a single bottom
layer at a distance of ybabove the slab soffit (refer to Figure 5.1). This
detail is applicable to both continuous and simple spans.
is designated Ast,f
+in our tables (D500 N with bar diameter = 12 mm or
less).
st
-) and the additional fire reinforcement
(Ast,f
+or Ast,f
-as applicable), must be located as shown in Figure 5.1 &
5.2.
both options.
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LYSAGHT W-DEK
Concrete
xbxb
Permissible zone forlongitudinal fire reinforcement Ast.f
+, Ast.f
-and A
-st
yb
Ast.-
(Ast.f-)
Ast.f+
Transverse supporting bars(shrinkage mesh)
Fig. 5.2Permissible zone for location of longitudinal fire reinforcement for Fire
Detail 1 & 2.
Negative reinforcement A-st
may be placed anywhere outside permissible
zone (See fig. 5.2) if design for fire is not required.
5.5 Location of Longitudinal Reinforcement for FireDesignThe longitudinal bars which make up A
st.f+, A
st.f-or A-
stshould be located
within the zone shown in Figure 5.2.
xb= 140mm
yb= varies depending on the diameter of the supporting bar
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Interior Spans 135 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 102000
80 80 80 80 80 80 80 130
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2200 80 80 80 80 80 80 120 190
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2400 80 80 80 80 80 100 170 240
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2600 80 80 80 80 100 130 220 310
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2800 80 80 80 90 130 170 280 380
- N/A - N/A 10 N/A - N/A - N/A - N/A - N/A 10 N/A
3000 80 80 90 120 170 220 340 460
20 N/A 30 N/A 10 N/A - N/A - N/A - N/A 10 N/A 20 N/A
3200 90 100 110 160 210 260 410
50 N/A 10 N/A 10 N/A - N/A - N/A - N/A 20 N/A
3400 110 120 140 200 250 320 480
20 N/A 10 N/A - N/A - N/A 10 N/A 10 N/A 20 N/A
3600 130 150 200 230 300 370
10 N/A - N/A 10 N/A 10 N/A 20 N/A 20 N/A
3800 160 200 200 270 350 430
10 N/A 10 N/A 10 N/A 20 N/A 20 N/A 30 N/A
4000 200 200 230 320 410
20 N/A 20 N/A 20 N/A 30 N/A 30 N/A
4200 210 240 270 370 470
20 N/A 30 N/A 30 N/A 30 N/A 40 N/A
4400 240 270 310 420
30 N/A 40 N/A 40 N/A 40 N/A
4600 270 300 350 470
40 N/A 40 N/A 50 N/A 50 N/A
4800 300 340 390
50 N/A 50 N/A 60 N/A
5000 340 390 440
60 N/A 60 N/A 70 N/A
5200 370
70 N/A
5400
Interior Spans 130 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
1800 70 70 70 70 70 70 70 90
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2000 70 70 70 70 70 70 80 140
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2200 70 70 70 70 70 70 130 190
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2400 70 70 70 70 70 100 180 260
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2600 70 70 70 70 100 140 230 320
- N/A - N/A - N/A 10 N/A - N/A - N/A - N/A - N/A
2800 70 70 70 90 140 180 290 400
20 N/A 30 N/A 40 N/A - N/A - N/A - N/A - N/A 10 N/A
3000 70 70 100 130 180 220 350
50 N/A 70 N/A 50 N/A - N/A - N/A - N/A 10 N/A
3200 80 90 130 160 220 270 420
60 N/A 50 N/A 20 N/A - N/A 10 N/A 10 N/A 20 N/A
3400 100 120 180 200 260 330
50 N/A 20 N/A 10 N/A 10 N/A 10 N/A 20 N/A
3600 130 180 200 240 310 390
50 N/A 10 N/A 10 N/A 20 N/A 20 N/A 30 N/A
3800 180 180 240 280 370 450
10 N/A 20 N/A 20 N/A 20 N/A 30 N/A 40 N/A
4000 180 200 280 330 420
20 N/A 30 N/A 30 N/A 30 N/A 40 N/A
4200 210 240 330 380
30 N/A 30 N/A 40 N/A 40 N/A
4400 240 270 370 430
40 N/A 40 N/A 50 N/A 50 N/A
4600 270 310 420
50 N/A 50 N/A 60 N/A
4800 300 350
60 N/A 60 N/A
5000 340 400
70 N/A 70 N/A
5200 380
80 N/A
5400
6.3 Interior Spans
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Interior Spans 145 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 102200
100 100 100 100 100 100 120 170
- - - - - - - - - - - - - - - -
2400 100 100 100 100 100 100 160 230
- - - - - - - - - - - - - - - -
2600 100 100 100 100 100 130 200 290
- - - - - - - - - - - - - - - -
2800 100 100 100 100 130 160 260 350
- - - - - - - - - - - - - - - 10
3000 100 100 100 120 160 200 310 430
- - - - - - - - - - - - - 1 0 10 20
3200 100 110 120 150 200 250 370 510
- 10 - - - - - - - 10 - 10 10 20 10 N/A
3400 120 130 150 180 240 300 440
- - - - - 10 - 10 - 10 - 20 10 30
3600 140 160 170 230 280 350 510
- 10 - 10 - 10 - 10 10 20 10 20 20 N/A
3800 170 190 230 260 330 400
- 10 - 20 10 20 10 20 10 30 20 30
4000 230 230 230 300 380 460
10 20 10 20 10 30 10 30 20 30 30 40
4200
230 240 260 340 430 530
10 30 20 30 20 30 20 40 30 40 30 N/A
4400 250 270 300 390 490
20 30 20 40 30 40 30 40 40 N/A
4600 280 300 330 440
30 40 30 40 30 50 40 50
4800 310 340 370 500
30 50 40 50 40 60 50 N/A
5000 340 370 420
40 60 50 60 50 60
5200 380 410 460
50 60 60 70 60 70
5400 410 450
60 70 60 80
5600 450
70 80
5800
Interior Spans 140 mm slab
Span Characteristic Imposed Load Qk (kPa)(mm) 1.5 2 2.5 3 4 5.0 7.5 10
2200 90 90 90 90 90 90 120 180
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2400 90 90 90 90 90 90 160 230
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2600 90 90 90 90 100 130 210 300
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
2800 90 90 90 90 130 170 270 370
- N/A - N/A - N/A - N/A - N/A - N/A - N/A - N/A
3000 90 90 90 120 170 220 320 440
- N/A - N/A - N/A - N/A - N/A - N/A - N/A 10 N/A
3200 90 110 120 150 220 260 390
20 N/A 10 N/A - N/A - N/A - N/A - N/A 10 N/A
3400 110 130 140 190 250 310 460
10 N/A - N/A - N/A - N/A - N/A 10 N/A 20 N/A
3600 140 150 220 230 290 360
- N/A - N/A - N/A 10 N/A 10 N/A 20 N/A
3800 160 220 220 270 340 420
- N/A 10 N/A 10 N/A 10 N/A 20 N/A 20 N/A
4000 220 220 230 310 390 480
10 N/A 10 N/A 20 N/A 20 N/A 30 N/A 30 N/A
4200 220 240 260 360 450
20 N/A 20 N/A 20 N/A 30 N/A 30 N/A
4400 250 270 300 400 510
20 N/A 30 N/A 30 N/A 40 N/A 40 N/A
4600 280 300 340 460
30 N/A 40 N/A 40 N/A 40 N/A
4800 310 340 380 510
40 N/A 50 N/A 50 N/A 50 N/A
5000 340 380 430
50 N/A 50 N/A 60 N/A
5200 380 420
60 N/A 60 N/A
5400 410
70 N/A
5600
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Interior Spans 160 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
2600 270 270 270 270 270 270 270 270
- - - - - - - - - - - - - - - -
2800 270 270 270 270 270 270 270 410
- - - - - - - - - - - - - - - -
3000 270 270 270 270 270 270 410 410
- - - - - - - - - - - - - - - -
3200 270 270 270 270 270 270 410 430
- - - - - - - - - - - - - - - -
3400 270 270 270 270 270 410 410 500
- - - - - - - - - - - - - - - 10
3600 270 270 270 270 410 410 430 580
- - - - - - - - - - - - - 1 0 - N/A
3800 270 270 270 410 410 410 500
- - - - - - - - - - - 10 - 2 0
4000 270 270 410 410 410 410 580
- - - - - - - 10 - 10 - 10 10 N/A
4200 270 410 410 410 410 450
- - - 10 - 10 - 10 - 20 10 20
4400 410 410 410 410 420 510
- 10 - 10 - 20 - 20 10 20 10 30
4600 410 410 410 410 480 580- 20 - 20 10 20 10 30 10 30 20 N/A
4800 410 410 410 410 540
10 30 10 30 10 30 20 30 20 N/A
5000 410 410 410 420 600
10 30 20 30 20 40 20 40 30 N/A
5200 410 410 430 460
20 40 20 40 30 40 30 50
5400 410 440 470 510
30 40 30 50 40 50 40 60
5600 440 470 510
40 50 40 60 40 60
5800 480 510
40 60 50 60
6000 510
50 70
Interior Spans 150 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
2400 110 110 110 110 110 110 150 220
- - - - - - - - - - - - - - - -
2600 110 110 110 110 110 120 200 280
- - - - - - - - - - - - - - - -
2800 110 110 110 110 120 160 250 340
- - - - - - - - - - - - - - - 10
3000 110 110 110 120 160 200 300 410
- - - - - - - - - - - - - 10 - 10
3200 110 120 130 150 190 240 360 480
- - - - - - - - - - - 10 - 10 10 20
3400 120 140 150 180 240 290 420
- - - - - - - 10 - 10 - 10 10 20
3600 150 160 180 240 280 340 490
- 10 - 10 - 10 - 10 - 20 10 20 20 N/A
3800 170 190 240 250 320 390
- 10 - 10 - 20 - 20 10 20 10 30
4000 200 240 240 290 370 450
- 20 10 30 10 20 10 20 20 30 20 30
4200 240 240 270 340 420 510
10 20 10 30 10 30 20 30 20 40 30 N/A
4400 250 270 300 380 480
20 30 20 30 20 30 20 40 30 40
4600 280 310 330 430 530
20 40 30 40 30 40 30 50 40 N/A
4800 310 340 370 480
30 40 30 50 40 50 40 50
5000 340 370 410 530
40 50 40 50 40 60 50 N/A
5200 380 410 450
40 60 50 60 50 70
5400 410 450 500
50 70 60 70 60 N/A
5600 450
60 70
5800
6000
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Interior Spans 175 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
2800300 300 300 300 300 300 300 300
- - - - - - - - - - - - - - - -
3000300 300 300 300 300 300 300 450
- - - - - - - - - - - - - - - -
3200300 300 300 300 300 300 450 450
- - - - - - - - - - - - - - - -
3400300 300 300 300 300 300 450 450
- - - - - - - - - - - - - - - -
3600300 300 300 300 300 450 450 530
- - - - - - - - - - - - - - - 10
3800300 300 300 300 450 450 460 610
- - - - - - - - - - - - - 1 0 - N/A
4000300 300 300 300 450 450 520
- - - - - - - - - - - 10 - 10
4200300 300 450 450 450 450 590
- - - - - - - - - 10 - 10 10 20
4400300 450 450 450 450 470
- - - 10 - 10 - 10 - 10 - 20
4600450 450 450 450 450 530
- 10 - 10 - 10 - 20 - 20 10 30
4800450 450 450 450 490 590
- 10 - 20 - 20 10 20 10 30 20 30
5000450 450 450 450 550 650
- 20 10 20 10 30 10 30 20 30 20 N/A
5200450 450 450 460 610
10 30 10 30 20 30 20 40 30 N/A
5400450 450 470 500 670
20 30 20 40 20 40 30 40 30 N/A
5600450 470 510 540
20 40 30 40 30 50 30 50
5800480 510 550 580
30 50 30 50 40 50 40 60
6000520 550 590
40 50 40 60 50 60
Interior Spans 200mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
3000350 350 350 350 350 350 350 350
- - - - - - - - - - - - - - - -
3200 350 350 350 350 350 350 350 350- - - - - - - - - - - - - - - -
3400350 350 350 350 350 350 350 520
- - - - - - - - - - - - - - - -
3600350 350 350 350 350 350 520 520
- - - - - - - - - - - - - - - -
3800350 350 350 350 350 350 520 520
- - - - - - - - - - - - - - - -
4000350 350 350 350 350 520 520 570
- - - - - - - - - - - - - - - -
4200350 350 350 350 520 520 520 650
- - - - - - - - - - - - - - - -
4400350 350 350 350 520 520 560 820
- - - - - - - - - - - - - - - N/A
4600350 350 520 520 520 520 630
- - - - - - - - - - - - - 10
4800350 520 520 520 520 520 700
- - - - - - - - - - - - - 10
5000520 520 520 520 520 560
- - - - - - - - - 1 0 - 1 0
5200520 520 520 520 520 610
- - - - - 10 - 10 - 10 - 20
5400 520 520 520 520 570 680- 10 - 10 - 10 - 10 - 20 - 20
5600520 520 520 530 630
- 10 - 20 - 20 - 20 10 30
5800520 520 540 570 690
- 20 - 20 - 20 10 30 10 30
6000520 550 580 610
- 20 10 30 10 30 10 30
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End Spans 130 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
1800 70 70 70 70 70 70 70 100
- N/A - N/A - N/A - N/A - N/A 10 N/A 30 N/A 30 N/A
2000 70 70 70 70 70 70 100 160
- N/A 10 N/A 10 N/A 10 N/A 20 N/A 30 N/A 40 N/A 50 N/A
2200 70 70 70 70 70 80 150 22020 N/A 30 N/A 30 N/A 40 N/A 50 N/A 60 N/A 60 N/A 80 N/A
2400 70 70 70 70 90 120 200 280
50 N/A 60 N/A 60 N/A 70 N/A 70 N/A 60 N/A 80 N/A 110 N/A
2600 70 70 70 90 120 180 260 360
80 N/A 90 N/A 100 N/A 100 N/A 80 N/A 80 N/A 110 N/A 140 N/A
2800 70 80 100 120 180 210 320 440
110 N/A 110 N/A 110 N/A 100 N/A 90 N/A 110 N/A 140 N/A 170 N/A
3000 90 100 130 180 210 260 390
130 N/A 130 N/A 120 N/A 100 N/A 120 N/A 130 N/A 170 N/A
3200 110 130 180 190 250 310 470
150 N/A 140 N/A 120 N/A 130 N/A 140 N/A 160 N/A 210 N/A
3400 180 180 200 240 300 370
130 N/A 150 N/A 150 N/A 150 N/A 170 N/A 190 N/A
3600 180 190 240 280 360 440
180 N/A 180 N/A 170 N/A 180 N/A 210 N/A 230 N/A
3800 200 230 290 330 420
200 N/A 200 N/A 200 N/A 210 N/A 240 N/A
4000 230 270 360 380230 N/A 220 N/A 230 N/A 250 N/A
4200 270 360
250 N/A 250 N/A
4400 360
270 N/A
4600
End Spans 135 mm slab
Span Characteristic Imposed Load Qk (kPa)(mm) 1.5 2 2.5 3 4 5.0 7.5 10
2000 80 80 80 80 80 80 100 150
- N/A - N/A - N/A 10 N/A 10 N/A 20 N/A 30 N/A 40 N/A
2200 80 80 80 80 80 80 140 210
10 N/A 10 N/A 20 N/A 20 N/A 30 N/A 50 N/A 50 N/A 60 N/A
2400 80 80 80 80 90 120 200 270
30 N/A 40 N/A 40 N/A 50 N/A 60 N/A 50 N/A 70 N/A 90 N/A
2600 80 80 80 80 120 160 250 340
60 N/A 60 N/A 70 N/A 80 N/A 60 N/A 70 N/A 90 N/A 120 N/A
2800 80 90 100 120 160 200 310 420
90 N/A 90 N/A 90 N/A 80 N/A 80 N/A 90 N/A 120 N/A 150 N/A
3000 100 110 120 150 200 250 380
100 N/A 100 N/A 100 N/A 90 N/A 100 N/A 110 N/A 140 N/A
3200 120 140 200 200 250 300 450
120 N/A 110 N/A 100 N/A 110 N/A 120 N/A 140 N/A 180 N/A
3400 150 200 200 230 290 360
130 N/A 120 N/A 120 N/A 130 N/A 150 N/A 170 N/A
3600 200 200 220 270 350 420
130 N/A 150 N/A 150 N/A 160 N/A 180 N/A 200 N/A
3800 210 230 260 320 400
160 N/A 170 N/A 170 N/A 180 N/A 210 N/A
4000 240 270 310 380
190 N/A 190 N/A 200 N/A 210 N/A
4200 270 310 380
210 N/A 220 N/A 230 N/A
4400 380 380
230 N/A 250 N/A
4600
6.4 End Spans
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End Spans140 mm slab
Span Characteristic Imposed Load Qk (kPa)(mm) 1.5 2 2.5 3 4 5.0 7.5 10
2200 90 90 90 90 90 90 140 220
10 N/A 10 N/A 10 N/A 10 N/A 20 N/A 30 N/A 40 N/A 50 N/A
2400 90 90 90 90 90 110 190 260
20 N/A 20 N/A 30 N/A 30 N/A 50 N/A 40 N/A 60 N/A 80 N/A
2600 90 90 90 90 120 150 240 33040 N/A 50 N/A 50 N/A 60 N/A 50 N/A 60 N/A 80 N/A 100 N/A
2800 90 90 100 120 150 220 300 400
70 N/A 70 N/A 70 N/A 70 N/A 70 N/A 80 N/A 100 N/A 130 N/A
3000 100 120 130 150 220 240 360 490
80 N/A 80 N/A 80 N/A 80 N/A 90 N/A 100 N/A 130 N/A 150 N/A
3200 130 140 160 220 240 290 430
90 N/A 100 N/A 90 N/A 100 N/A 110 N/A 120 N/A 150 N/A
3400 150 220 220 220 280 350 510
110 N/A 100 N/A 110 N/A 120 N/A 130 N/A 150 N/A 180 N/A
3600 220 220 220 270 340 410
110 N/A 120 N/A 130 N/A 140 N/A 150 N/A 170 N/A
3800 220 230 260 310 390 470
140 N/A 140 N/A 150 N/A 160 N/A 180 N/A 200 N/A
4000 240 270 300 360 450
160 N/A 170 N/A 180 N/A 190 N/A 210 N/A
4200 280 300 340 410
180 N/A 190 N/A 200 N/A 220 N/A
4400 310 400 400210 N/A 220 N/A 230 N/A
4600 400
230 N/A
4800
End Spans145 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
2200100 100 100 100 100 100 130 190
- 20 - 20 10 20 10 20 10 30 20 30 30 50 50 60
2400100 100 100 100 100 110 180 250
10 30 20 30 20 30 20 40 30 40 30 50 50 60 60 80
2600100 100 100 100 120 150 230 320
30 40 30 50 40 50 40 60 50 60 50 60 70 80 90 100
2800100 100 110 120 150 190 290 390
50 60 60 70 50 70 60 70 60 70 70 80 90 100 110 120
3000110 120 130 150 230 230 350 470
70 80 70 80 70 90 70 80 80 90 90 100 110 130 140 N/A
3200130 150 160 230 230 280 420
80 100 80 90 80 100 80 100 100 110 110 120 140 150
3400160 180 230 230 280 340 490
90 110 90 110 100 110 100 120 120 130 130 140 160 N/A
3600190 230 230 260 330 390
100 120 110 120 120 130 120 140 140 150 150 170
3800230 240 260 300 380 450
120 140 130 140 140 150 150 160 160 180 180 190
4000250 270 290 350 430
140 160 150 170 160 180 170 180 190 200
4200
280 310 340 400
160 180 170 190 180 200 190 210
4400320 340 420
190 200 200 210 210 230
4600420 420
210 230 220 240
4800
5000
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End Spans 150 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
2400110 110 110 110 110 110 170 240
10 20 10 30 10 30 20 30 20 40 30 40 40 60 60 70
2600110 110 110 110 120 140 240 310
20 30 20 40 30 40 30 50 40 50 40 60 60 70 80 90
2800110 110 110 120 150 180 280 370
30 50 40 60 50 60 50 60 50 70 60 70 80 90 100 110
3000110 130 140 150 190 240 340 450
60 70 60 70 50 70 60 70 70 80 80 90 100 110 120 140
3200140 150 170 180 240 270 400
60 80 70 80 70 80 80 90 90 100 100 110 120 140
3400160 180 200 240 270 330 470
80 100 80 100 90 100 90 110 100 120 120 130 150 160
3600190 240 240 250 320 380 550
90 110 100 110 110 120 110 130 120 140 140 150 170 N/A
3800240 240 260 300 370 440
110 120 120 130 120 140 130 150 150 160 160 180
4000250 270 300 340 420 500
130 140 140 150 150 160 150 170 170 190 190 N/A
4200280 310 330 390 480
150 160 160 170 170 180 180 190 200 210
4400320 340 370 440
170 190 180 200 190 210 200 220
4600 350 440 440190 210 200 220 220 230
4800440
220 230
5000
5200
End Spans 160 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
2600 270 270 270 270 270 270 270 410
- 20 - 20 - 20 10 20 10 30 20 30 30 50 50 60
2800 270 270 270 270 270 270 410 41010 30 10 30 20 30 20 40 30 40 30 50 50 70 70 80
3000 270 270 270 270 270 270 410 410
20 40 30 40 30 50 30 50 40 60 50 70 70 80 90 100
3200 270 270 270 270 270 410 410
40 50 40 60 40 60 50 60 60 70 70 80 90 100
3400 270 270 270 270 410 410 420
50 70 50 70 60 80 60 80 70 90 80 100 110 130
3600 270 270 410 410 410 410 490
60 80 70 90 70 90 80 100 90 110 100 120 130 150
3800 270 410 410 410 410 410
80 100 90 100 90 110 100 120 110 130 120 140
4000 410 410 410 410 410 450
100 110 100 120 110 130 120 140 130 150 150 160
4200 410 410 410 410 430 510
110 130 120 140 130 150 140 160 150 170 170 190
4400 410 410 410 410 490
130 150 140 160 150 170 160 180 180 200
4600 410 410 410 430
150 170 160 180 170 190 180 200
4800 410 430 440
170 190 190 200 200 210
5000 430
200 220
5200
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End Spans 175 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
2800 300 300 300 300 300 300 300 450
- 20 - 20 10 20 10 30 10 30 20 40 30 50 50 60
3000 300 300 300 300 300 300 450 450
10 30 20 30 20 30 20 40 30 40 30 50 50 70 60 80
3200 300 300 300 300 300 300 450 450
20 40 30 40 30 50 30 50 40 60 50 60 70 80 80 100
3400 300 300 300 300 300 450 450
40 50 40 60 40 60 50 60 60 70 60 80 80 100
3600 300 300 300 300 450 450 450
50 60 50 70 60 70 60 80 70 90 80 100 100 120
3800 300 300 450 450 450 450 510
60 80 70 80 70 90 80 90 90 100 100 110 120 140
4000 300 450 450 450 450 450
80 90 80 100 90 100 90 110 100 120 120 130
4200 450 450 450 450 450 470
90 110 100 120 100 120 110 130 120 140 140 150
4400 450 450 450 450 450 530
110 130 120 130 120 140 130 150 140 160 160 170
4600 450 450 450 450 510 600
130 140 130 150 140 160 150 170 160 180 180 N/A
4800 450 450 450 470 570
140 160 150 170 160 180 170 190 190 200
5000 450 450 490 510160 180 170 190 180 200 190 210
5200 490 490
180 200 190 210
5400 500
200 220
5600
End Spans 200 mm slab
Span Characteristic Imposed Load Qk (kPa)
(mm) 1.5 2 2.5 3 4 5.0 7.5 10
3000 350 350 350 350 350 350 350 520
- - - - - 10 - 10 - 10 - 20 10 30 20 40
3200 350 350 350 350 350 350 350 520- 10 - 20 - 20 - 20 10 30 10 30 20 40 40 60
3400 350 350 350 350 350 350 520
- 20 10 30 10 30 10 30 20 40 20 40 40 60
3600 350 350 350 350 350 520 520
10 30 20 40 20 40 20 40 30 50 40 60 50 80
3800 350 350 350 350 520 520 520
30 50 30 50 30 50 40 60 40 70 50 70 70 90
4000 350 350 350 350 520 520 520
40 60 40 60 50 70 50 70 60 80 70 90 90 110
4200 350 350 520 520 520 520
50 70 60 80 60 80 70 90 70 100 80 110
4400 350 520 520 520 520 520
70 90 70 90 80 100 80 100 90 110 100 120
4600 520 520 520 520 520 520
80 100 90 110 90 110 100 120 110 130 120 140
4800 520 520 520 520 520 570
100 120 100 120 110 130 110 140 130 150 140 160
5000 520 520 520 520 560 630
110 130 120 140 120 150 130 150 150 170 160 180
5200 520 520 520 550 600
130 150 140 160 140 170 150 170 170 190
5400 520 530 560 590
150 170 150 180 160 180 170 190
5600 540 570 610
160 190 170 200 180 200
5800 580 620
180 210 190 220
6000
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7. Construction
7.1 Safety
is available in long lengths, so large areas can be quickly
and easily covered to form a safe working platform during construction.
One level of formwork gives immediate protection from the weather,
and safety to people working on the floor below. The minimal propping
requirements provide a relatively open area to the floor below.
It is common sense to work safely, protecting yourself and work mates
as personal protection of eyes and skin from sunburn, and hearing from
noise. For personal safety, and to protect the surface finish of
, wear clean dry gloves. Dont slide sheets over rough surfaces or
over each other. Always carry tools, dont drag them.
Occupational health and safety laws enforce safe working conditions in
most locations. Local laws may require you to have fall protection which
includes safety mesh, personal harnesses and perimeter guard rails where
they are appropriate. We recommend that you adhere strictly to all laws
that apply to your State.
is capable of withstanding temporary construction loads
including the mass of workmen, equipment and materials as specified in
Section 3.0 of this manual. However, it is good construction practice to
ensure protection from concentrated loads, such as barrows, by use of
some means such as planks and/or boards.
7.2 Installation
is delivered in strapped bundles. If not required for
immediate use stack sheets or bundles neatly and clear of the ground, on
a slight slope to allow drainage of water. If left in the open, protect with
waterproof covers.
Figure 7.1Typical layout
Bearing of LYSAGHT W-DEK(Not less than 100 mm
where sheeting iscontinuous)
Cover
Bearing of LYSAGHT W-DEK(Not less than 50 mm
at end of sheets)
LYSAGHT W-DEK
Concrete slab
Props where
required
Slab span(Interior span)
Props where
required
Slab spanEnd span)
Cover
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7.2.1 Propping
It is a common practice to specify unpropped formwork,
however, depending on the span of a slab, temporary
propping may be needed between the slab supports to prevent excessive
deflections or collapse of the formwork.
formwork is normally placed directly on prepared
propping. Props must stay in place during the laying of
formwork, the placement of the concrete, and until the concrete has
reached the strength of 15 MPa.
Propping generally consists of substantial timber or steel bearers
supported by vertical props. The bearers must be continuous across the full
width of LYSAGHT W-DEK formwork.
Propping must be adequate to support construction loads and the mass of
wet concrete. Maximum propped and unpropped spans are given in
Section 3.3.
7.2.2 Laying
must be laid with the sheeting ribs aligned in the
direction of the designed spans. Other details include the following:
sheets continuously over each slab spanwithout any intermediate splicing or jointing.
sheets end to end. Centralise the joint at the
slab supports. Where jointing material is required the sheets may be
butted against the jointing material.
sheets across their full width at the slab
support lines and at the propping support lines.
the minimum bearing is 50 mm for ends of sheets,
and 100 mm for intermediate supports over which the sheeting is
continuous.
7.2.3 Interlocking the Sheets
Overlapping ribs of sheeting are interlocked.
Place the female lap rib overlapping the male lap rib of the first sheet at
an approximately 45angle to the one previously laid, and then simply
lower it down, through an arc (see Figure 7.2) until the laps engage.
If sheets dont interlock neatly (perhaps due to some damage or distortion
from site handling or construction practices) use screws to pull the laps
together tightly (see Section 7.2.6, Fastening side-lap joints).
Position LYSAGHT W-DEK sheet at a45angle. Interlock sheets by loweringfemale lap of sheet over male lapthrough an arc.
Figure 7.2Method of interlocking adjacent sheets
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7.2.4 Securing the Platform
Once laid, provides a stable working platform.
shall be fixed to supporting structure at all permanent and temporary
supports with screws or nails or equivalent.
Where additional security is needed you can use:
Take care if you use penetrating fasteners (such as screws and nails)because they can make removal of the props difficult, and perhaps result in
damage to the
7.2.5 Installing LYSAGHT W-DEKon Steel Frames
may be installed directly on erected structural steel works.
General fastening of LYSAGHTW-DEK
The sheeting shall be fixed to the structural steel using spot welds, or
fasteners such as self-drilling screws or equivalent.
Place the fixings (fasteners and spot welds) in the flat areas of the pans
adjacent to the ribs or between the flutes. The frequency of fixings depends
on wind or seismic conditions and good building practice. However at least
one fastener per pan shall be provided at all supports.
Use one of the fixing systems as appropriate.
with self-drilling screws or spot welds or
equivalent.
hexagon head screws or equivalent.
hexagon head screws or equivalent.
welded must be free of loose material and foreign matter. Where
the LYSAGHT W-DEK soffit or the structural steel works has a pre-
painted surface, securing methods other than welding may be more
appropriate. Take suitable safety precautions against fumes during
welding zinc coated products.
Fastening composite beams
Stud welding through the sheet has been considered a suitable securing
fixing by one of the methods mentioned above is necessary to secure the
sheeting prior to the stud welding. Some relevant welding requirements are:
scale, rust, moisture, paint, over spray, primer, sand, mud or other
contamination that would prevent direct contact between the parent
material and the
sheets, special welding procedures
Figure 7.3Positions for fixing to steel framing
Fixing at sheeting supports
10-24x16mm hex. headself-drilling screw, midwaybetween embossments.
Figure 7.4Fixing at a side lap
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7.2.6 Fastening Side lap joints
If sheeting has been distorted in transport, storage or
erection, side-lap joints may need fastening to maintain a stable platform
during construction, to minimise concrete seepage during pouring, and to
gain a good visual quality for exposed soffits (Figure 7.4).
7.2.7 Fitting accessories for EDGE FORM
EDGE FORM is a simple C-shaped section that simplifies the installation of
most slabs. It is easily fastened to the
sheeting, neatly retaining the concrete and providing a smooth top edge forquick and accurate screeding. We make it to suit any slab thickness.
EDGE FORM is easily spliced and bent to form internal and external corners
of any angle and must be fitted and fully fastened as the sheets are
installed. There are various methods of forming corners and splices. Some
of these methods are shown in Figures 7.5 and 7.6.
Fasten EDGE FORM to the underside of unsupported
panels every 350mm. The top flange of EDGE FORM must be tied to the
ribs every 700mm with hoop iron 25mm x 1.0mm (Figures-7.7). Use 1016
x 16mm self-drilling screws.
Tie top flange of EDGE FORM,to LYSAGHT W-DEKribs, with hoop iron,every 700 mm maximum.
Fastening positions
Fasten EDGE FORMto the undersideof unsupportedLYSAGHT W-DEKat350 mm maximum centres.
EDGE FORM
LYSAGHT W-DEK
LYSAGHT W-DEK
EDGE FORM
Hoop iron
EDGE FORM
Hoop iron
Fastening bottom flange of EDGE FORM
Fastening top flange of EDGE FORM
Figure 7.5
Typical fastening of EDGE FORM to
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7.2.8 Sealing
Seepage of water or fine concrete slurry can be minimised by following
common construction practices. Generally gaps are sealed with waterproof
tape or by sandwiching contraction joint material between the abutting
ends of sheet. If there is a sizeable gap you may have tosupport the waterproof tape. (Figure 7.8).
External corner
Internal corner
Splicing two pieces
1. Notch top flange for the required angle
2. Cut 'V' in bottom flange
3. Bend corner of EDGE FORM to the required angle, overlapping bottom flanges.
1. Cut top and bottomflanges square.
1. Cut-back top and bottom flanges of one EDGE FORM section approximately 200mm.2. Cut slight taper on web.3. Slide inside adjoining EDGE FORM, and fasten webs with at least 2 screws
2. Bend EDGE FORM to required angle.
3. Fasten top flange, each side of corner, to LYSAGHT W-DEK rib, 100mm maximum from corner.
Figure 7.8Use waterproof tape to seal joints in sheets and end capping to seal ends
EDGE FORMA galvanised section that creates a permanent
formwork at the slab edgescut, mitred and
screwed on site. Stock length: 6100 mm
Brackets from hoop iron
Figure 7.7Fabrication accessories for
Figure 7.6Fabrication of formwork is easy with
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Figure 7.9Zones for location of items embedded in slabs
7.2.9 Items Embedded in Slabs
Included are pipes and conduits, sleeves, inserts, holding-down bolts,
chairs and other supports, plastic strips for plasterboard attachment,
contraction joint material and many more.
Location of items within the slab (Figure 7 9)
Minimise the quantity and size of holes through sheeting,
by hanging services from the underside of .
LYSAGHT W-DEK
Top-face reinforcement
Bottom-face reinforcement
Zones for pipes and other items
laid parallel with the ribs
Zone for pipes laid across the ribs
(between top and bottom reinforcement)Concrete
. .10 Holes
acts as longitudinal tensile reinforcement similarly
to conventional bar or fabric reinforcement does in concrete slabs.
Consequently, holes in sheets, to accommodate pipes
and ducts, reduce the effective area of the steel sheeting and can
adversely effect the performance of a slab.
Some guidelines for holes are (Figure 7.10):
distance of 15 mm from the rib gap.
support of the slab less than one tenth of a clear span.
Zone for holes throughsheet in central pan
Max. diameter 110 mm
15 mmminimum
Ln
Location of holes relative to
supports in continuous slabs
Location of holes in sheet
Interior supports
Zone for holesin continuous slabs
Minimum0.1Ln
Minimum0.1Ln
Figure 7.10Zones for location of holes through.
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Concretecover
LYSAGHT W-DEK
Barreinforcement
Depthof
composite
slab
Meshreinforcement
(fabric)sheeting
Transversewires of mesh
Figure 7.11ypical cross-section of a slab showing common terms
For fire reinforcement requirements, see Figure 5.2.
. .1 Transverse Reinforcement
Transverse reinforcement is placed at right-angles to the ribs of
. Deformed bar or fabric reinforcement may be used. In most
applications the transverse reinforcement is for the control of cracks
caused by shrinkage and temperature e ects, and or locating longitudinal
reinforcement
To control flexural cracking in the top face of the slab, transversereinforcement in the top-face may be required over walls or beams which
run in the same direction as the sheets.
For ease of construction, reinforcement for control of cracking due to
shrinkage and temperature is usually abric rein orcement.
7.2.11 InspectionWe recommend regular qualified inspection during the installation, to be
sure that the sheeting is installed in accordance with this publication and
good building practice.
.2.12 Cutting
It is easy to cut sheets to fit. Use a power saw fitted
with an abrasive disc or metal cutting blade. Initially lay the sheet with its
ribs down, cut through the pans and part-through the ribs, then turn over
and finish by cutting the tops of the ribs.
7.3 Reinforcement sheeting acts as longitudinal tensile reinforcement.
he condition of sheeting should be inspected before concrete is poured.
Reinforcement in slabs carries and distributes the design loads and
controls cracking. Reinforcement is generally described as transverse
and longitudinal in relation to span, but other reinforcement required for
trimming may be positioned in other orientations. Figure 7.11 shows a
typical cross-section of a composite slab and associated
terms.
Reinforcement must be properly positioned, lapped where necessary to
ensure continuity, and tied to prevent displacement during construction.Fixing of reinforcement shall be in accordance with S 3600 - 2001
Clause 9.2.5.
To ensure the specified minimum concrete cover, the uppermost layer of
reinforcement must be positioned and tied to prevent displacement during
construction.
Where fabric is used in thin slabs, or where fabric is used to act as both
longitudinal and transverse reinforcement, pay particular attention to the
required minimum concrete cover and the required design reinforcement
depth at the splicessplice bars are a prudent addition.
A ways place chairs and spacers on pan areas. Depending upon the type
of chair and its loading, it may be necessary to use plates under chairs
to protect the
, particularly where the soffit will beexposed. Transverse reinforcement may be used for spacing or supporting
longitudinal reinforcement.
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7.3.2 Longitudinal Reinforcement
Longitudinal reinforcement is positioned to carry design loads in the
same direction as the ribs of . Deformed bar or fabric
reinforcement may be used.
Top-face longitudinal reinforcement is usually located over interior supports
of the slab and extends into approximately a third of the adjoining spans.
Bottom-face longitudinal reinforcement is located between supports of
the slab but, depending upon the detailing over the interior supports, it
may be continuous, lapped, or discontinuous. Bottom-face longitudinalreinforcement may be placed on top of or below transverse reinforcement.
Location of top and bottom-face longitudinal reinforcement in elevated
temperatures requires special design. (Figure-5.2)
7.3.3 Trimmers
Trimmers are used to distribute the design loads to the structural portion of
the slab and/or to control cracking of the concrete at penetrations, fittings
and re-entrant corners. Deformed bar or fabric reinforcement may be used.
Trimmers are sometimes laid at angles other than along or across the span,
and generally located between the top and bottom layers of transverse and
longitudinal reinforcement. Trimmers are generally fixed with ties from the
top and bottom layers of reinforcement.
7.4 Concrete
7.4.1 Specification
The concrete is to have the compressive strength as specified in the
project documentation and the materials for the concrete and the concrete
manufacture should conform to AS 3600 - 2001.
7.4.2 Concrete Additives
Admixtures or concrete materials containing calcium chloride or other
chloride salts must not be used. Chemical admixtures including plasticisers
may be used if they comply with AS 3600 - 2001 Clause 19.
7.4.3 Preparation
Before concrete is placed, remove any accumulated debris, grease orany other substance to ensure a clean bond with the
sheeting. Remove ponded rainwater.
7.4.4 Construction Joints
It is accepted building practice to provide construction joints where a
concrete pour is to be stopped. Such discontinuity may occur as a result of
a planned or unplanned termination of a pour. A pour may be terminated
at the end of a days work, because of bad weather or equipment failure.
Where unplanned construction joints are made, the design engineer must
approve the position.
In certain applications, the addition of water stops may be required,
such as in roof and balcony slabs where protection from corrosion of
reinforcement and sheeting is necessary.
Construction joints transverse to the span of the sheeting
are normally located at the mid-third of a slab span) and ideally over a line
of propping. Locate longitudinal construction joints in the pan (Figure 7.12).
It may be necessary to locate joints at permanent supports where sheeting
terminates. This is necessary to control formwork deflections since
formwork span tables are worked out for UDL loads.
Form construction joints with a vertical facethe easiest technique is to
sandwich a continuous reinforcement between two boards.
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Concrete
LYSAGHT W-DEKProp
Form boards sandwichingcontinuous reinforcement.
Lower board shaped to matchLYSAGHT W-DEK profile
Concrete
Form boards sandwichingcontinuous reinforcement.
Transverse construction joint
Longitudinal construction joint
It may be necessaryto locate joints atpermanent supportswhere sheetingterminates to controlformwork deflections.
Figure 7.12Typical construction joint
7.4.5 Placing
The requirements for the handling and placing of the concrete are covered
in AS 3600 - 2001 Clause 19.1.3.
The concrete is placed between construction joints in a continuous
operation so that new concrete is placed against plastic concrete to
produce a monolithic mass. If the pouring has to be discontinued for more
than one hour, depending on the temperature, a construction joint may be
required.
Start pouring close to one end and spread concrete uniformly, preferably
over two or more spans. It is good practice to avoid excessive heaping of
concrete and heavy load concentrations. When concrete is transported by
wheel barrows, the use of planks or boards is recommended.
During pouring, the concrete should be thoroughly compacted, worked
around ribs and reinforcement, and into corners of the by using
a vibrating compacter. Ensure that the reinforcement remains correctly
positioned so that the specified minimum concrete cover is achieved.
Unformed concrete surfaces are screeded and finished to achieve the
specified surface texture, cover to reinforcement, depths, falls or other
surface detailing.
Surfaces which will be exposed, such as and exposed
soffits, should be cleaned of concrete spills while still wet, to reduce
subsequent work.
Prior to recommencement of concreting, the construction joint must be
prepared to receive the new concrete, and the preparation method will
depend upon the age and condition of the old concrete. Generally, thorough
cleaning is required to remove loose material, to roughen the surface and
to expose the course aggregate.
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7.4.6 Curing
After placement, the concrete is cured by conventional methods, for
example, by keeping the slab moist for at least seven days, by covering the
surface with sand, building paper or polythene sheeting immediately after
it has been moistened with a fine spray of water. Follow good building
practice. Be particularly careful when curing in very hot or very cold
weather.
Until the concrete has cured, it is good practice to avoid concentrated
loads such as barrows and passageways with heavy traffic.
7.4.7 When to Remove Props
Various factors affect the earliest time when the props may be removed
and a slab initially loaded. Methods of calculating times and other guides
are given in AS-36101995, Clause 5.4.3
7.5 Finishing
7.5.1 Soffit and EDGE FORMFinishes
For many applications, gives an attractive appearance to the
underside (or soffit) of a composite slab, and will provide a satisfactory
ceiling for example, in car parks, under-house storage and garages,
industrial floors and the like. Similarly,
will give a suitableedging. Additional finishes take minimal extra effort.
Where the soffit is to be the ceiling, take care during
construction to minimise propping marks (refer to Installation Propping),
and to provide a uniform surface at the side-laps (refer to Installation
Fastening Side-lapjoints).
Exposed surfaces of soffit and may need
cleaning and/or preparation for any following finishes.
7.5.2 Plastering
Finishes such as vermiculite plaster can be applied directly to the
underside of with the open rib providing a positive key.
With some products it may be necessary to treat the galvanised steel
surface with an appropriate bonding agent prior to application.
Plaster-based finishes can be trowelled smooth, or sprayed on to give
a textured surface. They can also be coloured to suit interior design
requirements.
7.5.3 Change of Floor Loadings
Where a building is being refurbished, or there is a change of occupancy
and floor use, you may need to increase the fire resistance of the
composite slabs. This may be achieved by the addition of a suitable
fire-protection material to the underside of the slabs.
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7.6 Suspended Ceilings and Services
7.6.1 Plasterboard
A soffit may be covered with plasterboard by fixing to
battens.
Fixing to battens
Steel ceiling battens can be fixed directly to the underside of the slab
using powder-actuated fasteners. The plasterboard is then fixed to ceiling
battens in the usual way (Figure-7.13).
Plaster board
Concrete
Batten
Figure 7.13Fixing plasterboard to
7.6.2 Suspended Ceiling
Ceilings are suspended from hangers attached to eyelet pins power driven
into the underside of the slab.
7.6.3 Suspended Services
Services such as fire sprinkler systems, piping and ducting are easily
suspended from slabs using traditional installation
methods to support these services.
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8. Composite Beams
Research by BlueScope Lysaght Technology, University of Sydney and
University of Western Sydney was conducted to determine the design
parameters of composite beams with .
Primary and secondary composite beams can be designed in accordance
with AS 2327.1 provided the following design rules are followed:
in the haunch in the primary composite beams. Refer to Figure 8.1.Contact Steel Direct for more information.
secondary composite beams) shall be used. Refer to Figure 8.2.
composite beams).
at 300mm spacing on tops of ribs.
beams provided minimum overhang is 600 mm, alternatively follow
AS2327.1 requirements
Primary beams can be designed as continuous - prEN1994-1-1 or
BS5950-3.1:1990 should be followed.
8.1 Shear Stud Capacities
120mm long shear studs (115mm after welding) with 19mm nominal shank
diameter shall be used. Capacities of shear studs in primary beams with
single rows of studs (see Figure 8.1) shall be determined without applying
reduction factors. Contact Steel Direct for reinforcement options and
capacity of studs when two rows of studs are necessary and capacity of
shear studs in secondary beams.
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Steel beam
Mesh reinforcement or
equivalentStaggered single
shear studs
Bar reinforcement
Staggered pairs of studs
Alternate location of single studs
Figure 8.1Primary beams
Slab reinforcement
LYSAGHTW-DEK
LYSAGHTW-DEK
240mm
150mm
9.5mm
7.5mm
19mm stud x 115mm high after welding(may be single studs as shown or
pairs of 60 - 80mm transverse centres)
HAUNCHMESH - STRAIGHTSupported directly on top ofLYSAGHT W-DEK and placed
centrally in haunch.
Haunch and studs not necessarilycentred over steel beam (omitted for clarity).
HaunchmeshHandlebar when necessary
Figure 8.2Shear stud position in secondary beam (alternate
location - single studs)
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9. References
Commentary
Section 3.1 Code of practice for design of simple and continuous
composite beams
for buildings
Part 1-1 General rules and Rules for buildings
Part 1-2 General rules Structural fire design
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Disclaimer, warranties and limitation of liability
This publication is intended to be an aid for all trades and professionals involved with specifying and
installing LYSAGHT products and not to be a substitute for professional judgement.
Terms and conditions of sale available at local BlueScope Lysaght sales offices.
Except to the extent to which liability may not lawfully be excluded or limited, BlueScope Steel Limited
will not be under