w Dek Construction Manual March 2009

8/9/2019 w Dek Construction Manual March 2009

1/44


2/44

2Lysaght W-Dek Design & Construction Manual 2009

2

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.


3/44


3

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


4/44


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.

4


5/44


5

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.


6/44


7/44


7

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.


8/44


8

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


9/44


10/44


11/44


11

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


Single span 5200 5200 5400 5600 5600 6000 6000 6000

Two 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


1 prop


Single span 5200 5200 5400 5600 5600 6000 5950 5650

Two spans 5200 5200 5400 5600 5600 6000 5950 5650


3.3 Formwork tables


12/44


12

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.


13/44


13

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.


14/44


14

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


15/44


15

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


16/44


16

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


17/44


17

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.


18/44


18

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


19/44


20/44


21/44


22/44


22

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


2400 80 80 80 80 80 100 170 240


2600 80 80 80 80 100 130 220 310


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



(mm) 1.5 2 2.5 3 4 5.0 7.5 10

1800 70 70 70 70 70 70 70 90


2000 70 70 70 70 70 70 80 140


2200 70 70 70 70 70 70 130 190


2400 70 70 70 70 70 100 180 260


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


23/44


23



(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


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


2400 90 90 90 90 90 90 160 230


2600 90 90 90 90 100 130 210 300


2800 90 90 90 90 130 170 270 370


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


24/44


24



(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



(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


25/44


25



(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


(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


26/44


26

End Spans 130 mm slab


(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


2800 70 80 100 120 180 210 320 440


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



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


2400 80 80 80 80 90 120 200 270


2600 80 80 80 80 120 160 250 340


2800 80 90 100 120 160 200 310 420


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


27/44


27

End Spans140 mm slab


2200 90 90 90 90 90 90 140 220


2400 90 90 90 90 90 110 190 260


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


3000 100 120 130 150 220 240 360 490


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


(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


28/44


28



(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



(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


29/44


29



(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



(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


30/44


30

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


31/44


31

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


32/44


32

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


33/44


33

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


34/44


34

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


35/44

Lysaght W-Dek Design & Construction Manual 2009

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.


36/44

Lysaght W-Dek Design & Construction Manual 2009

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.


37/44


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.


38/44


38

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.


39/44


39

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.


40/44


40

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.


41/44


41

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.


42/44


42

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)


43/44


43

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


44/44

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

Date post:	01-Jun-2018
Category:	Documents
Upload:	edward-van-martino
View:	220 times
Download:	0 times

w Dek Construction Manual March 2009

Documents