SMARTDEK™ 51 System
Design and Construction Manual
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SMARTDEK™ 51
Design and Construction Manual
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Contents
Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6
1. Features and applications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7
7. Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .35
7.1
Safety . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .35
7.2
Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .35
1.1
Spanning capacities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7
1.2
Composite action . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7
7.2.1 Propping . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .36
1.3
Design efficiency . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7
7.2.2 Laying . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .36
1.4
Economical design for fire . . . . . . . . . . . . . . . . . . . . . . . . . . . .7
7.2.3 Interlocking the sheets . . . . . . . . . . . . . . . . . . . . . . . . .36
1.5
Quicker trouble free installation . . . . . . . . . . . . . . . . . . . . . . . .7
7.2.4 Securing the platform . . . . . . . . . . . . . . . . . . . . . . . . . .37
1.6
Technical support . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7
7.2.5 Installing SMARTDEK™ 51 on steel frames . . . . . . . . .37
2. Specification and Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8
7.2.6 Fastening side lap joints . . . . . . . . . . . . . . . . . . . . . . . .38
2.1
LYSAGHT SMARTDEK™ 51 composite slabs . . . . . . . . . . . . .8
7.2.7 Fitting accessories for edge form . . . . . . . . . . . . . . . . .38
2.2
LYSAGHT SMARTDEK™ 51 section properties . . . . . . . . . . .8
7.2.8 Sealing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .39
2.3
Sheeting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
7.2.9 Items embedded in slabs . . . . . . . . . . . . . . . . . . . . . . .40
2.4
Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
7.2.10 Holes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .40
2.5
Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
7.2.11 Inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .41
2.6
Shear connectors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
7.2.12 Cutting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .41
2.7
Design methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
7.3
Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .41
3. Formwork design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .10
7.3.1 Transverse reinforcement . . . . . . . . . . . . . . . . . . . . . . .41
3.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .10
7.3.2 Longitudinal reinforcement . . . . . . . . . . . . . . . . . . . . . .42
3.2 Design for strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .11
7.3.3 Trimmers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .42
3.3 Design for serviceability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .11
7.4
Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .42
3.4 Formwork Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .12
7.4.1 Specification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .42
4. Composite slab design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .13
7.4.2 Concrete additives . . . . . . . . . . . . . . . . . . . . . . . . . . . . .42
4.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .13
7.4.3 Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .42
5. Design for fire . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14
7.4.4 Construction joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . .42
5.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .14
7.4.5 Placing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .43
5.2 Design for insulation and integrity . . . . . . . . . . . . . . . . . . . . . . .14
7.4.6 Curing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .44
5.3 Design for structural adequacy . . . . . . . . . . . . . . . . . . . . . . . . .15
7.4.7 When to remove props . . . . . . . . . . . . . . . . . . . . . . . . .44
5.3.1 Design loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .15
7.5
Finishing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .44
5.4 Reinforcement for fire design . . . . . . . . . . . . . . . . . . . . . . . . . . .15
7.5.1 Soffit and edge form finishes . . . . . . . . . . . . . . . . . . . . .44
5.5 Location of longitudinal reinforcement for fire design
7.5.2 Plastering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .44
7.5.3 Change in floor loadings . . . . . . . . . . . . . . . . . . . . . . . .44
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .17
6. Design Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .18
7.6
Suspended ceilings & services . . . . . . . . . . . . . . . . . . . . . . . .45
6.1
Use of design tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .18
7.6.1 Plasterboard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .45
6.2
Single span design tables . . . . . . . . . . . . . . . . . . . . . . . . . . .20
7.6.2 Suspended ceiling . . . . . . . . . . . . . . . . . . . . . . . . . . . . .45
6.3
Interior span design tables . . . . . . . . . . . . . . . . . . . . . . . . . . .23
7.6.3 Suspended services . . . . . . . . . . . . . . . . . . . . . . . . . . .45
6.4
End spans design tables . . . . . . . . . . . . . . . . . . . . . . . . . . . .29
8. Composite beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .46
9. References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .47
Introduction
LYSAGHT SMARTDEK™ 51 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 SMARTDEK™ 51. The profile has been specifically developed for India.
• This Design and Construction manual provides information on the design of formwork,
propping, composite slabs and design for fire.
• This manual is developed primarily to the latest versions of the Indian Standards and
subsequently uses the concrete grades and steel reinforcement which are readily available in
India. We adopted some design procedures outlined in Eurocode and British standards where
it is relevant and necessary.
• SMARTDEK™ 51 is a profiled zinc-coated high tensile steel and mild 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.
• SMARTDEK™ 51 has exceptional spanning characteristics and spans more than 3 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. SMARTDEK™ 51 is
currently the most economical structural steel decking in India for typical applications because
it provides widest cover per weight of steel and minimises reinforcement.
• The profiled ribs are nominal 51mm in height, resulting in SMARTDEK™ 51 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.
• This manual contains technical information on the range of thickness of SMARTDEK™ 51
which is from 0.7 to 1.2 mm. Grades of steel range from 300MPa to 550MPa.
Additionally, SMARTDEK™ 51 2006 software allows you to get quicker and more economical
solutions with a range of options.
6
1
1.1
Features and Applications
Spanning Capacities
LYSAGHT SMARTDEK™ 51 has good spanning capacities. 1.2 mm BMT SMARTDEK™ 51
can span more than 3 metres unpropped.
After careful examination, our LYSAGHT® engineers incorporated the best aspects of each
profile into new SMARTDEK™ 51 developed specifically for economy and performance.
This resulted in a new innovative and optimised shape for SMARTDEK™ 51, having flange
stiffeners and deep embossments, which act as web stiffeners, to increase the load carrying
capacity.
1.2
Composite Action
SMARTDEK™ 51 is a permanent and integral formwork for making a concrete slab. Composite
action will develop in a slab because two elements (namely concrete and steel deck) are tied
together using mechanical means, namely shear connectors. The composite action of
a composite slab depends on a complex interaction between steel sheeting and the surrounding
concrete and is the key factor of determining the behaviour of the composite slab. Experiments
indicate that longitudinal shear transfer mechanism (composite action) is provided by
mechanical interlock between deck and concrete. See BS 5950:Part 4:1994 for further
explanation.
After careful examination, our engineers incorporated an efficient way of embossing the ribs of
the profile, which significantly improved ductility and the mechanical interlok between the
hardened concrete and the steel decking, so that the two elements act as a single composite
slab. Therefore, SMARTDEK™ 51 has exceptional composite action performance which leads
to no additional reinforcement requirements in most applications.
1.3
Design Efficiency
The thickness of SMARTDEK™ 51 varies from 0.7 to 1.2 mm BMT and its grades of steel
varies from 300 MPa to 550 MPa.
1.4
Design for Fire
SMARTDEK™ 51 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 120 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 SMARTDEK™ 51 design
software as well as additional bottom tensile and compression reinforcement where necessary.
1.5
Quicker Trouble-Free Installation
The installation of SMARTDEK™ 51 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. SMARTDEK™ 51 provides a cover width of
nominal 960 mm.
1.6
Technical Support
Contact your local sales office to access our technical support services.
Your local Tata BlueScope Technical Sales Representatives, can be called upon also to provide
comprehensive design advice and information regarding the correct use of SMARTDEK™ 51
for engineers, architects and builders.
7
2
Specification and Design
2.1
LYSAGHT SMARTDEK™ 51 Composite Slabs
Reinforcement
Embossments
Concrete
D
Mesh Reinforcement
b
yb
dcb
SMARTDEK™ 51
SHEETING
ELASTIC
CENTROID
tbm (BMT)
Cover width 960mm
Figure 2.1
LYSAGHT SMARTDEK™ 51 profile dimension and
reinforcement
51mm
Cover width 960mm
Figure 2.2
LYSAGHT SMARTDEK™ 51 profile and dimensions
2.2
LYSAGHT SMARTDEK™ 51 section properties
Table
Note:
2.1• Self weight is given for Z275 coating
• Available steel yield stresses are 300, 400, 450 and 550 MPa
• Maximum yield stress for 1.2 mm bmt is 500 MPa
8
Sheeting
2.3
SMARTDEK™ 51 is rolled-formed from hot dipped, zinc-coated, high tensile steel, in base
metal thickness (BMT) range of 0.70mm to 1.20mm. The grade of steel ranges from 300MPa to
550 MPa. The steel conforms to both AS1397 and BS EN 10147:2000.
Embossments on the top of flanges provide the mechanical connection between the steel and
concrete. The coating is Z275 (275g/m2 minimum coating mass). Other coating classes are
available subject to enquiry.
Concrete
2.4
All tables have been developed for M20 concrete according to Indian Standard with normal
density of 25 kN/m3. Other concrete grades are available in the SMARTDEK™ 51 software.
2.5
Reinforcement
Steel reinforcement is necessary to control shrinkage and temperature effects, as flexural
negative reinforcement over supports and in some instances for fire engineering purposes.
Reinforcement steels shall comply with relevant Indian Standards.
i. IS1786:1985
Standard covers the specification for high strength deformed bars.
ii. IS432(Part ll):1982
Standard covers the requirements of hard drawn steel wire of medium strength for use as
reinforcement in concrete.
iii. IS1566:1982
Standard covers the requirements for hard drawn steel wire fabric consisting of hard drawn
steel wire with cross wires electrically welded to them for use as concrete reinforcement.
2.6
Shear Connectors
Shear studs for composite beams may be specified with SMARTDEK™ 51 concrete slabs as
required by BS 5959:Part 3: Section 3.1 or Eurocode 4 where relevant. Shear studs shall not be
considered when composite beams are not a design option such as concrete frame buildings or
composite slabs supported by masonry walls.
2.7
Design Methods
There are three ways you can design concrete slabs using SMARTDEK™ 51:
• Using the design tables given in this manual.
• Calculate from first principles using relevant British Standards and data from this manual and
available through Tata BlueScope Steel, India and LYSAGHT® Technology at Chester Hill,
Sydney Australia.
• Run our software. This is also likely to produce more economical design. The software allows
input of parameters which are not available in tables such as grades of concrete other than
M20.
9
3.0
Formwork Design
3.1
Design for Strength
The SMARTDEK™ 51 formwork shall be designed in accordance
to BS 5950: Part 4: 1994 and BS 5950: Part 6: 1995 and Technical
Note 116: Design of profile sheeting as permanent formwork.
SMARTDEK™ 51 bending capacities have been confirmed by
tests conducted at Lysaght Technology laboratory at Chester Hill,
• Separate consideration is given to sides of the sheeting where
edges shall be restrained.
• SMARTDEK™ 51 sheeting ends shall be securely fixed to the
supporting structure
• Our design tables are developed for the ratio of longer slab span
Our design tables can be used to detail LYSAGHT SMARTDEK™
(Ll) to the shorter slab span (Ls) of any two adjacent span equal to
one. If this ratio is more than one and equal or less than 1.2, use
51 acting as a structural formwork, provided the following
our SMARTDEK™ 51 software. If the ratio of longer slab span (Ll)
conditions are satisfied:
to the shorter slab span (Ls) of any two adjacent span is greater
Sydney, Australia.
• The support lines extend across the full width of the sheeting and
have a minimum bearing of 50 mm at the ends of the sheets
when rest on steel or concrete and 70 mm when rest on other
than 1.2, use our MEGAFLOOR software.
• The supports are effectively rigid such that their vertical deflections
during the construction phase can be ignored in design.
materials such as masonry wall. 25mm is allowed for concrete
• Lap joints should be clinched at 500mm spacing.
beam supports.
• Maximum construction imposed load is 1.5 kPa, or 4.5/Span kPa
• The sheets continue within each slab span length without any
overlaps or intermediate splicing or jointing longitudinally.
• The sheets are designed as single or continuous span formwork.
for slab spans less than 3m. Construction imposed load can be
applied on the SMARTDEK™ 51 formwork or recently formed
slabs.
• Maximum imposed storage load on the formwork is 1 kPa. This
• The slab has a uniform cross section.
• The formwork is not used as a restraint to supporting steel beams
during construction. When necessary, restraint capacities can be
load shall not be applied on recently formed slabs.
• Imposed construction loads shall not be applied to areas
supporting storage loads and vice versa.
analysed using first principles.
Equal sheeting spans L'
Outline of
concrete
50mm
minimum
100 mm
minimum
SMARTDEK™ 51
Temporary
props
End
support
Temporary
props
Interior
support
Interior
support
Slab span L
Slab span L
LYSAGHT SMARTDEK™ 51 formwork (double span) with two rows of propping
Equal sheeting spans L'
Outline of
concrete
FIGURE 3.1
LYSAGHT SMARTDEK™ 51 FORMWORK
100 mm
minimum
Deflection limits/loading parameters
In this publication, deflection limits of L/180 or
20mm (whichever is less) is adopted.
SMARTDEK™ 51
Temporary
props
Slab span L
LYSAGHT SMARTDEK™ 51 formwork (single span) with two rows of propping
Table 3.1 - Factored load combinations for strength and deflection calculations
Construction
Stage
(See note 1)
la
lb
lla
llb
10
Design Case
(See note 2)
Strength
Strength
Strength
Deflection
Sheeting
Dead Load
Gdp (See Note 3)
1.4
1.4
1.4
1.0
Concrete
Dead Load
Gdp
1.4
1.0
Imposed
Construction
Loads Qc
1.6
1.6
-
NOTES:
1) Construction Stage 1 is defined as being prior to the placement of concrete, and Stage 2 as during the placement of concrete up until the concrete hardens.
2) Gdc includes an allowance for concrete ponding and the weight of steel reinforcement.
3) Both distributed and line load cases must be considered seperately.
Imposed
Storage
Loads Qs
1.6
-
Design for Strength
3.2
Design bending capacities
The positive and negative bending moments should be determined based on Partial Plastic
Method (PPM). According to this method, negative moments at supports should be redistributed
to values equal to negative moment capacities as shown for internal supports below.
It should be noted that no moment redistribution will occur if the negative moment developed
over support is in a cantilever span.
Bending moment capacity developed in a continuous span is calculated by the following
equations:
Positive moment capacity at mid span:
M+u,sh
= Min (1.5 + L x 0.867, 2.81) x (fy/300)0.62 x (t/0.7)1.4
Negative moment capacity over internal support:
(Noted that Design negative capacity should be take as zero if sheeting can not be securely
fixed to supports)
M-u,sh
= 1.73 x (t/1.20) x (fy /300)0.7
Negative moment capacity over the support (at cantilever situation):
M-u,sh
= Min (0.4 + L x 0.867, 1.30) x (fy/300)1.06 x (t/0.7)1.2
Shear (Web crippling) Capacity
Combined shear and moment not necessary to check according to partial plastic theory at
interior supports. Shear capacity should be checked at end supports only. The design shear
capacity (f V u,sh) for end bearing length of 50 mm or more can be calculated by the following
equation:
fV u,sh = 14.72 x t1.85 x (fy /300)0.5
Where,
L = meters
t = base metal thickness in mm
fy = yield stress of steel in MPa
Design for Serviceability
3.3
The maximum vertical deflection (D), at completion of the concrete placement in all spans, is
calculated using the following equation:
Deflection (Δ)=
kd Fdef ( L or L' )
(E I )
s eff
where
4
≤
( L or L' )
180 (or 130)
• the values of the coefficient kd as given in Table 3.2; and
• the value of the stiffness (EsIeff) is calculated using the following equations:
Continuous Span
Ieff = Max (93000 x (t/0.7)1.2 x (fy/550) 0.1, Min (105000 x L, 308000) x (t/0.7)1.2 x (fy/550) 0.1)
Single Span
Ieff= Max (165000 x (t/0.7) 1.15 x (fy/550) 0.1, Min (252000 x L -105000, 336000) x (t/0.7)1.15 x (fy/550)0.1)
Table 3.2
Values of coefficient kd for calculation of D
(The maximum vertical deflection always occurs in the
end span for these conditions.)
Longer
Equal span span is an
end span
Where, L = meters
t = base metal thickness in mm
fy = yield stress of steel in MPa
Es= 200000MPa
Number
of spans
1
2
3
4 or more
Longer
span is an
interior span
L1/Ls ≤ 1.2
L1/Ls ≤ 1.2
5/384
1/185
0.00687
0.00643
0.00761
0.00687
0.00646
0.00725
0.00725
11
3.4
Formwork Tables
Formwork Span 0.7mm 300 MPa
Slab thickness, mm
100
110
Single span, mm
1850 1790
Continuous spans, mm
2040 1970
120
1730
1910
130
1690
1860
Slab thickness, mm
Single span, mm
Continuous spans, mm
100
2600
3200
110
2800
3600
120
3000
3800
130
3200
3720
Slab thickness, mm
Single span, mm
Continuous spans, mm
100
2600
3200
110
2800
3600
120
3000
3800
130
3200
4200
No props
140
1640
1810
1 prop
140
3400
3620
2 props
140
3400
4600
160
1560
1650
170
1520
1550
180
1460
1460
200
1310
1310
220
1180
1180
150
3530
3530
160
3300
3300
170
3100
3100
180
2920
2920
200
2620
2620
220
2370
2370
150
3600
4800
160
3800
4800
170
4000
4650
180
4200
4380
200
3930
3930
220
3560
3560
150
2030
2230
2230
160
1980
2180
2160
170
1930
2120
2090
180
1890
2080
2030
200
1810
1990
1920
220
1740
1910
1820
150
3600
4470
160
3800
4360
170
4000
4250
180
4160
4160
200
3980
3980
220
3830
3830
150
3600
4800
160
3800
4800
170
4000
5200
180
4200
5600
200
4400
5940
220
4800
5640
150
2340
2950
2740
160
2290
2870
2650
170
2240
2800
2570
180
2190
2740
2490
200
2110
2620
2360
220
2040
2510
2240
150
3600
4800
160
3800
4800
170
4000
5200
180
4200
5140
200
4400
4870
220
4800
4630
150
3600
4800
160
3800
4800
170
4000
5200
180
4200
5600
200
4400
6000
220
4800
6000
150
2500
3240
2990
160
2450
3170
2930
170
2390
3100
2840
180
2350
3040
2750
200
2260
2900
2610
220
2190
2790
2480
150
3600
4800
160
3800
4800
170
4000
5200
180
4200
5600
200
4400
5380
220
4800
5120
150
3600
4800
160
3800
4800
170
4000
5200
180
4200
5600
200
4400
6000
220
4800
6000
No props
Formwork Span 0.7mm 550 MPa
Slab thickness, mm
Single span, mm
2 spans, mm
3 spans, mm
100
2360
2610
2610
110
2280
2520
2520
120
2200
2430
2430
130
2140
2360
2360
Slab thickness, mm
Single span, mm
Continuous spans, mm
100
2600
3200
110
2800
3600
120
3000
3800
130
3200
4200
Slab thickness, mm
100
Single span, mm
2600
Continuous spans, mm
3200
Formwork Span 1.0mm 550 MPa
Slab thickness, mm
100
Single span, mm
2600
2 spans, mm
3200
3 spans, mm
3200
110
2800
3600
120
3000
3800
130
3200
4200
110
2620
3290
3130
120
2540
3200
3030
130
2460
3110
2950
Slab thickness, mm
Single span, mm
Continuous spans, mm
110
2800
3600
120
3000
3800
130
3200
4200
Slab thickness, mm
100
Single span, mm
2600
Continuous spans, mm
3200
Formwork Span 1.2mm 500 MPa
Slab thickness, mm
100
Single span, mm
2600
2 spans, mm
3200
3 spans, mm
3200
110
2800
3600
120
3000
3800
130
3200
4200
110
2800
3580
3340
120
2710
3490
3240
130
2630
3400
3150
Slab thickness, mm
Single span, mm
Continuous spans, mm
100
2600
3200
110
2800
3600
120
3000
3800
130
3200
4200
Slab thickness, mm
Single span, mm
Continuous spans, mm
100
2600
3200
110
2800
3600
120
3000
3800
130
3200
4200
100
2600
3200
150
1600
1760
140
2080
2290
2290
1 prop
140
3400
4590
2 props
140
3400
4600
No props
140
2400
3040
2840
1 prop
140
3400
4600
2 props
140
3400
4600
No props
140
2560
3320
3070
1 prop
140
3400
4600
2 props
140
3400
4600
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 L/180 deflection limit and ratio of two adjacent spans equal 1:1.
3. Use SMARTDEK™ 51 software to get longer spans with L/130 deflection limit and wider supports.
4. 1kPa Live Load due to stacked materials is used.
5. Other BMT and steel grades are available in the software.
12
4
Composite Slab Design
4.1
General
LYSAGHT SMARTDEK™ 51 design tables and software are developed based on the latest
versions of the Indian Standards and subsequently uses the concrete grades and steel
reinforcement, which are readily available in India. We adopted some design procedures
outlined in Eurocodes and British standards where it is relevant and necessary.
The design tables can be used for steel framed construction and other types of construction
with narrow supports, such as masonry walls.
Our design tables and SMARTDEK™ 51 software can be used to design composite slabs with
SMARTDEK™ 51, provided the following conditions are satisfied.
• Our design tables are developed for the ratio of longer slab span (Ll) to the shorter slab span
(Ls) of any two adjacent span equal to one. If this ratio is more than one and equal or less
than 1.2 , use our SMARTDEK™ 51 software.
If the ratio of longer slab span (Ll) to the shorter slab span (Ls) of any two adjacent span is
greater than 1.2, use our MEGAFLOOR software.
• The bending moments at the supports are only caused by the action of vertical loads applied
to the slab.
• The first interior span shall have the same thickness as the end span.
• The geometry of the steel sheeting profile shall conform to the dimensions and tolerances
shown on our production drawings.
• The specified concrete strength grade is in the range M20 to M40 (only M20 is available in
tables). Concrete shall follow the recommendations as specified in the relevant Indian
Standards.
• 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. Prior to the
development of composite action during construction, potential damage to the shear
connection must be avoided, and maximum construction imposed loads shall be limited to 1.5
kPa.
• Detailing of conventional tensile reinforcement over negative moment regions shall be
arranged in accordance with relevant Indian standard.
• LYSAGHT SMARTDEK™ 51 must not be spliced, lapped or joined longitudinally in any way.
• The permanent support lines must extend across the full width
of the slab.
• The lines of support extend across the full width of the sheeting and have a minimum bearing
of 50 mm at the ends of the sheets, and 100 mm at intermediate supports over which sheeting
is continuous.
• The slab has a uniform cross-section.
• The design loads for serviceability and strength design shall be uniformly-distributed and static
in nature.
• User specified exposure classification
• Only SMARTDEK™ 51 profiles can be used in conjunction with this manual. High values of
Longitudinal shear resistance (tu,Rd) responsible for composite performance can only be
achieved due to advanced features of SMARTDEK™ 51. Longitudinal shear resistance
(tu,Rd) can be calculated by the following equation:
tu,Rd = 132 + 17 x (t - 0.7)/0.5
13
5.0
Design for fire
5.1
General
LYSAGHT SMARTDEK™ 51 composite slabs shall be designed for fire conditions in accordance
to BS 5950-8: 2003, BS 476-20: 1987, BS 476-21: 1987 and Eurocode 4 (prEN 1994-1-2).
Strength retention factors are applied to allow for the adverse effect of elevated temperatures on
the mechanical properties of concrete and steel. Values of these retention factors have been
derived from BS 8110:Part 2: 1985 and BS 5950-8: 2003 for steel and concrete.
Our tables may be used to detail SMARTDEK™ 51 composite slabs when the soffit is exposed to
fire provided the following conditions are satisfied:
• The composite slab acts as a one-way element spanning in the direction of the sheeting ribs for
both room temperature and fire conditions.
• The composite slab has been initially designed and detailed for room temperature conditions in
accordance to this manual.
• The fire design load is essentially uniformly distributed and static in nature.
• Adequate detailing of slab jointing, edges, slab holes and cavities (for 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.
• The fire periods are 30, 60, 90, 120, 180 or 240 min.
5.2
Design for insulation and integrity
Minimum required overall depth (D) of SMARTDEK™ 51 labs for insulation and integrity for
various fire resistance periods is given in Table 5.1.
These minimum slab thicknesses are conservative values based on prEN1994-1-2
recommendation.
Table 5.1 Minimum overall depth (D) of
LYSAGHT SMARTDEK™ 51 slabs for
insulation and integrity
Fire
resistance Depth
period
(Minutes) (D)mm
60
105
90
125
120
145
180
180
240
220
14
5.3
5.3.1
Design for structural adequacy
Design loads
Use BS5950-8:2003, Section 7 together with
Design load for fire Wf = 1.0G + y Q
f
y = 0.5 was used in the Design Tables.
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 location of reinforcement Ast,f- for Fire detail 1 is in a single top layer at a depth of dct
below the slab top face (refer to fFgure 5.1). This detail is applicable to interior spans, as in
Design Tables.
• The location of reinforcement Ast,f+ for Fire detail 2 is in a single bottom layer at a distance of
yb above the slab soffit (refer to Figure 5.1). This detail is applicable to both continuous and
simple spans.
• Fire detail 2 was used in tables for single spans and end spans of continuous spans. Fire
detail 1 for end spans is available in our software.
• The cross-sectional area of the additional reinforcement for fire design is designated Ast,f+ in
our tables (415MPa grade with bar diameters of 10mm).
• The negative reinforcement (Ast-) and the additional fire reinforcement (Ast,f+ or Ast,f- as
applicable), must be located as shown in Figure 5.1 & 5.2.
15
Ast–
Ast.f–
Concrete
xb
xb
dct
D
Mesh
LYSAGHT
SMARTDEK™ 51
Ast–
Ast.f–
Concrete
LYSAGHT
SMARTDEK™ 51
0.3 Ln
Ln
L
Fire detail 1
Ast–
Concrete
Ast.f+
Ast+
xb
xb
yb
Mesh
LYSAGHT
SMARTDEK™ 51
Ast.f+and mesh laid
Concrete
on SMARTDEK™ 51 ribs
LYSAGHT
SMARTDEK™ 51
Ln
L
Fire detail 2
Figure 5.1
LYSAGHT SMARTDEK™ 51 fire detail
16
Ast-
D
5.5
Location of longitudinal reinforcement for fire design
The longitudinal bars which make up Ast.f +, Ast.f - or A-st should be located within the zone
shown in Figure 5.2.
xb = 133.21mm
yb = varies depending on the diameter of the supporting bar
Concrete
Transverse supporting bars
(shrinkage mesh)
xb
-
-
Ast. (Ast.f )
xb
yb
Ast.f+
LYSAGHT SMARTDEK™ 51 Permissible zone for
+
longitudinal fire reinforcement Ast.f , Ast.f and A st
Fig. 5.2
Permissible 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.
17
6
6.1
Design tables
Use of design tables
The following parameters are common for all tables.
KEY - Single Spans
Fire reinforcement required for fire
resistance of 120 minutes (mm2/m)
50
570
Bottom reinforcement required for fire resistance
of 60 minutes (mm2/m)
KEY - Continuous Spans
Top tensile (negative)
reinforcements over
supports (mm2/m)
1440
50
Fire reinforcement required
for fire
resistance of 120 minutes
(mm2/m)
570
Fire reinforcement required for fire resistance
of 60 minutes (mm2/m)
Notes:
1. Areas without cells mean that a design solution is
not possible.
2. Single spans do not require top tensile
reinforcement, relevant cells are not shown.
3. All spans are centre to centre.
4. A dash (-) means no fire reinforcement is necessary.
5. N/A means a design solution with this particular fire
rating is not possible.
6. Top tensile/negative reinforcement is additional to
shrinkage mesh area which is shown in Table 6.1
below.
Empty cell means no solution is possible with adopted
reinforcement pattern and selected parameters. It is
possible to find solutions in many instances using our
software, which can design compression and bottom
tensile reinforcement and may provide other extra
functionality.
Depth (mm)
100 - 130
140 - 180
200 - 250
Mesh (mm)
5.8 x 200 x 200
7 x 200 x 200
8 x 200 x 200
Table 6.1
Shrinkage mesh, gauge 480MPa was used in
design table.
Mesh reinforcement grades are as per the
guidelines outlined in Section 7, IS432 (Part ll) 1982. See also IS1566-1992, Appendix A for the
Detail Specification. Mesh should be specified in
addition to reinforcement in Design Tables. Use
Figure 6.1 and 6.2
18
Exposure
Mild
Spans
More than four
Deflection Limits
L/250 total and L/350 lncremental
Ratio of composite slab spans
1
Crack Control
Required
Concrete grade
M20
Reo bars grade
415MPa
Reo bars diameter
10mm
Reinforcement mesh
See Table 6.1
Superimposed dead load
1.0kPa
yc (Part of Imposed load
(which is permanent)
0.25
Formwork deflection limit
L/180 or 20mm, whichever is less
Formwork spans
Two span
Fire Imposed load factor
0.5
Support width
100mm
SMARTDEK™ 51 (BMT)
0.7mm
SMARTDEK™ 51 grade
550MPa
Shear studs
No
Maximum spans
up to 6m
Fire ratings
60 minutes, 120 minutes
Wall
Wall
Mesh
Depth of
composite
slab
Top negative reinforcement
Concrete slab
SMARTDEK™ 51
0.3Ln
Mesh
0.3Ln
0.3Ln
Steel beam
Ln
Additional fire reinforcement
will be provided at the same
level as the mesh, where
necessary
Ln
L (span)
L (span)
Restraint at
end support
by mass of wall
Continuous over
interior support
Note: 1/3 top negative reinforcement shall continue all over the span if ratio of live load
to total dead load is more than 2.
Wall
Wall
Figure 6.1
LYSAGHT SMARTDEK™ 51 continuous span
Depth of
composite
slab
0.3Ln
Additional fire reinforcement
will be provided at the same
level as the mesh
Concrete slab
SMARTDEK™ 51
Mesh
Steel beam
Ln
L (span)
Restraint at
end support
by mass of wall
Figure 6.2
LYSAGHT SMARTDEK™ 51 single span
19
6.2
Single Spans
Single Spans 100 mm slab
Span
(mm)
2
1800
2000
2200
2400
2600
2800
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Single Spans 110 mm slab
Span
(mm)
2
1800
2000
2200
2400
2600
2800
3000
3200
0
10
40
70
100
140
190
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
3
3
0
20
50
90
130
180
220
2000
2200
2400
2600
2800
3000
3200
3400
3600
3800
20
0
0
30
50
80
110
140
180
220
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
10
40
70
100
130
170
210
3
N/A
N/A
N/A
N/A
N/A
5
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
6
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
7.5
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
50
90
140
190
250
Characteristic Imposed Load Qk (kPa)
4
5
6
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Single Spans 120 mm slab
Span
(mm)
2
3
0
N/A
0
1800
0
N/A
0
2000
10
N/A
20
2200
30
N/A
50
2400
60
N/A
80
2600
90
N/A
110
2800
120
N/A
3000
3200
Single Spans 130 mm slab
Span
(mm)
2
4
N/A
N/A
N/A
N/A
N/A
N/A
10
40
70
110
160
210
N/A
N/A
N/A
N/A
N/A
N/A
20
50
90
130
180
240
N/A
N/A
N/A
N/A
N/A
N/A
30
70
110
160
210
10
N/A
N/A
N/A
N/A
N/A
N/A
N/A
7.5
N/A
N/A
N/A
10
N/A
N/A
N/A
N/A
N/A
80
130
190
250
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
40
80
120
N/A
N/A
N/A
N/A
N/A
N/A
60
100
140
190
250
Characteristic Imposed Load Qk (kPa)
4
N/A
N/A
N/A
N/A
N/A
N/A
0
10
40
70
100
5
N/A
N/A
N/A
N/A
N/A
0
20
50
80
120
6
N/A
N/A
N/A
N/A
N/A
0
30
60
100
7.5
N/A
N/A
N/A
N/A
20
50
90
130
N/A
N/A
N/A
N/A
N/A
N/A
40
70
110
150
190
240
Characteristic Imposed Load Qk (kPa)
4
5
6
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
30
60
90
120
160
200
N/A
N/A
N/A
N/A
N/A
N/A
N/A
10
40
70
100
140
180
230
N/A
N/A
N/A
N/A
N/A
N/A
N/A
20
50
80
120
160
210
10
7.5
N/A
N/A
N/A
10
N/A
N/A
N/A
N/A
N/A
Single Spans 140 mm slab
Span
(mm)
2
2200
2400
2600
2800
3000
3200
3400
3600
3800
4000
0
10
40
60
90
120
150
190
230
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
30
50
80
110
140
180
220
Single Spans 150 mm slab
Span
(mm)
2
2400
2600
2800
3000
3200
3400
3600
3800
4000
4200
0
30
50
80
100
130
160
200
240
50
80
110
140
170
200
240
280
320
20
40
60
90
120
150
180
210
250
70
90
120
150
180
220
250
290
330
2800
3000
3200
3400
3600
3800
4000
4200
4400
30
50
80
100
130
160
190
230
80
110
140
170
200
240
270
310
3
40
70
90
120
150
180
220
250
10
40
70
100
130
170
210
N/A
N/A
N/A
N/A
N/A
N/A
N/A
20
50
80
120
150
190
230
N/A
N/A
N/A
N/A
N/A
N/A
N/A
30
60
100
130
170
210
7.5
N/A
N/A
N/A
N/A
N/A
N/A
50
80
120
160
200
250
100
140
180
220
260
310
70
100
130
170
210
120
160
190
230
280
320
80
110
150
190
230
140
180
210
250
300
340
100
130
170
210
250
Characteristic Imposed Load Qk (kPa)
4
5
6
60
90
120
160
190
230
270
310
30
50
80
110
140
180
220
80
110
140
180
210
250
300
40
70
100
130
160
200
240
90
120
160
200
240
280
330
50
80
110
150
180
220
10
N/A
N/A
N/A
N/A
N/A
N/A
80
110
160
200
250
120
160
200
250
300
90
130
170
220
140
180
220
270
310
110
150
190
230
160
200
240
290
330
130
170
210
250
7.5
N/A
N/A
N/A
N/A
N/A
10
160
200
250
300
Characteristic Imposed Load Qk (kPa)
3
30
50
80
110
140
170
200
240
Single Spans 170 mm slab
Span
(mm)
2
Characteristic Imposed Load Qk (kPa)
4
5
6
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
20
40
70
90
120
160
190
230
Single Spans 160 mm slab
Span
(mm)
2
2600
2800
3000
3200
3400
3600
3800
4000
4200
4400
3
4
80
110
140
170
210
240
280
330
40
70
90
130
160
190
230
5
90
120
160
190
230
270
310
50
80
110
140
180
210
250
6
110
140
180
210
250
300
340
60
90
130
160
200
240
7.5
10
180
220
270
320
Characteristic Imposed Load Qk (kPa)
3
4
100
130
160
190
220
260
300
340
60
80
110
140
170
210
240
5
110
140
180
210
250
290
330
70
100
130
160
190
230
6
130
160
190
230
270
320
80
110
140
180
210
250
7.5
10
200
240
290
340
21
Single Spans 180 mm slab
Span
(mm)
2
3000
3200
3400
3600
3800
4000
4200
4400
4600
40
70
90
120
150
180
210
240
100
130
160
190
220
250
290
320
0
20
50
70
100
130
160
190
220
70
90
120
150
180
220
250
290
320
22
10
30
60
80
110
130
160
190
230
260
80
100
130
160
190
220
260
290
330
370
20
50
70
100
130
150
190
220
250
4
110
140
170
210
240
280
320
360
3
10
40
60
90
120
150
180
210
Single Spans 220 mm slab
Span
(mm)
2
3400
3600
3800
4000
4200
4400
4600
4800
5000
5200
5400
3
60
80
110
140
170
200
240
270
Single Spans 200 mm slab
Span
(mm)
2
3200
3400
3600
3800
4000
4200
4400
4600
4800
5000
Characteristic Imposed Load Qk (kPa)
70
100
130
160
190
220
260
5
130
160
190
230
270
310
350
80
110
140
180
210
250
6
140
180
210
250
290
340
100
130
160
200
230
270
7.5
160
200
230
270
320
360
120
150
190
220
260
130
160
200
240
280
320
70
100
140
170
210
140
170
210
240
280
320
370
80
110
140
180
210
250
Characteristic Imposed Load Qk (kPa)
4
5
6
80
110
140
170
210
240
280
320
20
50
80
110
140
170
200
100
130
160
190
230
270
310
40
60
90
130
160
200
230
110
140
180
220
250
300
330
50
80
110
140
180
220
10
180
220
260
310
350
150
190
230
150
190
230
270
310
100
140
180
220
160
200
230
280
310
360
110
150
180
220
7.5
220
270
310
10
190
230
270
320
Characteristic Imposed Load Qk (kPa)
3
4
90
120
150
180
210
250
280
320
360
30
60
90
120
140
180
210
240
5
110
140
170
200
240
270
310
350
50
70
100
130
160
200
230
6
120
150
190
220
260
300
340
60
90
120
150
180
220
260
7.5
10
200
240
280
330
6.3
Interior Spans
Interior Spans 100mm slab
Span
(mm)
2
1800
2000
2200
2400
2600
2800
3000
3200
0
N/A
0
N/A
0
N/A
20
N/A
50
N/A
90
N/A
130
N/A
180
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
3
0
N/A
0
N/A
20
N/A
60
N/A
100
N/A
150
N/A
4
N/A
N/A
N/A
N/A
N/A
0
N/A
20
N/A
60
N/A
100
N/A
160
N/A
5
N/A
N/A
N/A
N/A
10
N/A
50
N/A
100
N/A
150
N/A
6
N/A
N/A
N/A
30
N/A
80
N/A
140
N/A
7.5
N/A
N/A
70
N/A
130
N/A
10
N/A
130
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
3400
Interior Spans 110 mm slab
Span
(mm)
2
1800
2000
2200
2400
2600
2800
3000
3200
3400
3600
0
0
0
0
30
60
100
140
180
240
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
0
0
40
70
110
160
220
-
Characteristic Imposed Load Qk (kPa)
4
5
6
3
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
0
30
70
120
170
230
-
N/A
N/A
N/A
N/A
N/A
N/A
0
20
70
110
170
230
-
N/A
N/A
N/A
N/A
N/A
10
50
100
150
220
-
N/A
N/A
N/A
N/A
7.5
40
90
150
220
-
10
N/A
N/A
90
160
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
3800
23
Interior Spans 120mm slab
Span
(mm)
2
1800
2000
2200
2400
2600
2800
3000
3200
3400
3600
3800
0
0
0
0
10
40
80
110
150
200
250
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
4
5
6
3
0
0
0
20
50
90
130
180
230
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
0
20
50
90
140
190
240
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
10
40
80
130
190
250
-
N/A
N/A
N/A
N/A
N/A
N/A
0
30
70
120
170
240
-
N/A
N/A
N/A
N/A
N/A
7.5
20
60
110
170
240
-
10
N/A
N/A
N/A
N/A
60
120
190
270
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
4000
Interior Spans 130mm slab
Span
(mm)
2
2000
2200
2400
2600
2800
3000
3200
3400
3600
3800
4000
4200
4400
24
0
0
0
0
30
60
90
130
170
210
260
320
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
4
5
6
3
0
0
10
40
70
110
150
190
240
300
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
0
40
70
110
150
200
260
330
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
30
60
110
150
210
270
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
10
50
90
140
200
260
-
N/A
N/A
N/A
N/A
N/A
N/A
7.5
40
90
140
200
270
-
10
N/A
N/A
N/A
N/A
N/A
90
150
220
300
-
N/A
N/A
N/A
N/A
Interior Spans 140mm slab
Span
(mm)
2
2200
2400
2600
2800
3000
3200
3400
3600
3800
4000
4200
4400
4600
0
0
0
0
0
10
40
80
120
160
210
260
310
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
3
0
0
0
0
20
50
100
140
190
250
-
4
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
0
0
20
60
100
150
210
270
-
5
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
0
20
60
100
160
220
290
-
6
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
0
50
100
150
210
280
-
7.5
N/A
N/A
N/A
N/A
N/A
N/A
0
40
100
160
220
300
-
10
N/A
N/A
N/A
N/A
50
110
180
270
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
4800
Interior Spans 150mm slab
Span
(mm)
2
2400
2600
2800
3000
3200
3400
3600
3800
4000
4200
4400
4600
4800
0
0
0
0
0
30
60
100
140
180
230
270
320
-
N/A
Characteristic Imposed Load Qk (kPa)
4
5
6
3
0
0
0
0
40
70
120
160
210
270
330
-
-
0
0
0
40
80
130
180
230
290
-
-
0
0
40
80
130
180
240
310
-
-
0
30
70
120
180
240
310
-
-
7.5
20
70
120
180
250
330
-
10
-
90
150
220
300
-
-
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5000
25
Interior Spans 160mm slab
Span
(mm)
2
2600
2800
3000
3200
3400
3600
3800
4000
4200
4400
4600
4800
0
0
0
0
10
40
80
120
160
190
240
290
-
N/A
N/A
Characteristic Imposed Load Qk (kPa)
3
0
0
0
20
60
100
140
180
230
280
340
-
4
N/A
N/A
0
0
30
60
100
150
200
260
320
370
-
5
N/A
0
20
60
100
150
210
270
330
-
6
-
10
50
100
150
200
260
330
-
7.5
-
50
100
150
210
280
360
-
10
-
120
180
250
330
-
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5000
Interior Spans 170mm slab
Span
(mm)
2
2800
3000
3200
3400
3600
3800
4000
4200
4400
4600
4800
5000
5200
5400
26
0
0
0
0
30
70
100
140
170
210
260
310
360
-
N/A
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
4
5
6
3
0
0
10
40
80
120
160
210
250
300
360
420
-
N/A
N/A
N/A
N/A
0
10
50
90
130
170
230
280
330
400
-
N/A
N/A
N/A
10
50
90
130
180
230
290
360
420
-
N/A
N/A
40
80
120
170
230
290
360
440
-
N/A
N/A
7.5
80
130
180
240
310
390
-
10
N/A
150
220
290
370
-
-
Interior Spans 180mm slab
Span
(mm)
2
3000
3200
3400
3600
3800
4000
4200
4400
4600
4800
5000
5200
5400
5600
0
0
0
20
50
90
120
150
190
240
280
330
390
450
-
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
3
0
0
30
70
100
140
180
220
270
330
380
450
-
4
N/A
N/A
0
40
70
110
150
200
240
300
360
420
-
5
N/A
30
70
110
160
210
260
310
380
450
-
6
N/A
60
100
150
200
260
320
390
460
-
7.5
-
110
160
210
280
350
420
-
10
-
190
250
330
410
-
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5800
Interior Spans 200mm slab
Span
(mm)
2
3200
3400
3600
3800
4000
4200
4400
4600
4800
5000
5200
5400
5600
5800
6000
0
0
0
0
0
20
60
90
130
170
220
270
320
370
420
-
N/A
Characteristic Imposed Load Qk (kPa)
3
0
0
0
10
40
80
120
160
210
260
310
370
430
500
-
4
-
0
0
10
50
90
130
180
230
290
350
410
480
-
5
-
0
10
50
100
140
190
240
300
370
440
-
6
-
10
50
90
140
190
250
310
380
450
-
7.5
-
50
100
150
210
270
340
420
500
-
10
-
130
190
260
340
420
510
-
-
-
-
-
-
N/A
N/A
N/A
27
Interior Spans 220mm slab
Span
(mm)
2
3400
3600
3800
4000
4200
4400
4600
4800
5000
5200
5400
5600
5800
6000
28
0
0
0
0
10
40
70
110
150
190
230
280
320
370
-
-
Characteristic Imposed Load Qk (kPa)
3
0
0
0
20
50
90
130
170
220
260
320
370
420
480
-
4
-
0
0
20
60
100
140
190
240
290
350
410
470
530
-
5
-
0
30
60
100
150
200
250
310
370
430
500
580
-
6
-
20
60
100
150
200
250
310
380
450
520
-
7.5
-
70
110
160
220
280
340
410
490
580
-
10
-
140
200
270
340
410
500
590
-
-
6.4
End Spans
End Spans 100mm slab
Span
(mm)
2
1800
2000
2200
2400
2600
2800
3000
0
N/A
0
N/A
10
N/A
50
N/A
90
N/A
130
N/A
180
N/A
N/A
N/A
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
3
0
N/A
10
N/A
50
N/A
90
N/A
150
N/A
4
N/A
N/A
N/A
N/A
0
N/A
40
N/A
90
N/A
150
N/A
5
N/A
N/A
N/A
30
N/A
80
N/A
130
N/A
6
N/A
N/A
N/A
60
N/A
110
N/A
180
N/A
7.5
N/A
N/A
100
N/A
170
N/A
10
N/A
170
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
3200
End Spans 110mm slab
Span
(mm)
2
1800
2000
2200
2400
2600
2800
3000
3200
0
0
0
30
60
100
150
10
200
40
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
4
5
6
3
0
0
30
70
110
160
10
220
30
N/A
N/A
N/A
N/A
N/A
N/A
0
20
60
110
160
230
20
N/A
N/A
N/A
N/A
N/A
10
50
100
160
220
20
N/A
N/A
N/A
N/A
30
80
140
200
10
N/A
N/A
N/A
7.5
70
120
190
-
10
N/A
N/A
130
210
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
3400
29
End Spans 120 mm slab
Span
(mm)
2
1800
2000
2200
2400
2600
2800
3000
3200
3400
3600
0
0
0
10
40
80
120
160
10
210
30
270
70
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
3
0
0
10
50
90
130
180
10
240
30
4
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
10
40
80
130
180
10
250
20
5
N/A
N/A
N/A
N/A
N/A
N/A
0
30
70
120
180
240
20
6
N/A
N/A
N/A
N/A
N/A
10
60
100
160
230
10
7.5
N/A
N/A
N/A
N/A
40
90
150
220
-
10
N/A
N/A
N/A
90
160
240
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
3800
End Spans 140mm slab
Span
(mm)
2
2200
2400
2600
2800
3000
3200
3400
3600
3800
4000
4200
30
0
0
0
0
10
50
90
130
180
240
10
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Characteristic Imposed Load Qk (kPa)
4
5
6
3
0
0
0
20
60
100
150
210
270
10
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
0
20
60
110
160
220
290
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
10
50
100
160
220
300
-
N/A
N/A
N/A
N/A
N/A
N/A
N/A
0
40
90
150
210
290
-
N/A
N/A
N/A
N/A
N/A
N/A
7.5
30
80
140
210
300
-
10
N/A
N/A
N/A
N/A
N/A
90
160
240
-
N/A
N/A
N/A
End Spans 150mm slab
Span
(mm)
2
2400
2600
2800
3000
3200
3400
3600
3800
4000
4200
4400
0
0
0
0
40
70
110
160
210
260
10
330
50
20
50
90
Characteristic Imposed Load Qk (kPa)
3
0
0
10
40
80
130
180
240
300
10
4
10
50
80
0
0
40
90
130
190
250
320
-
5
10
40
70
0
30
80
130
190
250
320
-
6
20
60
20
70
120
180
240
320
-
7.5
10
40
60
110
180
250
330
-
10
-
130
200
280
-
40
30
80
90
100
110
120
130
170
4600
End Spans 160 mm slab
Span
(mm)
2
2600
2800
3000
3200
3400
3600
3800
4000
4200
4400
4600
0
0
0
20
60
100
140
180
240
280
340
30
20
50
90
110
Characteristic Imposed Load Qk (kPa)
3
0
0
30
70
110
150
210
260
330
10
380
30
4
10
50
80
0
30
70
110
160
220
280
350
-
5
10
40
70
20
60
110
160
220
280
350
-
6
20
60
50
90
150
210
270
350
-
7.5
10
40
90
150
210
280
370
-
10
10
170
240
330
-
10
40
40
70
80
100
110
120
150
150
4800
31
End Spans 160 mm slab
Span
(mm)
2
2600
2800
3000
3200
3400
3600
3800
4000
4200
4400
4600
0
0
0
20
60
100
140
180
240
280
340
30
20
50
90
110
Characteristic Imposed Load Qk (kPa)
3
0
0
30
70
110
150
210
260
330
10
380
30
4
10
50
80
0
30
70
110
160
220
280
350
-
5
10
40
70
20
60
110
160
220
280
350
-
6
20
60
50
90
150
210
270
350
-
7.5
10
40
90
150
210
280
370
-
10
10
170
240
330
-
10
40
40
70
80
100
110
120
150
150
4800
End Spans 170mm slab
Span
(mm)
2
2800
3000
3200
3400
3600
3800
4000
4200
4400
4600
4800
5000
32
0
0
10
50
80
120
160
210
250
310
10
360
40
10
30
60
90
120
160
Characteristic Imposed Load Qk (kPa)
3
0
20
50
90
140
180
230
290
340
10
410
40
4
10
20
60
90
120
160
10
50
90
140
190
250
310
380
10
440
30
5
20
50
80
120
150
40
90
140
190
250
310
390
-
6
10
30
70
110
80
120
180
240
310
380
-
7.5
20
50
90
120
180
250
320
400
-
10
10
50
90
210
280
370
-
20
50
End Spans 180mm slab
Span
(mm)
2
3000
3200
3400
3600
3800
4000
4200
4400
4600
4800
5000
0
0
40
70
110
150
180
230
280
330
20
390
30
20
30
60
100
130
Characteristic Imposed Load Qk (kPa)
4
5
6
3
10
40
80
120
160
210
260
310
370
10
440
30
10
30
60
90
130
40
80
120
170
220
280
330
400
10
470
30
10
30
60
90
70
120
170
220
280
350
410
10
20
40
80
110
160
210
270
340
420
-
10
30
70
7.5
160
220
280
360
440
-
10
10
30
250
320
410
-
10
30
60
60
100
100
110
120
160
170
170
5200
End Spans 200mm slab
Span
(mm)
2
3200
3400
3600
3800
4000
4200
4400
4600
4800
5000
5200
5400
0
0
0
20
50
90
130
170
220
270
330
390
-
10
30
40
70
Characteristic Imposed Load Qk (kPa)
4
5
6
3
0
0
30
70
100
150
200
250
310
370
440
-
10
20
40
60
0
30
70
110
160
210
270
330
400
470
-
20
40
60
20
60
110
160
210
270
340
410
500
-
10
30
50
50
100
160
210
270
340
420
500
-
10
30
7.5
100
160
220
290
370
450
-
10
10
190
270
350
440
-
10
30
20
40
50
70
90
90
100
100
5600
33
End Spans 220mm slab
Span
(mm)
2
3400
3600
3800
4000
4200
4400
4600
4800
5000
5200
5400
5600
5800
6000
34
0
0
0
30
70
100
150
190
240
290
340
400
450
20
20
30
50
70
90
120
Characteristic Imposed Load Qk (kPa)
3
0
10
40
80
120
160
210
260
320
380
440
510
20
580
30
4
10
30
50
70
90
130
160
0
40
80
120
170
220
280
340
400
470
550
20
5
10
30
40
60
80
120
40
80
120
170
230
280
350
420
490
580
10
6
20
40
60
80
110
70
120
170
220
280
350
420
500
590
10
7.5
10
30
50
70
100
120
180
230
300
370
450
540
-
10
10
30
50
70
210
280
350
440
530
-
10
30
50
7
Construction
7.1
Safety
LYSAGHT SMARTDEK™ 51 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 from accidents on the
site. Safety includes the practices you use; as well as personal protection of eyes and skin from
sunburn, and hearing from noise. For personal safety, and to protect the surface finish of
SMARTDEK™ 51, wear clean dry gloves. Don’t slide sheets over rough surfaces or over each
other. Always carry tools, don’t 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 country.
SMARTDEK™ 51 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
SMARTDEK™ 51 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.
Cover
Cover
Slab depth
Concrete slab
SMARTDEK™ 51
Props where
required
Props where
required
Bearing of SMARTDEK™ 51
(Not less than 100 mm
where sheeting is
continuous)
Bearing of SMARTDEK™ 51
(Not less than 50 mm
at end of sheets)
Slab span
(Interior span)
Figure 7.1
Slab span
End span)
Typical layout
Concrete
SMARTDEK™ 51
Minimum bearing
of SMARTDEK™ 51
25 mm
Figure 7.1.1
Note: Minimum bearing of LYSAGHT SMARTDEK™ 51 shall be
SMARTDEK™ 51 is discontinuous in concrete
25mm when used in concrete framed construction.
frame construction.
SMARTDEK™ 51 sheeting is discontinuous through the support.
35
7.2.1
Propping
It is a common practice to specify unpropped SMARTDEK™ 51 formwork, however, depending
on the span of a SMARTDEK™ 51 slab, temporary propping may be needed between the slab
supports to prevent excessive deflections or collapse of the formwork.
SMARTDEK™ 51 formwork is normally placed directly on prepared propping. Props must stay
in place during the laying of SMARTDEK™ 51 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 SMARTDEK™ 51 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.
Laying
7.2.2
SMARTDEK™ 51 must be laid with the sheeting ribs aligned in the direction of the designed
spans. Other details include the following:
•
The slab supports must be prepared for bearing as required.
•
Lay SMARTDEK™ 51 sheets continuously over each slab span without any intermediate
splicing or jointing.
•
Lay SMARTDEK™ 51 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.
•
Support SMARTDEK™ 51 sheets across their full width at the slab support lines and at the
propping support lines.
•
For the supports to carry the wet concrete and construction loads, the minimum bearing is
50 mm for ends of SMARTDEK™ 51 sheets, and 100 mm for intermediate supports over
which the sheeting is continuous.
•
7.2.3
Fix to every support (temporary and permanent, end and internal)
Interlocking
the sheets
Overlapping
ribs of LYSAGHT
SMARTDEK™ 51 sheeting are crimped to interlock.
Place the female lap rib overlapping the male lap rib of the first sheet and then simply lower it
down, (see Figure 7.2) until the laps engage. Crimp the sheets at 500mm centres.
If sheets don’t 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).
Crimping
Figure 7.2 Joining Method
Position SMARTDEK™ 51 over adjoining sheet.
Interlock sheets by lowering female lap
of sheet over male lap and crimp at 500 mm
centres.
36
Male and female lap
in lapped position
Securing the platform
7.2.4
Once laid, SMARTDEK™ 51 provides a stable working platform. SMARTDEK™ 51 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:
•
weights;
•
screws or nails into the propping bearers
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 SMARTDEK™ 51.
7.2.5
Installing SMARTDEK™ 51 on steel frames
SMARTDEK™ 51 may be installed directly on erected structural steel works.
General fastening:
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.
•
Fix SMARTDEK™ 51 with self-drilling screws or spot welds or equivalent.
•
For structural steel up to 12 mm thick, use 12-24 x 16 mm self-drilling hexagon head screws or
equivalent.
•
For structural steel over 12 mm thick, pre-drill and use 12-24 x 38 mm hexagon head screws
or equivalent.
•
Spot welds should be 8 mm minimum diameter. Surfaces to be welded must be free of loose
material and foreign matter. Where the SMARTDEK™ 51 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 method for the sheeting in
a composite beam; however some preliminary fixing by one of the methods mentioned above is
Figure 7.4
Fixing at a lap
necessary to secure the sheeting prior to the stud welding. Some relevant welding requirements
are:
•
Mating surfaces of steel beam and sheeting to be cleaned of scale, rust, moisture, paint, over
spray, primer, sand, mud or other contamination that would prevent direct contact between the
parent material and the SMARTDEK™ 51;
•
Welding must be done in dry conditions by a certified welder;
•
For pre-painted SMARTDEK™ 51 sheets, special welding procedures may be necessary; and
•
For sheets transverse to beams, Stud welding must be within the pan.
Fixing at sheeting supports
Figure 7.3
Positions for fixing LYSAGHT SMARTDEK™ 51 to steel framing
37
7.2.6
Fastening side lap joints
If SMARTDEK™ 51 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). This
can be achieved by positioning clinch connections at intervals closer than 500mm.
7.2.7
Fitting accessories for edge form
EDGE FORM is a simple C-shaped section that simplifies the installation of most SMARTDEK™
51 slabs. It is easily fastened to the SMARTDEK™ 51 sheeting, neatly retaining the concrete
and providing a smooth top edge for quick 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 SMARTDEK™ 51 panels every 350 mm.
The top flange of EDGE FORM must be tied to the ribs every 700 mm with hoop iron 25 mm x
1.0 mm (Figures 7.7). Use 10–16 x 16 mm self-drilling screws.
Fastening bottom flange of Edge Form
SMARTDEK™ 51
Edge Form
Fastening positions
Fasten Edge Form
to the underside of unsupported
SMARTDEK™ 51 at 350 mm
maximum centres.
Fastening top flange of Edge Form
Edge Form
Edge Form
Hoop iron
SMARTDEK™ 51
Hoop iron
Tie top flange of Edge Form,
to SMARTDEK™ 51 ribs,
with hoop iron, every 700 mm maximum
Figure 7.5
Typical fastening of EDGE FORM to LYSAGHT SMARTDEK™ 51
38
External corner
1. Notch top flange
for the required angle
3. Bend corner of Edge Form
to the required angle,
overlapping bottom flanges.
2. Cut 'V'
in bottom flange
Internal corner
3. Fasten top flange,
each side of corner,
to SMARTDEK™ 51 rib,
100 mm maximum
from corner.
2. Bend Edge Form
to required angle.
1. Cut top and bottom
flanges square.
Splicing two pieces
Figure 7.6
1. Cut-back top and bottom flanges of one
Edge Form section approximately 200 mm.
2. Cut slight taper on web.
3. Slide inside adjoining Edge Form, and fasten
webs with at least 2 screws
Edgeform
A galvanised section that creates a permanent
formwork at the slab edges—cut, mitred and
screwed on site.
Stock length: 6100 mm
Fabrication of formwork is easy with
EDGE FORM
Brackets from hoop iron
Figure 7.7
Fabrication accessories for EDGE FORM
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 SMARTDEK™ 51 sheet. If there is a sizeable gap you may
have to support the waterproof tape. (Figure 7.8).
Use Sealing Tape at end laps
Figure 7.8
Use waterproof tape to seal joints in LYSAGHT SMARTDEK™ 51
sheets and end capping to seal ends
Use end caps to seal voids
39
Items embedded in slabs
7.2.9
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 SMARTDEK™ 51 sheeting, by hanging services
from the underside of SMARTDEK™ 51.
Top-face reinforcement
Bottom-face reinforcement
Zone for pipes laid across the ribs
(between top and bottom reinforcement)
Concrete
Zones for pipes and other items
laid parallel with the ribs
Figure 7.9
SMARTDEK™ 51
Zones for location of items embedded in slabs
7.2.10
Holes
LYSAGHT SMARTDEK™ 51 acts as longitudinal tensile reinforcement similarly to conventional bar or fabric
reinforcement does in concrete slabs. Consequently, holes in SMARTDEK™ 51 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):
•
Place holes within the pan of any sheet, with a minimum edge distance of 15 mm from the rib gap.
•
Holes should be round, with a maximum diameter of 92 mm.
•
For slabs designed as a continuous slab: space holes from an interior support of the slab less than
one tenth of a clear span.
Zone for holes through
sheet in central pan
Max. diameter 92 mm
Minimum
0.1 Ln
Zone for holes
in continuous slabs
15 mm
minimum
Interior supports
Location of holes in sheet
Ln
Location of holes relative to
supports in continuous slabs
Figure 7.10
Zones for location of holes through LYSAGHT SMARTDEK™ 51
40
Minimum
0.1 Ln
Inspection
7.2.11
We recommend regular qualified inspection during the installation, to be sure that the sheeting
is installed in accordance with this publication and good building practice.
Cutting
7.2.12
It is easy to cut SMARTDEK™ 51 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 partthrough the ribs, then turn over and finish by cutting the tops of the ribs.
Reinforcement
7.3
SMARTDEK™ 51 sheeting acts as longitudinal tensile reinforcement. The 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 SMARTDEK™ 51 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 IS456:2000-Section 26.
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 splices—splice bars are a prudent addition.
Always 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 SMARTDEK™ 51,
particularly where the soffit will be exposed. Transverse reinforcement may be used for spacing
or supporting longitudinal reinforcement.
Bar
reinforcement
Depth of
composite
slab
Concrete
cover
SMARTDEK™ 51
sheeting
Figure 7.11
Mesh
reinforcement
(fabric)
Typical cross-section of a slab showing common terms For fire reinforcement requirements, see Figure 5.2.
7.3.1
Transverse reinforcement
Transverse reinforcement is placed at right-angles to the ribs of SMARTDEK™ 51. 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 effects, and for locating
longitudinal reinforcement
To control flexural cracking in the top face of the slab, transverse reinforcement in the top-face
may be required over walls or beams which run in the same direction as the SMARTDEK™ 51
sheets.
For ease of construction, reinforcement for control of cracking due to shrinkage and temperature
is usually fabric reinforcement.
41
7.3.2
Longitudinal reinforcement
Longitudinal reinforcement is positioned to carry design loads in the same direction as the ribs
of SMARTDEK™ 51. 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 longitudinal reinforcement 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. Reinforcing bars
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.
The concrete shall be in grades designated as per IS456:2000 - Table 2.
7.4.2
Concrete additives
Admixtures should not impair the durability of concrete nor combine with the constituent to form
harmful compounds nor increase the risk of corrosion of steel. For further information refer to
IS456:2000 - Section 5.5.
7.4.3
Preparation
Before concrete is placed, remove any accumulated debris, grease or any other substance to
ensure a clean bond with the SMARTDEK™ 51 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 day’s 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 SMARTDEK™ 51 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 face-the easiest technique is to sandwich a continuous
reinforcement between two boards.
42
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.
Form boards sandwiching
continuous reinforcement.
Lower board shaped to match
SMARTDEK™ 51 profile
It may be necessary
to locate joints at
permanent supports
where sheeting
terminates to control
formwork deflections.
Concrete
SMARTDEK™ 51
Prop
Transverse construction joint
Form boards sandwiching
continuous reinforcement.
Concrete
Figure 7.12
Typical construction joint
Longitudinal construction joint
7.4.5
Placing
The guidelines for the transportation, placing and compaction of the concrete, refer to
IS456:2000 - Section 13.1, 13.2 and 13.3.
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 EDGE FORMS 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 EDGE FORMS and exposed soffits, should be
cleaned of concrete spills while still wet, to reduce subsequent work.
43
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. Refer to IS456:2000 - Section 13.5 for detailed information.
7.4.7
When to remove props
Various factors affect the earliest time when the props may be removed and a slab initially
loaded. Generally speaking props shall not be removed until the concrete achieved the strength
of 15 MPa. Methods of calculating times and other detail guidelines are outlined in IS456:2000 Section 11.3.
7.5
7.5.1
Finishing
Soffit and edge form finishes
For many applications, SMARTDEK™ 51 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, EDGE FORM will give
a suitable edging. Additional finishes take minimal extra effort.
Where the SMARTDEK™ 51 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 sidelaps (refer to Installation—Fastening Side-lap joints).
Exposed surfaces of SMARTDEK™ 51 soffit and EDGE FORM 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 SMARTDEK™
51 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 SMARTDEK™ 51 composite slabs. This may be
achieved by the addition of a suitable fire-protection material to the underside of the slabs.
44
7.6
Suspended ceilings & services
Plasterboard
7.6.1
LYSAGHT SMARTDEK™ 51 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 powderactuated fasteners. The plasterboard is then fixed to ceiling battens in the usual way
(Figure 7.13).
Concrete
Batten
Plaster board
Figure 7.13
Fixing platerboard to SMARTDEK™ 51
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
SMARTDEK™ 51 slabs using traditional installation methods to support these services.
45
8
Composite beams
• Primary and secondary beams are designed as simply supported.
• Primary beams can be designed as continuous - prEN1994-1-1 or BS5950-3.1:1990 should be
followed.
• Alternate and staggered position for a single stud per pan (in the case of secondary composite
beams) shall be used. Refer to Figure 8.1.
• Staggered position for pairs of studs per pan (in the case of secondary composite beams)
Refer to Figure 8.1.
Bar reinforcement
Staggered single
shear studs
Steel beam
Figure 8.1
Shear stud position in secondary beam
(alternate location - single studs)
46
Mesh reinforcement or
equivalent
Staggered pairs of studs
9
References
• BS 5950-3.1:1990 Part 3 Design in composite construction. Section 3.1 Code of practice for
design of simple and continuous composite beams
• Eurocode 2: Design of concrete structures-Part 1: General rules and rules for buildings
• prEN 1994-1-1 Design of composite steel and concrete structures Part 1-1 General rules and
Rules for buildings
• prEN 1994-1-2 Design of composite steel and concrete structures Part 1-2 General rules –
Structural fire design
BS 5950: Part 4: 1994 Structural use steel work in buildings Part 4. Code of practice for design
of composite slabs with profiled steel sheeting.
BS 8110: Part 1: 1997 Structural use of concrete Part 1. Code of practice for design and
construction.
BS 8110: Part 2: 1985 Structural use of concrete Part 2. Code of practice for special
circumstances.
BS 5950: Part 6:1995 Structural use of steelwork in building Part 6. Code of practice for
design of light gauge profiled steel sheeting.
BS 5950: Part 9: 1994 Structural use of steel work in building part 9. Code of practice for
stressed skin design.
BS 6399: Part 1: 1996 Loading for buildings Part 1. Code of practice for dead and imposed
loads.
BS 4483:1998 Steel fabric for the reinforcement of concrete.
BS 4449:1997 Specification for carbon steel bars for the reinforcement of concrete.
BS 5950; Part 8: 2003 structural use of steel work in building Part 8. Code of practice for fire
resistant design.
BS 5950-5: 1998 Structural use of steelwork in building Part 5. Code of practice for design of
cold formed thin gauge sections.
BS EN 10147:2000 Continuously hot-dip zinc coated structural steels strip and sheet –
Technical delivery conditions.
BS 6399: Part 3: 1988 Loading for buildings Part 3. Code of practice for imposed roof loads.
BS 476-20: 1987 Fire tests on building materials and structures Part 20: Method for
determination of the fire resistance of elements of construction (general principles).
BS:476-21: 1987 Fire tests on building materials and structures Part 21: Methods for
determination of the fire resistance of load bearing elements of construction.
47
BS:5328: Part 4:1990 Concrete Part 4. Specification for the procedures to be used in sampling,
testing and assessing compliance of concrete.
BS:1881: Part 116: 1983 Testing concrete Part 116. Method for determination of compressive
strength of concrete cubes.
BS:EN 10 002-1: 1990 Tensile testing of metallic materials Part 1. Method of test at ambient
temperature.
AS/NZS 4600:1996 Cold-formed steel structures.
IS:432 (Part 2):1982 Indian Standard: Specification for mild steel and medium tensile steel bars
and hard drawn steel wire for concrete reinforcement. Part ll Hard drawn steel wire.
IS:1566:1982 Indian Standard: Specification for hard drawn steel wire fabric for concrete
reinforcement.
IS:456:2000 Indian Standard: Plain and reinforced concrete code of practice.
48
Notes:
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50
Disclaimer, warranties and limitation of liability
This publication is intended to be a design aid for professional engineers and is not a substitute for professional judgment.
Except to the extent to which liability may not be lawfully be excluded or limited, Tata BlueScope 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 data, loss of use, damage to goodwill and loss due to delay) however caused (including, without limitation, breach of contract,
negligence and/or breach of stature), which you may suffer or incur in connection with this publication or the software.
51
LYSAGHT SMARTDEK™ 51 - Design Advantages
• Precision engineered, brings greater economy and design freedom
• Provides ease of use as well as safety
• Excellent spanning capacities for greater strength and less deflection
• Embossments provide mechanical interlock between steel and concrete
• Saves on concrete thickness and reinforcement cost
• Ideal for concrete framed buildings
• North Region
• East Region
• West Region
• South Region
Gurgaon:
Kolkata:
Pune:
Chennai:
Tel: +91 124 4263051
Tel: +91 33 65502335
Tel: +91 20 66742000
Tel: +91 44 65711072
salesnorth@tatabluescopesteel.com
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saleswest@tatabluescopesteel.com
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Note:
No part of this brochure may be reproduced, stored in a retrieval system or transmitted in any form or by any means, electronic,
mechanical, recording or otherwise, without written permission from Tata BlueScope Steel Limited.
LYSAGHT® and SMARTDEK 51™ are registered trademarks of BlueScope Steel Limited under license to Tata BlueScope Steel Limited.
Tata BlueScope Steel Limited
The Metropolitan, Final Plot No. 27,
Survey No. 21, Wakdewadi,
Shivaji Nagar, Pune - 411005. INDIA.
Tel: +91 20 6621 8000 Fax: +91 20 6621 8001
Website: www.tatabluescopesteel.com
Email: lysaght@tatabluescopesteel.com
BP/PM/4.1/0608
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