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Document titleOptional subheadingSlimdek® residential pattern book
For multi-storey residential buildings
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Introduction to Slimdek®
The Slimdek® constructi on system 1
Technical aspects of Slimdek®
Introduction 3
Asymmetric Slimflor® Beams (ASB) 3
Deep decking 4
Openings in the slab 5
Edge beams 6
Tie members 8
Connections 8
Columns 9
Discontinuous columns 10
Slimdek® in an unbraced structure 10
Fire resistance 11
Acoustic insulation 11
Attachment of cladding to edge beams 13
Service integration 14
The application of Slimdek®
Chosen building for study 15
Building form 16
Structural grids 17
Plan form and room layouts 18
Floor layout 22
Structural options 22
Material usage 28
Steel balconies and parapets
Types of balcony 29
Balcony attachments in Slimdek ® 30
Parapets and balustrade s 32
References 35 36
INTRODUCTION TO SLIMDEK ®
Figure 1.1 6 storey apartment block at Portishead Marina.
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Figure 1.2 4 and 6 storey apartment buildings at Penarth Marina, Cardiff.
Steel framed construction has for some years
dominated the UK market for multi-storey
commercial buildings due to its cost, speed
and quality benefits. The proven values of
structural steelwork are now being taken
advantage of in the fast growing multi-storey
residential building market. The Slimdek®
floor system from Tata Steel offers particular
advantages in multi-storey residential
buildings. It provides a shallow floor depth
and can achieve 60 minutes fire resistance
with no added protection.
New research has also shown that Slimdek®
separating floors comfortably meet the
acoustic insulation requirements of the new
Part E (2003) Building Regulations.
Slimdek® floor system
Slimdek® is a fully engineered floor solution
that has been developed to offer cost-effective
shallow-depth floors for multi-storey steel
framed buildings with grids of up to 9m x
9m. The system simplifies the planning and
servicing of a building – resulting in significant
cost and speed of construction benefits.
Reductions in floor depth of up to 400mm
per storey, compared with conventional
construction, can be achieved using Slimdek®.
This offers the potential for extra floors to be
accommodated within a given building height
or alternatively a reduction in total building
height and consequent savings on envelope
costs.
Slimdek® floors achieve inherent fire resistance
of up to 60 minutes with no added fire
protection, reducing costs and speeding up
programme times. The relative light weight
of steel frames also leads to savings on
foundation costs.
Slimdek® is a shallow depth steel floor system thatoffers particular advantages in multi-storeyresidential buildings.
Slimdek® plan form and room layouts. Page 17.
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Slimdek® residential pattern book Introduction to Slimdek ®
Figure 1.4
Slimdek® installation on site.
Figure 1.5
Typical column-free space achieved using
Slimdek®.
The key features of the system are:
Figure 1.3 Components of Slimdek®
Figure 1.6
Slimdek® used in a major renovation project
in Covent Garden, London.
● A shallow composite slab, which provides
excellent load resistance, diaphragm action
and robustness.
● An Asymmetric Slimflor® Beam (ASB), which
achieves efficient composite action without
the need for shear studs.
● An inherent fire resistance of up to
60 minutes with ASB fire-engineered
(ASB (FE)) sections.
● Lighter, thinner web ASBs, which can be
used unprotected in buildings requiring
up to 30 minutes fire resistance or in fire-
protected applications.
● ComFlor® 225 deep decking, which can span
up to 6.5m without propping (depending
on slab weight).
● Light weight construction.
Slimdek ® has been widely employed in the
commercial sector, and its advantages are
now being realised in residential applications.
It has been used in major residential projects
in Glasgow, Manchester, Cardiff, Portsmouth,
Bristol and London. Recent examples of
residential building projects are illustrated in
Figures 1.1 and 1.2.
Slimdek ® can be combined with other
components, such as rectangular hollow
sections (RHS) for columns and edge beams,
light steel infill walls and separating walls that
are directly supported by the composite floor,
as well as roof-top penthouses and mansard
roofs using light steel framing.
This brochure focuses on the practical
application of Slimdek ® in a mixed-use
residential and commercial building in an
urban area. This building type allows us to
examine a variety of design and detailing
issues. It is a six-storey building, with car
parking below ground and retail outlets at
ground-floor level. The same floor grid is
used for the car park and apartments, which
removes the need for a transfer structure.
Two plan forms are illustrated, to show
the versatility that exists with Slimdek ®
construction.
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Table 2.2 is defined either by 35mm cover to
the ASB or 70mm topping to the decking (thistopping depth does not reflect any acoustic
requirement). A view through an ASB beam
and the composite slab is shown in Figure 1.3.
Slimdek® comprises a composite slab, formed
on ComFlor® 225 deep decking (designated
CF225 for clarity in some diagrams), which
is supported on the bottom flange of
Asymmetric Slimflor® Beams (ASB) – see Figure
1.3. The typical span capabilities of ASB beams
and deep composite slabs in Slimdek® are set
out in Table 2.1.
Asymmetric Slimflor® Beams
The Asymmetric Slimflor® Beam (ASB) is a
hot-rolled section in which the degree of
asymmetry between the widths of the top and
bottom flanges is approximately 60%. The top
flange has a raised rib pattern rolled into it to
provide composite action with the concrete
encasement, without the aid of a mechanical
shear connector.
A range of 10 ASB beams is manufacturedwith the properties given in Table 2.2. Fire-
engineered ASB beams (designated as
ASB(FE)) achieve 60 minutes fire resistance
without any additional fire protection,
whereas ASB beams achieve 30 minutes fireresistance, increasing to 120 minutes when
additional protection is applied to the soffit.
For construction the minimum slab depth in
Table 2.1 Typical span capabilities of
ASB beams in Slimdek®.
300 ASB (FE) 249 249 342 203 313 40 40 340
300 ASB 196 195 342 183 293 20 40 340
300 ASB (FE) 185 185 320 195 305 32 29 325 300 ASB 155 155 326 179 289 16 32 325
300 ASB (FE) 153 153 310 190 300 27 24 320
280 ASB (FE) 136 136 288 190 300 25 22 300
280 ASB 124 124 296 178 288 13 26 300
280 ASB 105 105 288 176 286 11 22 300
280 ASB (FE) 100 100 276 184 294 19 16 295
280 ASB 74 74 272 175 285 10 14 295
Mass Depth Width of flange Thickness Minimum Slab
Top Bottom Web Flange Depth
kg/m mm mm mm mm mm mm
Designation
Notes: ASB (FE) are fire engineeed sections
Table 2.2 Dimensions of ASB beams and minimum slab depths.
280 ASB 74 7.0 6.0
280 ASB 105 7.5 6.0
280 ASB 124 7.5 7.5*
300 ASB 155 9.0 6.0
300 ASB 196 9.0 9.0*
Beam Span Beam spacing
(m) (m)
280 ASB (FE) 100 6.0 6.0
280 ASB (FE) 136 7.5 6.0 300 ASB (FE) 153 7.5 7.5*
300 ASB (FE) 185 9.0 6.0
300 ASB (FE) 249 9.0 9.0*
Fire Resistance of 30 mins**
* Propped slab during construction
** Additional fire protection required for R60
Fire Resistance of 60 mins
Beam Designation
Slimdek ® supported by ASBs.
Technical aspects of Slimdek ®
Slimdek® comprises a composite slab, formed on deep decking, whichis supported on the bottom flange of Asymmetric Slimflor® Beams.
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Deep decking
Deep steel decking (ComFlor® 225) spans
between the bottom flange of the ASB beamsand supports the wet concrete during
construction. The embossments formed in the
decking achieve excellent composite action
with the concrete, assisted by bar
reinforcement. Light mesh reinforcement is
provided in the concrete topping for crack
control purposes.
A cross section of ComFlor® 225 is shown in
Figure 2.1. Each decking element is 1.25mm
thick and 600mm wide and has special
attachment points for service and ceiling
hangers. The ComFlor® 225 decking is
provided with end diaphragms and cut-outs
to allow placement and retention of the
concrete around the ASB beams, as illustrated
in Figure 2.2.
A cross-section through the composite slab in
Figure 2.3 shows the positioning of the bar
reinforcement. A minimum concrete cover of
80mm over the decking ensures fire resistance
and acoustic insulation, although it may be
necessary to increase this cover depending on
the size of the ASB selected (see Table 2.2). The
typical slab depth for residential applications is
300mm to 330mm, which creates a floor depth
of approximately 400mm when combined
with acoustic insulating layers and a
suspended ceiling. The typical span
capabilities of deep composite slabs using
ComFlor® 225 decking are presented in Table
2.3. Temporary propping is not generally
required for spans up to 6m. Spans may be
increased to 9m if two lines of temporary
props are used during construction. Services
can be passed through openings in the ASBbeams and between the ribs of the slabs.
Slimdek® residential pattern book Technical aspects of Slimdek ®
195
30
30
40
37
30
240
30
7
8
33
1 5 35
600
100 400
35
100
Horizontal
ribs
Vertical
embossments
Service hanger
(typical detail)
Figure 2.1 Cross-section through ComFlor®225 deep decking showing service attachments.
50 nominal bearing
15
Slab
topping
225
End diaphragm
Deck cut-out50
Cover
to top
of beam
Figure 2.2 Detailing of ComFlor® 225 decking at ASB beams.
. .
l l l l
ll
l l .. . ll l l l l l .
16 16 16 20 20 25 32 N.A.
16 16 20 20 20 25 32 32
16 20 20 20 25 25 32 32
5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0
Bar size iameter, mm or Span o s a m
No propping Single line props required Double line props required
generally
Blue area shows propping requirements for each slab.
N.A. = not generally applicable because natural frequency of slab is less than 5Hz.
Slab depth (mm)
300
320
340
Propping
Table 2.3 Reinforcement requirements (bar diameter) in deep composite
slabs for 60 minutes fire resistance.
16, 20, 25 or
32 diameter
50
Mesh reinforcement
Main reinforcement
Axis
Figure 2.3 Cross-section through composite slab.
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Openings in the slab
Opening may be positioned between the ribs
of the decking without affecting the load-bearing capacity of the slab. The maximum
width of these openings is 400mm. Wider
openings may cut through one or more ribs,
in which case it is necessary to reinforce the
slab to distribute the forces to the adjacent
ribs. A standard edge trim is pre-fixed as a box
around the opening.
The maximum recommended size of
opening is 1000mm x 2000mm before
additional trimmer beams are required.
Details of permitted openings and additional
reinforcement around the openings are
presented in Figure 2.4.
Openings next to columns should be detailed
to avoid the ASB and tie members. For these
cases, the close proximity of the openings
to the ASB does not affect the composite
strength to the same degree as when
openings occur in the span. As a consequence,
some relaxation of the dimensions given
in Figure 2.4 is possible. The recommended
minimum distance from a grid line to the
centre-line of a 150mm opening is 225mm,
or 200mm for a smaller opening. It is also
possible to accommodate a minor notch in
the bottom flange of the ASB near the end
connection to provide an opening for a service
pipe, but this should be detailed in order to
allow for fabrication before delivery to site. A
detail showing the provision of a service pipe
close to an ASB near a column is presented
in Figure 2.5.ASB
Setting out level
CF225
decking
Meshreinforcement
Column (UKC)
A
Service pipe
(max. 150 dia.)
Welded
stiffener
Welded stiffener
Service
pipe
225 min.
225 min.
Connecting
bolts
Section A - A : Plan view
Tie beam
Tie beam
A
Figure 2.5 Provision of a service pipe close to an ASB in a Slimdek ® floor near to a column.
ASB
beam
Opening
1000
T12 bar x1500 long
Minimum A142mesh throughout
400
Centre-lineof ribs
Opening
B
B
A A
Additionalbottomreinforcementto adjacent ribs(by engineer)
beam span/ 16*500
1000
300
beam span/16for compositebeam design
2000
beam span/16for compositebeam design
Additional topreinforcement
Edge trimfixed as 'box'
Section A - A
Curtailedbar
Transversebar
Temporaryprop
Section B - B
Enddiaphragm
Transversebar
Temporaryprop
Temporaryprop
Temporaryprop
Edge trimfixed as 'box'
ASBbeam
Figure 2.4 Detailing of openings in the slab in Slimdek®.
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Edge beams
If the configuration of windows and cladding
allow then a downstand beam can be usedas an edge beam. However, where this is
not possible then two alternative forms of
edge beam are recommended – ASB or RHS
(Rectangular Hollow Sections).
ASB beams may be designed in two alternative
configurations:
1. ASB encased in concrete for fire resistance
and effective composite action, as illustrated
in Figure 2.6. In this case, the edge of the
slab is detailed at 200mm from the centre-line
of the beam to allow for fixing of the edge
trim, and placement of the concrete and L-bar
reinforcement.
2. ASB partially encased in concrete, as
illustrated in Figure 2.7. In this case, no
composite action is developed and the fire
resistance is reduced to 30 minutes, unless
additional protection is applied. The edge of
the slab may be detailed at 100mm from the
centre-line of the beam (actual distance is half
the flange width or 95mm). To anchor the slab,
an L-bar is placed in holes pre-drilled in the
ASB. The edge trim allows for a thin concrete
topping.
The advantage of the second option is that
any eccentricities in the column connection
are reduced. However, the disadvantage is that
the projecting flange of the ASB has to be cut
away (depending on the cladding system), and
additional insulation is required to reduce
‘cold bridging’.
Slimdek® residential pattern book Technical aspects of Slimdek ®
Figure 2.7 Partially encased ASB details at edge beam.
Figure 2.6 Encased ASB details at edge beam.
l
L-bar (10 )
at 300 centres A142 mesh
3 0
20
bolt hole
Mineral
wool
infill
ASB cut away by 55 (if necessary)
End diaphragm
1 5 0
3 0
A142 meshEnd diaphragm
Edge
trim
1000
50
200
10 mm dia. additional
L-bars at 300 centres
55
l l
l
l
ll
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Beam span (m) < 6.0 7.0 8.0 9.0
Non-composite 200 x 150 x 8 200 x 150 12.5 or
250 x 150 x 10300 x 200 x 10 N.A.
Composite 200 x 150 x 8 200 x 150 x 10 200 x 150 x 12.5
Data for 6m span slab onto RHS
200 x 150 x 12.5
Proprietary
battened
raft floor
Separating strip
Acoustic sealant
Deflection head
Resilient bars
timber battens,
or metal frameceiling
15 min.
plasterboard
resilient strip
Acoustic sealant
12.5 plasterboardDeep composite
metal deck floor
Rigid insulation in
external cavity
Light steel stud wall
with 2 layers of gypsum board
External brickwork tied to inner stud wall
Trapezoidalprofile
Cavity
Optional additional
insulation (to reduce
U value)
Halfen or similar
stainless steel
brickwork support
Cavity barrier to
floor/wall junction
Figure 2.8 Non-composite RHS edge beam supporting brickwork.
Minimum Slab Depth (mm)+Designation
of RHS
Thickness
(mm)
Mass *
(kg/m)
Depth
(mm) Non-composite Composite
8.0 215 295 29510.0 215 295 295
200 x 150
(240 x 15 plate)12.5 215 295 295
8.0 265 295 335
10.0 265 295 335250 x 150
(240 x 15 plate)12.5 265 295 335
8.0 315 300 N.A.
10.0 315 300 N.A.300 x 200
(290 x 15 plate)12.5 315 300 N.A.
* including 15 mm plate
Slab depth applies to R60 fire resistance
7079
91
76
87
100
94
100
126
Table 2.4 Section dimensions of RHS Slimflor® edge beams.
Table 2.5 Approximate section sizes of RHS edge beams supporting brickwork.
Rectangular Hollow Sections (RHS) may be
used as either composite or non-composite
edge beams. Non-composite beams areillustrated in Figure 2.8. RHS edge beams
provide an attractive option because of
their ease of detailing at the façade line.
Furthermore, their high torsional stiffness
facilitates eccentric connections, for example,
of cantilever balconies. When the edge beam
is used only as a cladding support, torsional
stiffness is still required because of the
eccentric load from the cladding.
For composite construction, shear connectors
may be welded to the top flange of the RHS to
increase its spanning capabilities by composite
action. However, the slab depth needs to
be taken as 85mm above the RHS section,
which makes the 300mm RHS impractical in
composite construction (see Table 2.4). The
sizing of the RHS sections generally depends
on the orientation of the slab and the cladding
load. For scheme design purposes, the RHS
sizes given in Table 2.5 may be used.
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At RHS columns, it is often difficult to attach
ASBs on adjacent sides. This may be achieved
by using alternate extended and flush end
plates, as illustrated in Figure 2.12.
This approach is only applicable for columns
with a minimum width of 200mm. In other
cases, welded T-stubs may be used to attach
the beams.
flanges to avoid cutting back the ASB section.
A typical external UKC column connection
with an ASB edge beam is shown in Figure
2.10, and in Figures 3.15 and 3.16.
For RHS columns, connections can be made
using Flowdrill or Hollo-bolt connections.
Hollo-bolts require the formation of a hole
of 1.7 x bolt diameter. As a result of this, the
maximum diameter is generally 20mm to
allow for edge distances and gaps. A typical
external RHS column connection with a RHS
Slimflor® edge beam is shown in Figure 2.11.
Tie members
Tie members are required to provide
robustness by tying columns at each floor.Generally, tie members are in the form of
inverted Tees. Smaller UKB or RHS sections
with a welded plate are often used where the
tie beam supports other local loads. Figure
2.9 illustrates a typical Tee section; this allows
for sufficient placement of a Z-section where
the deck layout is not in multiples of 600mm.
The depth of the Tee is taken as not less than
span/40 in order to avoid visible sag.
The Tee section does not participate in
resisting loads applied to the slab, so
reinforcement is placed in the ribs adjacent
to the Tee. This does not generally require fire
protection, where it is partially encased in the
slab. The Tee may be attached by an end plate
to the column web or to a stiffener located
between the column flanges. This same
stiffener may act as a compression stiffener in
a moment-resisting connection to the major
axis of the column.
Connections
Slimdek ® has been developed primarily as
a flooring system for braced steel-framedbuildings. Typically, the beams and slabs
are analysed as simply supported elements.
Continuity, which is inherent within the
system, is only partially used for the
serviceability criteria. It is possible to use the
ASB beam as part of a sway frame, provided
extended end plate connections are used.
In this case, columns must be analysed for
combined bending and compression.
Beam-to-column connections with ASB or
RHS beams should generally be made by full
or extended end plates in order to ensure
adequate shear and torsional resistance due
to out-of-balance loads (primarily during
construction). For UKC section columns, beam-
to-column connections are generally made
to the column flange. Where connections are
made to the column web, it may be necessary
to weld a plate between the tips of the column
600
Mesh reinforcement
Reinforcementbar
Decking cut to suitsetting-out requirement
ASB bottom flan ge Z section Tee sectioncut from
UKC or UKB
Figure 2.9 Inverted Tee section as a tie member.
ASB end plate
ASB edge beam
Perimeter UKC
ASB edge beam
ASBinternalbeam
Figure 2.10 External UKC section column connection to ASB edge beam.
Slimdek® residential pattern book Technical aspects of Slimdek ®
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Figure 2.12 End plate connections to RHS columns.
50 cavity
Non-loadbearing
light steel stud
Resilient mineral wool
separating RHS and
light steel section
2 x 12.5 plasterboard
Insulation board
RHS column
Vertical channel
(to attach wall ties)
Figure 2.13 RHS column incorporated in façade wall (plan section).
Figure 2.11 External RHS column connection to a RHS Slimflor® edge beam.
Columns
Universal Column (UKC) sections are
recommended for internal columns because of
their ease of connection. Rectangular Hollow
Section (RHS) columns can be used for fireresistance or for architectural reasons. For
example, RHS columns can be contained in
the separating or façade walls, as illustrated in
Figure 2.13.
A
a) Side view of ASB beam
15 end plate
Flange
cut away
A
b) Cross-section A - A
Flowdrill orHollo-bolts
200 RHS
column
200 RHS
column
Flowdrill orHollo-bolts
Hollo-boltsPerimeter RHScolumn (or UKCwith plates weldedacross flange tipsfor edge beamconnections)
RHS Slimflor®
edge beamwith 15 thick flange plate
Extendedend plate
InternalASBbeam
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The moment capacity of typical extended end
plate connections is summarised in Table 2.6
(moment capacities for specific ASB weights
may be obtained from the Slimdek ® Manual).
These moment capacities are relatively
insensitive to the ASB section size, as bending
of the end plate controls their design.
The design of ‘wind-moment’ frames is a
special case where the connections are
treated as pinned under vertical load and
moment-resisting under wind loading. As a
simple rule, the maximum number of storeys
permitted in a ‘wind-moment’ frame should
not exceed the number of columns in the
direction in which the wind forces act (up to amaximum of six storeys). Therefore, for wind
acting on the front face of a building with four
columns across the width, the maximum
height is four storeys.
For a rectangular plan building with wind
acting on the short length, there are
potentially more columns to resist the wind
loads along the building, and the maximum
height recommended is increased to six
storeys, provided that the columns are
orientated so that their stiffer direction isalong the building length. In this second
orientation, vertical bracing can be eliminated
in the façades, leading to large fenestrations
and freedom of space planning.
Slimdek ® in an unbraced structure
Vertical bracing can be eliminated in a
structure with Slimdek ® floors by designing theconnections between the ASBs and the
columns as moment-resisting. Where UKC
columns are used, these connections should
be made to the column flanges. Extended end
plates increase the effective depth of the
connection and increase its moment capacity.
A typical extended end plate connection is
shown in Figure 2.15. For detailing purposes,
dimension A should be taken as 44mm for
ASB280 and 62mm for ASB300.
RHS columns may be used, but the moment
capacity of beam end connections are
generally less effective than for UKC sections,
except for the thicker wall sections.
Table 2.6 Moment capacities (kNm) of extended end plate connections
200
d
t f
50
120
300
10
75
75
A
50
40t f
Figure 2.15 Extended end plate connection
to an ASB beam.
Discontinuous columns
Columns can also be designed as storey-high
elements and attached to the flanges of theASB, as illustrated in Figure 2.14. This unusual
configuration is possible in medium-rise
buildings because the modest compression
forces can be transferred through the thick
web of the ASB to the concrete encasement.
In these cases, moment continuity can be
developed in the ASB to optimise
its performance. For more heavily loaded
columns, vertical stiffeners would be required
in the web of the ASB. When adopting this
approach, particular care and attention must
be paid to the design and detailing, especially
to ensure frame stability and resistance to
progressive collapse (through horizontal and
vertical tying, or by key element design).
Figure 2.14 ASB beams continuous over storey-high
RHS columns in medium-rise buildings.
Column size kg/m ASB280 ASB300
203 UKC
x 46 81 85
x 52 86 90
x 60 91 95
x 71 92 97
254 UKC x 73 92 97
x 89 92 97
Data: 15 end plate in S355 steel and M20 bolts
Slimdek® residential pattern book Technical aspects of Slimdek ®
15 end
plate
A
A
RHS tie
ASB
150 SHS
column
a) Side view of ASB beam
b) Cross-section A - A
150 SHS
column
150 SHS
column
150 SHS
column
RHS tie
ASB
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Fire resistance
The fire resistance of the ASBs is achieved by
partial encasement in the composite slab.Generally, 60 minutes fire resistance can be
achieved by ASB sections, increasing up to 120
minutes if board materials, a suspended
ceiling or intumescent coatings, protect them.
The fire resistance of the deep composite slab
is achieved by bar reinforcement of the
minimum sizes shown in Table 2.7. The axis
distance defines the distance from the centre-
line of the reinforcing bar to the soffit of the
decking (see Figure 2.3). Mesh reinforcement
is placed in the topping at a minimum top
cover of 15mm. The reinforcement detailing
requirements are illustrated in Figure 2.3.
Acoustic insulation
Separating floors in Slimdek ® are easily
capable of providing the acoustic insulation(both airborne and impact) required to meet
the new Part E (2003) Building Regulations.
When combined with the prescribed floor and
ceiling treatments the floor has been able to
achieve Robust Detail (RD) status (E-FS-1). RD
status means that post-completion testing of
the floor is not required. A typical cross section
through a beam and slab showing the various
layers is shown in Figure 2.16. Table 2.8
illustrates the excellent performance in robust
detail in-situ tests compared to the
requirements given in Part E of the Building
Regulations.
Masonry or double-leaf light steel separating
walls can be used in conjunction with the
Slimdek ® floor. Double–leaf walls are generally
recommended because of the ease and speed
of construction and the elimination of wet
trades on site. Typically, this type of wall
comprises two leafs of studs (each 50 to 70mm
deep) separated by a layer of mineral wool.
The outer faces of the studs are fixed to double
layers of plasterboard, to give an overall
thickness of around 250mm. Care should be
taken to ensure an adequate cavity width, and
adequate densities for the materials used.
Specialist manufacturers have produced a
number of proprietary wall and detail
solutions.
Table 2.7 Detailing requirements for deep composite slabs.
280 ASB 100
18 thick tongued and grooved
chipboard walking surface (or similar)
Proprietary batten
with integral foam strip
Single skin 12.5 thick
plasterboard suspended ceiling
Proprietary
resilient bars
Concrete floor slab with
ComFlor®225 deep decking
Figure 2.16 Cross-section through ASB beam showing acoustic insulating layers.
Parameter Fire resistance (mins)
60 or less 90 120
Min. slab depth 295 mm 305 mm 320 mm
Min. bar diameter 16 mm 20 mm 25 mm
Axis distance to bar 70 mm 90 mm 120 mm
Min mesh size in topping A142 A193 A252
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Slimdek® residential pattern book Technical aspects of Slimdek ®
Table 2.8 Acoustic performance of Slimdek®.
Separating strip
Acoustic sealant
Platform floorProprietarybattenedraft floor
Separating strip
Acoustic sealant
12.5 plasterboard Resilient bars ortimber battens
Deflection head
Acoustic sealant
Deep compositesteel decking
12.5 plasterboardceiling on proprietary
metal frame ceiling
1 layer of 15 plasterboardor other fire-stopping
material laid flat between ASBand light steel channel
Light steel frameseparating wall
Figure 2.18 Acoustic detail of ASB beam and light steel separating wall.
Details of the attachment of a separating wall
to an ASB beam are i llustrated in Figure 2.18.
A ‘deflection head’ allows for relative
movement between the ASB and the
separating wall. Note that board present at
the top of the wall is needed for fire as well as
acoustic purposes.
One of the most crucial features with this type
of wall is the interface between the wall head
and the soffit of the slab, particularly when the
deck ribs do not run parallel to the wall. The
attachment of a light steel separating wall to
the soffit of a composite slab with ComFlor®
225 decking is illustrated in Figure 2.19.
Profiled mineral wool inserts are required toprevent both sound and fire passing through
the voids in the deck. Board beneath these
inserts also serves both fire and acoustic
purposes. When this detail is properly achieved
the wall can be expected to pass
Part E requirement.
More information on expected acoustic
performance and typical construction details
can be found in the accompanying SCI
Publication P336 Acoustic Detailing for
Multi-Storey Residential Buildings.
Additional mineral wool inceiling void around junction
Pack withmineral wool
2 layers of 19 mmgypsum board
12.5 mm plasterboardon proprietry metal frame
Deep compositesteel decking
Separating strip
Acoustic sealant
Platform floor Proprietarybattenedraft floor
Separating strip
Acoustic sealant
Acousticsealant
Light steel frameseparating wall
Figure 2.19 Acoustic detail of separating wall transverse to composite slab.
Part E 45 62
Robust Detail 47 57
Slimdek ® Performance (E-FS-1) (Range) 50-64 24-46
(Mean) 56 38
Acoustic Test Data (dB)
Airborne sound reduction
Impact sound
DnT,w + Ctr L,nT,w
>_
>_
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Proprietary battenedraft floor
Separating strip
Acoustic sealant
Deflection head
Resilient bars,timber battensor metalframe ceiling15 min.
plasterboard
resilient strip
Acoustic sealant
12.5 plasterboard
Deep compositemetal deck floor
Rigid insulationin externalcavity
Light steel stud wall with2 layers of gypsum board
Externalbrickworktied to innerstud wall
Halfen orsimilar stainlesssteel brickworksupport
Cavity
Cavity barrierto floor/wall
junction
Optionaladditionalinsulation(to reduceU value)
Proprietary battenedraft floor
Claddingsheet
Cladding railon anglebrackets
Sheating board
Breatherpaper
i i il
i
l l li l
i ll i ll
i i i l ii l
i
l
ii
i l
. l
il ili
il
ili
i l
i i
i l i i l i l i
ii
l ill i
i . l
i
l ili l ll
i i i l i
ii l
i
i
Deflectionhead Resilient bars,
timber battensor metal frameceiling
15 min.
plasterboardresilient strip
Acoustic sealant
12.5 plasterboard
Deep compositemetal deck floor
i
i
i i
i l
i
ilii
lilii .
l
ili i
i l
. l
il
i i i l ii l
i
i l ll il
li
i i ll
li il i l
l i
i
i ill
i
i li i l
i l i
l
i
l i
l i ill
i
Fixing railon packers
Sheathing board
Platform floor Slimdek floor
Light steel framenon-loadbearingstud wall
Rigid insulationmaterial
Fire break
Polymer basedrender
15 drainedcavity
Acoustic sealant
12.5 plasterboard
Deep compositemetal deck floor Resilient bars,
timber battensor metal frameceiling
Acoustic sealant
Separating strip
Optional additional insulation
Drained 15cavity
Clay tilecladdingsystem
15 min. plasterboard
Deflection head
Non-loadbearinglight steel frame stud wall
Rigid insulationBreatherpaper (withoptionalsheathing board
behind)
iili
il
ili i .
lili i
i l
. l
il
Proprietarybattened
raft floor
Cladding attachments depend on the type
of cladding used and the type of edge beam.For encased ASB beams, the centre-line of the
ASB is detailed at 200mm from the edge of the
slab (see Figure 2.6).
Figure 2.20 Detailing of brickwork support by ASB beams.
Figure 2.21 Insulated render cladding attachment to ASB beams.
Figure 2.22 Rain-screen cladding attachment in Slimdek ®.
Figure 2.23 Brick-tile cladding attachment in Slimdek ®.
More detail on cladding systems and their
attachments is given in Figures 2.20 to 2.23.For details on cladding attachments to RHS
edge beams, see Figure 2.8.
Attachment of cladding to edge beams
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Service integration
● Openings in the slab for pipes and service
risers.
● Openings in the web of the ASB for
horizontal service distribution in the floor
zone.
● Trays embedded in the slab for horizontal
distribution of electrics or small diameter
pipes in the surface of the slab.
Large openings can be formed between the
ribs of the decking and through openingsin the ASB beams (subject to effective fire
compartmentation). Electrical trays should be
positioned to align with the ribs of the
decking so that they observe fire resistance
and acoustic insulation requirements
(see Figure 2.24).
Opening in slabHorizontalservice tray
150 max.
320 max.
Opening in ASB 160 max.
300 max.
60 min.
50 max.
80 min.
Mesh
T12 bar
ASB bottom flange
Figure 2.24 Service openings and electrical trays in Slimdek ®.
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Our example building is a six-storey structure
with a roof-top penthouse, illustrated in Figure
3.1. The building design could be extended to
ten-storeys without significant modifications
to the structure. The interior of the building
may be configured with apartments on
either side of a central corridor, referred to
as the ‘deep plan’ form, or with apartments
configured across the full width of the building
around an access core, referred to as the
‘shallow plan’ form. See Figures 3.5 and 3.6.
The building is be adapted for mixed use,
making provision for retail uses at ground floor
(by increasing the floor-to-floor height) and for
car parking at basement level. The length of
the building is not defined, as the plan forms
are repeatable.
The flexible use of space provided by Slimdek ®
is illustrated in Figure 3.2.
The building considered has three distinct
levels:
● Below-ground car-parking.
● Retail or office level at first floor.
● Residential floors above.
The structural grid adopted is dictated by the
car park level, to avoid the use of an expensive
transfer structure. This is based on a three-
car bay (7.5m wide) along the façade, and
columns at 4.8m, 6.7m and 5.0m respectively
across the building (deep plan) or 3.9m, 7.2m
and 4.8m (shallow plan) to allow for sufficient
vehicular access.
The application of Slimdek ®
Flat Flat
Car Park
Flat Flat
Flat Flat
Flat Flat
Central
Corridor FlatFlat
Retail
Penthouse
Central
Corridor
Central
Corridor
Central
Corridor
Central
Corridor
Figure 3.1 Deep plan form – cross-section through building.
This section examines a typical mixed-use residentialbuilding in steel using Slimdek ® construction.
Figure 3.2 Flexible space using Slimdek ®.
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Light steel walls
Light steel walls are used for:
● external walls to create a ‘rapid dry envelope’;
● compartment or separating walls between
apartments;● internal walls within apartments.
Building form
The steel-framed apartment building has
the following characteristics:
Prefabricated modules
Bathrooms are assumed to be prefabricated
modules set into the slab to avoid mis-alignment
of the floors.
Minimal foundation costs
Foundations are located directly below the
columns. The lightweight steel construction
minimises foundation costs.
No limit on building height
The building is six storeys high (plus penthouse and
car park levels). The ground floor can be adapted
for retail use. There is no limit on building height
when using Slimdek®, but four to ten storeys
is the sensible range for this type of residential
construction. Penthouse apartments are located at
roof level.
Utility servicing
Servicing is rationalised by vertical risers in the
core and horizontal routes through the floor slab.
Acoustic insulation
Excellent acoustic insulation is achieved by the
Slimdek® floor with its resilient layers.
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7.5m 7.5m
6.7m
5.0 m
4.8m
5.4m
Figure 3.3 Structural grid as dictated by
car park level.
Structural grids
Façade materials and finish
External brickwork cladding with a light steel stud
inner skin is assumed for the steelwork designs,
although a variety of façade materials may be used.
(Ground supported brickwork is not practical abovefour storeys.)
Minimal floor depth
Using Slimdek®, the floor depth (including a
suspended ceiling and battened floor) is typically
400mm.
Optimum structural grids (i.e. column layout)
differ greatly between applications:
● Car parks – grids are normally based on 5m
(two-car spaces) or 7.5m (three-car spaces)
as in Figure 3.3.
● Residential buildings – grids are often based
on multiples of 600mm (4.2m being efficient
for studios).
● Commercial buildings – use grids based on
multiples of 1500mm (6m, 7.5m and 9m
being common column spacings).
From this it is apparent that, for a mixed-use
building, the column grids will not align
unless either the arrangement of car parking
space or residential accommodation is
modified. Alternatively, a steel or concrete
transfer structure may be designed to transfer
loads from the super-structure to the columns
of the car park substructure. In this case,
it is important that the superstructure is
sufficiently light so that the transfer
structure is not made deeper – increasing
foundation costs.
A repeatable floor plan area
A repeatable floor plan area (for either plan form)
of approximately 20m x 16m is accessed from a
single braced core. Spans of 4.8m to 7.5m achieve
a sensible layout of apartments and rooms, which
may be reconfigured independently of the beam
lines. This allows a range of apartments with floor
areas from 60m2 to 120m2 to be created.
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Deep plan form
The deep plan form has the following features:
● Columns are located at 7.5m and 5.4m along
the façade.
● Columns are located at 5.0m, 6.7m and 4.8m
across the plan form of the building.
● A 2.1m-wide corridor is provided along the
building.
● Columns are generally located in the
300mm-wide separating walls between
apartments.
● An alternative lift location may be
introduced (see Figure 3.10).
● The ratio of habitable:gross floor area is
about 85% per residential floor.
● Apartments of approximately 50m2 and
65m2 floor area are provided, which are
each suitable for two and four people
respectively.
● A total of 14 car parking spaces is provided
(including two disabled spaces) for the five
residential and penthouse levels. The car
parking lies fully within the building depth.
● The penthouse level is accessed via the
stairs and provides two 68m2 apartments,
each suitable for four people.
● A retail area of 880m2 is provided.
Shallow plan form
The shallow plan form has the following
features:
● Columns are located at 7.2m and 6.3m along
the façade.
● Columns are located at 3.9m, 7.2m and 4.8m
across the plan form.
● Columns are all located in the separating
walls between apartments.
● Three apartments are accessed directly from
each stair/lift area on each residential floor.
● The ratio of habitable:gross floor area is
about 85% per residential floor.
● Apartments of approximately 50 and 75m2
floor area are provided, which are suitable
for two and four people respectively.
● A total of 13 car parking spaces are provided
(including two disabled or wide spaces) for
the five residential and penthouse levels.
The car parking projects 3.9m to the rear of
the building.
● A retail area of 640m2 is provided.
● The penthouse level is accessed via the
stairs and provides two 73m2 apartments,
each suitable for four people.
Plan form and room layouts
Two plan forms are considered, which are
presented in the following illustrations:
1. A deep plan form with apartments on either
side of a central corridor.
2. A shallow plan with apartments across the
full depth of the building.
The building is extendable horizontally by
repeating the shallow plan form, although
with the deep plan form it is possible to serve
three units with only two stairs or lift areas (see
Figure 3.4).
Figure 3.4 Repeatable floor plan with three units sharing two lift/stair areas.
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BedroomBedroomKitchen/ dining/living
BedroomBedroomBedroomBedroom
1 BED FLAT 1 BED FLAT
2 BED FLAT 2 BED FLAT
Kitchen/ dining/living
Kitchen/ dining/living
Kitchen/ dining/living
Figure 3.5 Deep plan form – Layout of apartments.
Bedroom
1 BED FLAT
2 BED FLAT
Kitchen/ dining/living
Kitchen/ dining/living
Kitchen/ dining/living
Bedroom Bedroom Bedroom
2 BED FLAT
Bedroom
Figure 3.6 Shallow plan form – Layout of apartments.
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Retail UnitRetail Unit
Figure 3.7 Deep plan form – car parking level.
Figure 3.8 Deep plan form – layout of retail level.
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1 BED FLAT
BedroomBedroom Kitchen/ dining/living
Bedroom
2 BED FLAT
BedroomBedroom
Kitchen/ dining/living
Kitchen/ dining/living
Kitchen/ dining/living
1 BED FLAT 2 BED FLAT
Figure 3.10 Deep plan form – layout of apartments for alternative lift location.
2 BED FLAT 2 BED FLAT
Bedroom BedroomBedroomKitchen/ Dining/Living
Bedroom Kitchen/ Dining/Living
Figure 3.9 Deep plan form – penthouse level.
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Floor layout
The structural layout of the floor in both plan
forms comprises 280 ASB beams spanning up
to 7.5m, and a deep composite slab spanning
up to 7.5m between the beams (spans in
excess of 6m require temporary propping in
normal-weight concrete). The slab depth isnominally 300mm. Shallow decking may be
supported off the bottom flanges to create a
shallow slab in the core area, providing an
additional zone for servicing within the floor.
Structural options
The various structural layouts of the building
are presented in Figures 3.11 to 3.15. In a
braced frame, longitudinal bracing is provided
at suitable locations in the façade, depending
on fenestration positions and sizes. Bracing
locations can be difficult to design in highlyglazed façades.
The advantage of a wind-moment frame
design is that vertical bracing can be omitted
in the longitudinal direction of the building,
which allows full-height glazing to be used
throughout. Alternatively, vertical bracing has
to be located between columns in separating
walls, in the façade, or around the core.
The disadvantage of the wind-moment frame
option is that it is not generally appropriate for
buildings of more than six storeys, and
columns are often heavier than in a braced-
frame design. Moment continuity is achieved
by using extended end plates welded to the
ASB or RHS beams.
Tie members (generally in the form of Tees) are
provided parallel to the decking, in the
absence of the ASB beams. At the perimeter of
the buildings, ASB beams or RHS sections with
a welded plate may be used. The centre-line of
the ASB beams is offset by 200mm from the
edge of the slab to allow for access of the edgetrim (see Figure 2.6). The connection is detailed
as in Figure 3.16. Alternative details not
requiring this eccentricity, but requiring
additional fire protection to the exposed ASB,
are presented in Figures 2.7 and 3.17. The
equivalent detail of an RHS edge beam to a
RHS column is not eccentric, as shown in
Figure 3.18. For this reason, RHS edge beams
are preferred.
At internal columns using smaller RHS sections,
the ASB will project outside the column, in
which case bolted connections may be made
to plates welded to the RHS, as shown in
Figure 3.19.
The columns are detailed to be located within
a 300mm separating wall, which consists of
two 100mm C-sections with a 40mm gap, and
two layers of fire-resisting plasterboard. The
maximum column width is therefore 200mm
(i.e. 203 UKC or 200 x 200 RHS or 300 x 200
RHS). If the column size is increased to 254
UKC, an intumescent coating should be used
to provide adequate fire resistance. Where
columns align with partitions, exposed RHS
columns may be used, which are fire protected
by intumescent coating or filled with concrete.
An example of the use of RHS columns located
in a light steel separating wall is illustrated in
Figure 3.20.
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Figure 3.11
Structural layout for deep plan building – ASB edge beams and UKC columns.
Figure 3.12
Structural layout for deep plan building – ASB edge beams and UKC columns - propped.
1 6 5 x 1 5 2 T
@ 2 0 k g / m
S 2 7 5
1 6 5 x 1 5 2 T
@ 2 0 k g / m
S 2 7 5
280 ASB 100
2 8 0 A S B 7 4 o r
2 0 3 U K C 4 6 + p l a t e
1 6 5 x 1 5 2 T
@ 2 0 k g / m
S 2 7 5
280 ASB 100or 254 UKC 89 + plate
2 0 3 U K C
4 6 S 3 5 5
5 0 0 0
2 8 0 A S B 7 4
2 5 4 x 1 4 6 U K B 3 1
S 2 7 5
1 5 2 x 8 9 I
5400
280 ASB 100
300 deepNWC slabon CF225decking
2 2 0 0
280 ASB 100
4
8 0 0
254 x 146 UKB31S275
280 ASB 74
2 8 0 A S B 7 4
2 8 0 A S B 7 4
2 8
0 A S B 7 4
CF225
CF51
Stair Lift
Void
CF51
CF51
152x89 I 2 8 0 A S B 7 4 o r
2 0 3 U
K C 4 6 + p l a t e
2 8 0 A S B 7 4
w i t h a n c h o r e d r e - b a r s
o r 2 0 3 U K C 5 2 + p l a t e
1 6 5 x 1 5 2 T
@ 2 0 k
g / m S
2 7 5
1 6 5 x 1 5 2 T
@ 2 0 k g / m S
2 7 5
7500 7500 7500
6 7 0 0
2 0 3 U K C
8 6 S 3 5 5
2 0 3 U K C
8 6 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
4 6
S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
5 2 S 3 5 5
2 0 3 U K C
5 2 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
7 1 S 3 5 5
2 0 3 U K C
7 1
S 3 5 5
2 0 3 U K C
7 1 S 3 5 5
2 0 3 U K C
7 1 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5 280 ASB 100
or 254 UKC 89 + plate
280 ASB 74280 ASB 100
280 ASB 100or 254 UKC 89 + plate
280 ASB 74or 204 UKC 52 + plate280 ASB 100
or 254 UKC 89 + plate
280 ASB 74or 203 UKC 60 + plate
P P
P = Decking propped at construction stage
5400
4 8 0 0
2 8 0
A S B
7 4
2 8 0 A S B
1 0 0
2 8 0
A S B
7 4
CF225P
165 x 152 T
@20 kg/m S275
165 x 152 T
@20 kg/m S275
2 8 0 A S B
1 0 0
165 x 152 T
@20 kg/mS275
2 8 0
A S B
7 4
2 8 0 A S B
1 0 0
7500
2 8 0
A S B
7 4
o r 2 5 4 U K C 8 9
+ p
l a t e
2 8 0 A S B
1 0 0
o r 2 5 4 U K C 1 0
7 + p
l a t e
7500
280 ASB 74
or 203 UKC 46 + plate
280 ASB 74
with anchored re-barsor 203 UKC 46 + plate
2 5 4 x 1 4 6
U K B 3 1
S 2 7 5
1 5 2 x 8 9
IVoid
Stair Lift
C F 5 1
CF51 CF51
2 2 0 0
4 8 0 0
2 8 0
A S B
7 4
300 deepNWC slabon CF225
decking
165 x 152 T
@20 kg/m S275
280 ASB 74
254 x 146 UKB31
S275
2 8 0 A S B
7 4
165 x 152 T
@20 kg/m S275
280 ASB 74with anchored re-barsor 203 UKC 46 + plate
2 8 0
A S B
7 4
2 8 0
A S B
7 4
o r 2 5 4
U K C 8 9
+ p
l a t e
6 7 0 0
= Decking propped at construction stage
P
P
P P
P
P
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C 7 1 S 3 5 5
2 0 3 U K C
7 1
S 3 5 5
2 0 3 U K C
7 1
S 3 5 5
2 0 3 U K C
7 1 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C 5 2 S 3 5 5
2 0 3 U K C
5 2 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
8 6 S 3 5 5
2 0 3 U K C
8 6 S 3 5 5
2 0 3 U K C 4 6 S 3 5 5
280 ASB 74
with anchored re-barsor 203 UKC 46 + plate
7500
280 ASB 74with anchored re-barsor 203 UKC 46 + plate
280 ASB 74 or203 UKC 46 + plate
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1 6 5 x 1 5 2 T
@ 2 0 k g / m
S 2 7 5
1 6 5 x 1 5 2 T
@ 2 0 k g / m
S 2 7 5
5400
280 ASB 100 280 ASB 74
1 6 5 x 1 5 2 T
@ 2 0 k g / m
S 2 7 5
7500
2 5 0 x 1 5 0 x 6
. 3 R H S
+ p l a t e S 3 5 5
7500 7500
300 x 200 x 8.0 RHS
+ plate S355300 x 200 x 8.0 RHS
+ plate S355
250 x 150 x 8.0 RHS
+ plate S355
5 0 0 0
2 8 0 A S B 7 4
2 5 4 x 1 4 6 U K B 3 1
S 2 7 5
2 8 0
A S B 7 4
300 deepNWC slabon CF225decking
Void
Stair Lift
C F 5 1
C F 5 1 C
F 5
1
300 x 200 x 8.0 RHS
+ plate S355
2 8 0 A S B 7 4
300 x 200 x 8.0 RHS
+ plate S355
2 8 0 A S B 7 4
2 8 0 A S B
7 4
C F 2 2 5
1 5 0 x
9 0 I
150 x 90 I
152 x 89 I
250 x 150 x 8.0 RHS+ plate S355
1 6 5 x 1 5 2 T
@ 2 0 k g / m
S 2 7 5
1 6 5 x 1 5 2 T
@ 2 0 k g / m
S 2 7 5
2 5 0 x 1 5 0 x 6
. 3 R H S
+ p l a t e S 3 5 5
2 5 0
x 1 5 0 x 6
. 3 R H S
+ p l a t e S 3 5 5
2 2 0 0
4 8 0 0
6 7 0 0
3 0 0 x 2 0 0
x 1 0 . 0 R H S S 3 5 5
P = Decking propped at construction stage
3 0 0 x 2 0 0 x 1 0 . 0 R H S S 3 5 5
3 0 0 x 2 0 0 x 1 0 . 0 R H S S 3 5 5
2 5 0 x 1 5 0 x 8 . 0 R H S S 3 5 5
2 5 0 x 1 5 0 x 8 . 0 R H S S 3 5 5
2 5 0 x 1 5 0 x 8 . 0 R H S S 3 5 5
2 5 0 x 1 5 0 x 8 . 0 R H S
S 3 5 5
2 0 0 x 2 0 0 x 1 0 . 0 R H
S S 3 5 5
2 0 0 x 2 0 0 x 1 0 . 0 R H S S 3 5 5
2 0 0 x 2 0 0 x 1 0 . 0 R H S S 3 5 5
280 ASB 100
280 ASB 100280 ASB 100 280 ASB 74
3 0 0 x 2 0 0 x 1 0 . 0 R H S
S 3 5 5
2 5 0 x 1 5 0 x 8 . 0 R H S S 3 5 5
2 0 0 x 2 0 0
x 1 2 . 5 R H S S 3 5 5
2 0 0 x 2 0 0 x 1 2 . 5 R H S S 3 5 5
2 5 0 x 1 5 0 x 8 . 0 R H S S 3 5 5
2 0 0 x 2 0 0 x 1 0 . 0 R H S S 3 5 5
P P
Figure 3.13 Structural layout for deep plan building – RHS edge beams and
RHS columns as a wind moment frame option.
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2 8 0 A S B
7 4
280 ASB 74
2 8 0 A S B
7 4
280 ASB 74 280 ASB 74
2 8 0 A S B
7 4
3 0 0 x 2 0 0 x 6 . 3
R H S
+ p
l a t e
250 x 150 x 10.0 RHS
+ plate
280 ASB 74
Stair
2 8 0 A S B
1 0 0
Riser
Lift
2 8 0 A S B
1 0 0
2700 2100
250 x 150 x 10.0 RHS+ plate
250 x 150 x 10.0 RHS+ plate
300 deepNWC slabon CF225decking
280 ASB 74
2 5 4 x 1 4 6 U K
B 3 1
S 2 7 5
2 5 4 x 1 4 6 U K B
3 1
S 2 7 5
254 x 146 UKB31S275
2 0 3
x 1 3 3 U K B 2 5
S 2 7 5
2 0 3 x 1 3 3
U K B 2 5
S 2 7 5
2 8 0 A S B
1 3 6
3 0 0 x 2 0 0 x 1 2 . 5
R H S
+ p
l a t e
4 8 0 0
1 9 0 0
1 0 0 0
2 3 0 0
2 0
0 0
3 9 0 0
7 2 0 0
1200 4800 1200
72006300 6300
1 5 0 x 1 5 0 x 6 . 3 R H S S 3 5 5
2 5 0 x 1 5 0 x 8 . 0 R H S S 3 5 5
2 5 0 x 1 5 0 x 1 0 . 0 R H S S 3 5 5
2 0 0 x 2 0 0 x 1 2 . 5 R H S S 3 5 5
2 5 0 x 1 5 0 x 8 . 0 R H S S 3 5 5
2 5 0 x 1 5 0 x 8 . 0 R H S S 3 5 5
3 0 0 x 2 0 0 x 1 2 . 5 R H S S 3 5 5
250 x 150 x 10.0 RHS
+ plate
2 5 0 x 1 5 0 x 8 . 0 R H S S 3 5 5 250 x 150 x 10.0 RHS
+ plate
3 0 0 x 2 0 0 x 1 2 . 5 R H S
S 3 5 5
P
PP
2 5 0 x 1 5 0 x 8 . 0 R H S
S 3 5 5
1 5 0 x 1 5 0
x 6 . 3 R H S
S 3 5 5
2 0 0 x 2 0 0 x 1 0 . 0 R H S S 3 5 5
2 0 0 x 2 0 0 x 1 0 . 0 R H S S 3 5 5
2 0 0 x 2 0 0 x 1 0 . 0 R H S S 3 5 5
P = Decking propped at construction stage
2 8 0 A S B 7 4
280 ASB 74
2 8 0 A S B 7 4
165 x 152T @20 kg/m S275
165 x 152T @20 kg/m S275
2 8 0 A S B 7 4
2 8 0 A S B
7 4 o r
2 5 4 U K C 7 3 + p
l a t e
1200 4800 1200
72006300 6300
4 8 0 0
280 ASB 74
Stair
2 8 0 A S B
1 0 0
Riser
2 8 0 A S B 1 0 0
2700 2100
Lift
300 deepslab onCF225
decking280 ASB 74
2 5 4 x 1 4 6 U K B 3 1
S 2 7 5
254 x 146 UKB31S275
2 5 4 x 1 4 6 U K B 3 1
S 2 7 5
2 0 3 x 1 3 3 U K B 2 5
S 2 7 5
2 0 3 x 1 3 3 U K B 2 5
S 2 7 5
280 ASB 74with anchored re-barsor 203 UKC 71 + plate
2 8 0 A S B 1 3 6
2 0 3 U K C 8 6 S 3 5 5
2 8 0 A S B 1 0 0
o r 2 5 4 U K C + p l a t e
w i t h a n c h o r e d r e - b a r s
3 9 0 0
1 9 0 0
1 0 0 0
2 3 0 0
2 0 0 0
7 2 0 0
P = Decking propped at construction stage
PP
2 0 3 U K C 4 6 S 3 5 5
2 0 3 U K C
8 6 S 3 5 5
2 0 3 U K C 8 6 S 3 5 5
2 0 3 U K C 4 6 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C 8 6 S 3 5 5
2 0 3 U K C 4 6 S 3 5 5
2 0 3 U K C
4 6 S 3 5 5
2 0 3 U K C
5 2 S 3 5 5
2 0 3 U K C 4 6 S 3 5 5
2 0 3 U K C 4 6
S 3 5 5
1 5 2 U K C
3 0
S 3 5 5
1 5 2 U K C 3 0 S 3 5 5
280 ASB 74with anchored re-barsor 203 UKC 71 + plate
280 ASB 74with anchored re-bars
or 203 UKC 52 + plate
280 ASB 74with anchored re-bars
or 203 UKC 52 + plate
280 ASB 74with anchored re-bars
or 203 UKC 52 + plate
P
Figure 3.15
Structural layout for shallow plan building – RHS edge beams and RHS columns
acting as wind moment frame.
Figure 3.14
Structural layout for shallow plan building – ASB edge beams and UKC columns.
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203 UKC 86
Column
4 No. M 20bolts
300 x 300x 15 thk plate
4 No. M20g8.8 bolts
300 x 200 x 12 thk
ASB end plate
280 ASB 74edge beam
280 ASB 136
80 120
120
200
120
80
120
320 x 180x 12thk plate
Figure 3.16 ASB connection to edge column (showing eccentric detail).
120
31.5
80
4 No. M20g8.8 bolts
300 x 200 x 12 thk ASB end plate
280 ASB 74edge beam
120
203 UKC 86Column
280 ASB 136320 x 200
x 12thk plate
4 No. M 20bolts
80 120
140
Figure 3.17 ASB connection to edge column (no eccentricity).
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320 x 200x 12thk plate
250 x 150 x 10 thk RHS column
4 No. M 20Hollo-bolts
280 ASB 136
170 x 430x 12 thk plate
M20 Hollo-boltsin 33 O/ holes
280 ASB 136
250 x 150 x 6.3 thk RHS Slimflor® beamand 15 mm thk plate
80 120
120
70
50
10010
40
(min.)
Figure 3.18 RHS edge beam connection to RHS column.
100
ASB
Tie beamcut from457 x 191 UKB
ASB
Tie beamcut from457 x 191 UKB
Facade line Facade line
Facade line Facade line
(a) Column on centre-line of edge beam
(c) Plan on column in (a) (d) Plan on column in (b)
(c) Column along facade line
20050
200
100
50
50 50 100
50
200
360
300
20 mmdia. bolt
150
80
300
SHS column
Flowdrillbolt holes(20 mm dia.)
12
12
200
300
Seating platewelded betweenend plates
Seating platewelded betweenend plates
50
Figure 3.19 ASB bolted connections to RHS column.
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Table 3.1 Summary of steel weights kg/m2 for various structural options.
A typical detail of a light steel separating wall
at a RHS column is illustrated in Figure 3.20.
The wall thickness is 300mm when using a200 x 200 RHS column. The wall thickness will
increase if larger columns are used.
Material usage
The typical steel usage for a six-storey building
(relative to the gross floor area) is:
● Beams 32-38kg/m2
● Columns 7-10kg/m2
● Bracing, secondary beams 1-3kg/m2
The precise values for the various structural
options are presented in Table 3.1. A steel
weight of 40-45kg/m2 may be used for scheme
design using Slimdek ®, increasing to 50kg/m2
for more complex building shapes.
The structural arrangement can be adapted to
any sensible plan form.
It is apparent that the weight increase in the
steel structure is negligible for this six-storey
building when designing using the ‘wind
moment’ principle. However, the connections
may be more complex.
The self-weight of the 300mm-deep composite
slab is 350kg/m2 in normal weight concrete,
which requires propping during construction
for spans in excess of 6m. However, the
self-weight is reduced to 280kg/m2 when
lightweight concrete is used, which does not
require propping for spans of up to 6.3m.
19 mm plank
12 mm fireresisting board
Mineral wool insulation
30 mm thick dense mineralwool board
200 x 200SHS column
100
100
38 300
Figure 3.20 Detail of separating wall at RHS column.
Slimdek® residential pattern book The application of Slimdek®
Beams Edge Columns Bracing
Beams
ASB ASB UKC Braced 33 7 1 41
Wind
ASB RHS RHS moment 35 8 – 43
frame
Braced -
ASB ASB UKC slab span 33 8 1 42
longitudunal
Braced -
ASB ASB UKC slab span 39 8 1 48
transverse
Wind
ASB ASB UKC moment 39 8 - 47
frame
Wind
ASB RHS RHS moment 38 9 - 47
frame
Structural weights (kg/m2)
Beams Columns Bracing
Building
Options
Shallow
Plan
Form
Deep
Plan
Form
Total
kg/m2
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In the first case, no vertical load is transferred
to the structure or façade of the building, but
the modules are attached to the structure for
horizontal restraint. In the second case, the size
of the balcony is limited in order to reduce the
moments that are transferred to the internal
structure. In the third case, the ties can be
relatively unobtrusive but vertical ties willrequire a projecting structure such as a roof
truss, to carry the loads on all the balconies.
In conventional concrete construction, the slab
is continued outside the building envelope to
form a balcony or other projection. However,
this is no longer the preferred solution
because of the need to prevent ‘cold bridging’
through the slab, to meet the new Part L
Building Regulations. It is now necessary to
provide a ‘thermal break’ in the slab, or toinsulate it externally.
Types of balcony
Modern balconies are usually prefabricated
steel units, which are attached to the internal
structure by brackets or through posts, so that
‘thermal bridging’ effects can be minimised.
The three generic balcony systems are
detailed below:
1. Stacked ground-supported modules, which
may be installed as a group by lifting into
place. The columns extend to ground level.
2. Cantilever balconies, achieved by either:- Moment connections to brackets attached
to torsionally stiff edge beams.
- Moment connections to ‘wind-posts’
connected between adjacent floors.
3. Tied balconies achieved by either:
- Ties back to wind-posts or to the floor
above.
- Vertical ties to a supporting structure
located at roof level.
Figure 4.1 Steel balconies attached to curved edge beam in Slimdek ® at Harlequin Court, London (Goddard Manton Architects).
Steel balconies and parapets
Balconies and terraces are important additions to modern urban living,which often require interesting architectural solutions.
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Balcony attachments in Slimdek®
In Slimdek®, RHS edge beams are torsionally
very stiff and are recommended for
cantilever attachments of balconies, where
brackets are welded to them. To minimise
‘cold bridging’, a single bracket at each side
of the balcony should be used.
Wind-posts may be bolted to the top and
bottom of ASB edge beams or to fin plates
welded to RHS edge beams. They are
designed to resist moments developed by
the cantilever balcony and can be relatively
large. Again, RHS sections may be
preferred. The attachment of balconies to acurved façade in Slimdek® is illustrated in
Figure 4.1.
50 200
Facade line
Slab level
Cut inedge trim
Bolted connection
a) Bracket connection to ASB b) Longitudinal view of bracket
Figure 4.2 Bracket attachment to ASB edge beam.
Facade line Facade line
a) Pre-welded cantilevers b) Bracket or fin attachment
Figure 4.3 Cantilever or fin attachments to RHS edge beams.
Details of various forms of attachment of
balconies to RHS and ASB edge beams are
illustrated in Figure 4.2 and Figure 4.3. They
are designed to minimise ‘cold bridging’.
The support of a tied steel balcony to ASB
edge beams is illustrated in Figure 4.4. The
fin plate welded to the ASB provides a direct
attachment both for the balcony and for
the tie to the balcony below, and minimises
‘cold bridging’. Torsional effects are resisted
by the continuity effect of the slab, when
the deck ribs are orientated as in this figure.
When the deck ribs are orientated parallel
to the ASB, and it is merely acting as a
cladding support, torsional effects shouldbe tak
top related