THE
CELLULAR
BEAM
POCKET GUIDE
ENTRUSTED TO DESIGN AND DELIVER METAL SOLUTIONS
Cellular Beams
Kloeckner Metals UK Westok pioneered the use of cellular beams in the UK, and is the inventor and patent
holder of the Westok Cellular Beam and the Ultra Shallow Floor Beam® (USFB), a unique and innovative range of
floor and roof beams. We also manufacture solid web and cellular plated beams - the Westok Plate Beam
(WPB).
We are a specialist steelwork fabricator and designer who drives economy into the design of steel framed
structures by providing an unrivalled range of cellular, shallow and plated beam solutions and software packages.
Over the past twenty five years, we have established an impressive track record of delivery across a diverse range
of sectors in the UK, Ireland and further afield.
Our team of structural engineers can assist at any stage of the design process. Kloeckner Metals UK Westok
engineers can call upon many years’ experience to offer free and impartial advise. Our engineers can provide
calculations, assist with the analysis and design of the steel frame, facilitate design workshops, attend design
team meetings, visit site and assist with BIM co-ordination. We also offer free CPD Seminars. To use any of
these services, contact your local Technical Advisory Engineer. Free analysis, design and BIM software is
available from www.kloecknerwestok.com.
John Callanan
BA BAI MSc. CEng MIEI MIStructE
Design Team Leader
[email protected]
Tel: +44 (0)113 205 5270
Mob: +44 (0)7920 500 413
Walter Swann
Gl
BEng CEng MIStructE
Ed
Technical Advisory Engineer
[email protected]
Mob: +44 (0)7734 985 140
Martin Baugh
Mi
Bel
BSc CEng FICE FIStructE
Li
Ma
Technical Advisory Engineer
Hu
Le
[email protected]
Mob: +44 (0)7554 334 751
Sh
Du
Gal
Lim
Kevin Small
Bi
Technical Advisory Engineer
[email protected]
Co
Ca
Ox
Br
Lo
Tel: +44 (0)113 205 5270
James Way
BEng CEng MICE
Technical Advisory Engineer
[email protected]
Mob: +44 (0)7786 701 452
Care has been taken to ensure to the best of our knowledge that all data and information contained herein is accurate to the extent that it relates to either
matters of fact or accepted practice or matters of opinion at the time of publication. However, Kloeckner Metals UK Westok, the authors and reviewers
assume no responsibility for any errors in or misinterpretations of such data and/or information or any loss or damage arising from or related to its use.
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CONTENTS
4
Westok
cellular beams
What is a Westok cellular beam? | How are they manufactured? | Asymmetric sections |
Ribbon cuts | Workmanship
6 Applications
Floor beams | Roof beams | Westok Curves | Tapered beams
12Specification
How to specify Westok beams | Simple specification for standard Westok beams |
Tabular specification for more complex designs
14Detailing
Setting out the cells | Value Engineering - detailing out infills |
Primary beams and spine beams | Optimising cell pitch
16Connections
Simple connections | Splices
17
Economic design of Westok beams
18Understanding cellular beams
Vertical shear | Horizontal shear | Vierendeel bending | Web-post buckling
19Fire
Fire protection | Fire engineering with cellular beams
20
USFBs - Ultra Shallow Floor Beams
21
WPBs - Westok Plate Beams
21
What product where?
22Software
Integration with 3rd party software
24 Quick Sizing Guide
27
References
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3
Westok cellular beams
What is a Westok cellular beam?
It is a modern version of the traditional “castellated beam”, but far more flexible and with a greater range and
depth of applications.
Flexible
Fl
Flexible
ex
ib
l
e
Figure 1.
How are they manufactured?
A steel Universal Beam (UB) or Universal Column (UC) is expanded using a unique two pass cutting process that
results in a beam approximately 40 - 60% deeper than the parent section from which it was made. The exact
finished depth is a function of both the cell diameter and cell spacing, and all three are highly flexible. Available
in increments of 1mm to optimise.
The resulting Westok cellular beam has, approximately, a 50% greater section modulus/load carrying capacity
and a 125% increase in inertia/stiffness relative to the original parent section properties, but, with no increase
in weight.
Asymmetric sections
When a section is split using the Westok process two identical tees are created. A further layer of flexibility can be
added by combining top and bottom tees from different parent sections to create an asymmetric section. As tees
are created in pairs, for efficient use of material asymmetric sections should be designed in pairs too. Asymmetric
sections can be used in composite floor construction to produce very light highly design efficient beams, but
they can also be useful where there is instability of the compression flange, for instance in spine beams on single
storey buildings.
Asymmetric cellular beam for
composite applications
Asymmetric cellular
spine beam
Design asymmetric sections in “pairs” for efficient use of material
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Westok cellular beams
Ribbon cuts
In the splitting process used to create a Westok beam, the two cuts are separated by 10mm, and produce two
identical tee sections. This separation distance is required for manufacturing purposes. The cut is a repeat pattern
producing multiple cells at regular spacings throughout the beam, perfect for accommodating both current and
future servicing requirements in modern commercial buildings.
The “default” ribbon cut with 10mm separation
It’s a simple matter to separate the two cuts further, to create identical tees of a prescribed depth. Where depth
and servicing provision are critical, this allows beams to be designed and manufactured to an exact depth and
with a fixed vertical dimension to the centre of the cells.
This is sometimes referred to
as a ‘ribbon cut’ as a ribbon of
material is left behind.
Bespoke ribbon cut with increased separation to create designer depth beams
Workmanship
Full penetration butt welds are used at each web-post when assembling the Westok beams. All workmanship is
to BS EN 1090 and carried out to EXC 2 as standard. Westok are certified to EXC 4, and so can manufacture to
more rigorous standards if required.
Terminology
Cell Pitch
Web Post
Ce
l
lD
ia
m
et
er
Top Tee
Bottom Tee
Note: in asymmetric sections the top and bottom tee depths may be different,
therefore the centre line of the cell may not be at the mid-depth of the section.
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5
Applications
Floor beams
The major use of cellular beams is as simply supported secondary floor beams to achieve either clear open spans
and/or service integration. Also, where a deeper beam is permitted a Westok will be more economical than a
heavy UB section.
Increasing economy
Services requirement
< 9m span
< 12m span
> 12m span
USFB
3
33
Single service opening
3
33
333
Normal/heavy services
33
333
333
No services
USFB = Westok Ultra Shallow Floor Beam
Clear span secondary, short span primary
Choosing the most appropriate grid layout is key to efficient and economic design. The optimum floor layout
uses Westok beams as clear span secondaries; the primary member can be a plain UB, a Westok cellular beam
or a Westok plate beam.
CLEAR SPAN SECONDARY LAYOUT
3
CLEAR SPAN PRIMARY LAYOUT
Westok beam
UB
UB
UB
UB
UB
UB
Westok beam
Westok beam
UB / Westok*
UB / Westok*
Westok beam
7
Westok beam
* Dependent on services, load and grid dimensions
As well as being a better technical solution, the clear span secondary layout offers: • More options, either
- Shallow construction – beams with a span/d ratio as high as 35 possible
- Deeper beams with large openings for services – typical span/d of 20
- Anything in between!
• Lower piece count therefore quicker fabrication and erection
• Improved footfall response
• More favourable A/V ratios for fire protection resulting in lower coating thicknesses and fewer coats
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Increasing economy
SPAN REQUIREMENT
Applications
Deflections
Deflections of long span beams can often require the specification of costly pre-cambers. Westok beams are
pre-cambered as part of the manufacturing process without additional cost, unlike UBs and plate beams. Precambers up to 50mm are free of charge.
Increasing economy
Cambers are generally chosen to offset the deflection due to the self-weight of the composite slab and
steelwork, however they should also be sufficiently pronounced so that they can easily be identified in the
steelwork contractors workshop and also on site. As a guide cambers should be no less than 10mm or span/1000,
whichever is the greater.
There is often concern about whether cambers will “drop out”. Selecting a suitable value is something of an
art, and when choosing, consideration should be given to the stiffness of the frame, type of connections and
proximity to any stiff cores etc. SCI P300 (pg 59) offers the following guidance
“ … a general rule of thumb is to design any pre-cambering to eliminate no more than two thirds of the dead
load deflection”.
Accuracy of pre-cambers
Cambers in Westok beams are “built in” as part of the assembly and manufacturing process. Consequently the
accuracy of the cambers far exceeds the requirements of the National Structural Steelwork Specification (NSSS).
Please consult Westok with project specific requirements.
Cast to level or cast to thickness?
Levelling of composite floors is carried out in one of three ways:1)Tamping rails or levelling pins, supported on the beams acting as a datum, are set to the intended
structural floor level.
2)Tamping rails or levelling pins, supported on the beams acting as a datum, are set to achieve a
constant thickness of concrete relative to the top of the beams.
3)Rigid columns are used as datum points for laser levelling. Levelling equipment is then used to
produce a level upper concrete surface, irrespective of the deflection of the supporting steelwork or
of the specified thickness of the concrete being laid – a technique known as “flood pour”.
The relative merits of each method is discussed in SCI Advisory Desk Note AD 344. If significant cambers are
being specified, method 2 (cast to thickness) will ensure that the nominal slab thickness required by design at
mid-span is achieved on site.
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Applications
Ponding
Westok beams are easily pre-cambered to counteract the effect of self-weight deflection of composite slab
and beam. If the composite deck deflection exceeds prescribed limits at construction stage however, then an
allowance in the loads should be made for “ponding”. SCI publication P300 offers the following advice
“… if the central deflection of the sheeting d is greater than 1/10 of the slab thickness, ponding should be
allowed for. In this situation the nominal thickness of the concrete over the complete span may be assumed
to be increased by 0.7d”.
Using this guidance for a 3m span slab of 150mm overall depth, if the construction stage deflection exceeds
span/200 then ponding should be allowed for in the design. Most decking software automatically allows for this
in the design of the metal deck, however, ponding effects are not allowed for in the Cellbeam software and need
to be user defined where appropriate.
Footfall Response of Clear Span Floors
Client specifications often include a performance requirement for floors in the form of a maximum permitted
response factor - low response factors indicating better performance. Clear span floors have higher modal
mass than short span solutions, often double, and so easily meet the criteria for general office floors of 8. SCI
publication P354 offers advice on appropriate acceptance criteria and presents a simplified hand calculation
method, the basis of our freely available vibration analysis package Cellvibe, as well as advice on more rigorous
FE modelling.
When considering response characteristics of a floor plate it is worth noting that: 1)A clear span secondary arrangement will outperform a clear span primary arrangement.
2)Longer spans will outperform shorter spans
3)Normal weight concrete will outperform lightweight concrete.
4)A re-entrant deck will provide an improvement of approximately 1 in the response factor relative to
a trapezoidal profile - on account of the increased mass.
5)An increase in concrete depth of 10mm, irrespective of the decking profile used, will see an
improvement of approximately 1 in the response factor.
Typical response factors for clear span floors are given in the quick sizing guide of this booklet.
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Applications
Roof beams
The perfect application for a Westok cellular beam in a roof application is as a simply supported rafter. At spans
of approximately 20m or more a cellular rafter will be lighter than a plain UB section and cheaper to fabricate
than a truss. If a curved section is required the cost savings are compounded compared to a curved plain UB.
SPAN REQUIREMENT
Rafter type
< 20m
20 – 40m
> 40m
Straight simply supported
33
333
333
Curved simply supported
333
333
333
A plastically designed portal frame is a very efficient structural form. Unfortunately cellular beams are not
suitable for plastic analysis, but they can often offer cost and weight savings at larger spans when elastic
design is more appropriate. Where curved rafters are required the in-house curving capability at Kloeckner
Westok allows cost and material savings to be made.
SPAN REQUIREMENT
Frame type
< 20m
20 – 40m
> 40m
Pitched portal
8
3
33
Curved portal
3
33
333
Portal Frame or Braced Box?
Although extremely efficient, portal frames have one or two disadvantages. Stanchions can become relatively
large, particularly for larger spans, and compromise the spatial requirements of the client. Also, haunches can
become deep adding height and cost to the building. The uplift in frame weight and cost of a “braced box”
approach utilising roof and wall bracing is often relatively modest. It permits the use of slender columns,
maximising usable floor space, minimising building height and so reducing the area of cladding required providing
savings in total build cost.
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Applications
Westok Curves
Many cellular beams can be curved “in house” at little or no cost, providing significant cost savings compared to
curved plain beams. However, for certain tight curves and for Westok beams manufactured from 610 UBs and
above or 356 x 368 UCs and above, Westok work with a specialist section bending company. It’s best to
contact Westok to discuss the curving requirements on any particular project, but the rules of thumb below
give an indication of what’s possible for curving about the major axis.
Minimum radius for an “in-house” Westok curve: 30 – 80m dependant on bar length (for all sections up to and
including a 533 x 210 UB and 305 x 305 UC). Minimum radius for a curve in collaboration with a section
bending company, 35 times the beam depth.
Tapered cellular beams
Cellular beams provide the most economical method to create tapered steel members.
Profile at the angle of
required taper
Spin one tee 180°
and re-weld
Tapered beams can have cells of uniform diameter, cells of varying diameter, or no cells. This affects the
relative cost.
MINIMUM COST
MEDIUM COST
HIGHEST COST
10
Uniform diameter cells full length - provides the
most efficient design, combined with the minimum
amount of weld length.
Bespoke cells that vary in diameter - also minimises
weld length but the design is likely to be slightly
heavier.
No cells - The beam is not expanded so is heavier
than a cellular taper. It also requires a long length
of weld, and so there is difficulty in maintain
straightness due to the heat input necessary.
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Applications
Cantilever Roof Members
Cellular beams are frequently the preferred choice for cantilevers, providing great depth and therefore huge
inertia at the support and minimum depth and therefore minimal weight at the tip. Long cantilevers are often
designed using two or even three different beam sizes to minimise the overall weight of the rafter.
15m
13m
762 x 267 x 173kg/m
457 x 191 x 74kg/m
Cantilever compound taper used at Carlisle United FC
A Different Approach to Pitched Roofs
Where column depths need to be minimised or where eaves height is critical the traditional haunched portal
frame can compromise a client’s spacial requirements. A tapered cellular beam solution, as shown below, as
part of a braced frame can provide a different approach, reducing the height at the eaves and allowing the use of
slender columns maximising useable floor area and minimising envelope cost.
A tapered beam minimises
the height to the underside
of the eaves.
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The deepest point of
a tapered rafter is at
mid-span where the
maximum inertia
is required
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Specification
How to specify Westok beams
There are seven pieces of information required to tie down the specification of any Westok beam. They are: 1. The overall depth
2. The top tee section size
3. The top tee depth (for ribbon cuts)
4. The bottom tee section size
5. The cell diameter
6. The cell pitch or spacing
7. The distance to the first cell from a setting out point
Simple specification for standard Westok beams
Symmetric Westok beams designed and manufactured using the standard cut can be called off on plan using a
simple line specification as shown below.
overall depth
mass/m
cell diameter
WESTOK 796 X 210 X 82 CB (575/725)
Serial width of top and bottom tees
“CB” denotes cellular beam
cell pitch
If the distance to the first cell relative to an appropriate grid is indicated on the drawings, then this together with
any cambering requirements gives all the information required for manufacture.
Asymmetric sections can be called off in a similar way, see below. In this case the asymmetric section comprises
a 457 x 152 UB 60 top tee and a 533 x 210 UB 101. The average mass/m of the cellular beam is (60+101)/2=80.5
kg/m and is quoted in the specification.
“ACB” denotes asymmetric cellular beam
WESTOK 674 X 152/210 X 80.5 ACB (450/695)
Serial width of top tee
mass/m of cellular beam
Serial width of bottom tee
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Specification
Tabular specification for more complex designs
Where the design requires the use of “ribbon cuts” or more comprehensive information needs to be communicated,
such as cambers or stud data, a tabular approach to specification can be helpful. Data to assist fire
applicators can easily be accommodated in a table too. The “Add-To-Table” function in the
Cellbeam software automatically produces an Excel spreadsheet populated with all of the necessary
information to make specification simple and straightforward.
Beam
Mark
CB1
ACB1
Overall
Depth
TEE DETAILS
(mm)
Section
Mass
Grade kg/m
TOP
533 x 210 UB 82
S355
BOT
533 x 210 UB 82
S355
TOP
457 x 152 UB 60
S355
BOT
533 x 210 UB 101
S355
796
574
Top Tee
(mm)
Factored
CELL DATA
Depth
Dia
Reaction
Pitch
Dist to 1st
Relative
(mm) (mm)
cell (mm)
to grid
Camber
(kN)
(mm)
82
398
575
725
638
A
95
50
80.5
317
450
695
638
5
205
25
SHEAR
CONNECTORS
19mm dia
95mm LAW
N/A
1 stud every
trough
Availability
“Populars” are those steel sections up to and including a 610 x 229 UB 140 and 305 x 305 UC 283. They roll at
the mills very frequently, often on a 4 week cycle, and are widely available from stock. “Heavies” are all of the
deeper and heavier sections above. They tend to roll less frequently, usually a 6 to 8 week cycle, and whilst still
readily available are less widely stocked and come at a cost premium compared to populars. The standard grade
for both populars and heavies is S355J0.
Westok cellular beams are always made from stock sections, and so can be manufactured and delivered
very quickly.
CE Marking
Westok manufacture cellular beams in accordance with the National Structural Steelwork Specification (NSSS)
as standard. This covers EXC2 (Execution Class 2) requirements to BS EN-1090, which is adequate for most
building structures. However, certification is held for EXC4, so projects with more demanding requirements such
as stadia or nuclear work can also be catered for.
Testing
Weld testing is carried out in accordance with the frequency and requirements of BS EN 1090, but more stringent
project specific testing is available.
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Detailing
Setting out the cells
Cellular beams are often chosen for service integration, so it’s crucial that appropriate attention is given to cell
setting out to ensure that cells are aligned to allow the passage of services. Vertical alignment of the cells relative
to the top flange of the beam is controlled by the specification of the top tee depth, which is a function of the
serial size and any ribbon cut requirements. Horizontal alignment is controlled by specifying the distance to the
first cell on all beams, relative to a setting out point, commonly a grid line.
Value engineering – detailing out infills
Structural infills are those required as part of the design of the Westok beam, and with appropriate application
of the product and careful application, they are easily designed out/minimised. Non-structural infills are those
needed to facilitate a connection. With careful detailing they can often be eliminated altogether, and a useful
rule of thumb is to ensure there is no more than one infill per beam.
In a serviced floor the best approach is to optimise the cell pitch so that no infills are required for the beams
on grid. This cell layout is also used for the intermediate beams, and ensures horizontal alignment of cells. This
approach limits the infills to two half infills on each of the intermediate beams as shown in the diagram, or the
fabricator can eliminate infills altogether by using extended fin plate connections between the primary and
secondary beams.
CB1 (full web post)
CB1
CB2
CB2 (½ infill)
CB2
CB1
Note: the ½ infills could be eliminated
with use of extended fin plates
The optimum cell pitch for the beams on grid (CB1) can be found using the formula below.
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Detailing
Primary beams and spine beams
The cell pitch for a primary beam or spine beam should be chosen such that it is a multiple of the beam spacing.
This, combined with a reasonably proportioned web-post should allow connections to be made without the need
to infill cells.
In addition valley/spine beams in single storey buildings can be “set up” into the purlin zone and proportioned to
accommodate the incoming rafter, simplifying fabrication and erection and driving out cost.
Simple connection into a cellular valley beam
Costly dropped haunch beneath a plain valley beam
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15
Connections
Simple shear connections
Simple shear connections in cellular beams are straightforward, and the guidance offered in the green books
(P212 and P358) can very easily be adapted. The details below are in addition to the standard checking procedures
for any simple beam connection. Put simply, if there is less than half a standard web-post (So) at the end of a
beam (Se) then provide a half infill.
So
Se
So
Se,N
Beams without notched ends
Beams with notches
If se ≥ s0/2 no infill required
If se,N ≥ s0/2 no infill required
If se < s0/2 provide half infill (dotted)
If se,N < s0/2 provide half infill
Splice connections
Splice connections will more often be required for non-composite roof beams. The moment in a non-composite
beam is resisted by complimentary axial compression and tension in the top and bottom tees. A connection that
works in a similar way is preferred. In the case of flush end-plates, web-tension local to the cell may become
critical requiring a half infill.
Extended end-plate connection
Cover plate splice connection
A 10% reduction in applied moment makes a big difference in connection design. The common practice of
locating splices at third points in simple beams should be observed where possible. Specifiers should also quote
the actual applied moment rather than section capacity for connection design.
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Economic design of Westok beams
The art of economic design involves striking the right balance between efficient individual member design, and
rationalising the number of different beams types for production and structural detailing efficiency.
It’s good practice to size Westok beams in “pairs”, particularly for asymmetric beams which have top and bottom
tee’s manufactured from different serial sizes, but also for cambered and curved beams too. Breaking a project
down into “bays” and adopting a standard cell diameter and pitch for each “bay” can also improve
production efficiency and ensure cell alignment for service routes.
Kloeckner Metals UK Westok offers a free design service and our engineers are widely experienced solving
the many problems encountered by engineers as they scheme up, and design the steel frame. Talk to your
local Advisory Engineer to understand how we can assist.
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17
Understanding cellular beams
Cellular beams resist global bending by means of a simple couple that is set up between the top and bottom
tees in the case of a non-composite beam, and in the case of a composite beam between the concrete slab and
the steel section.
The first step in successful sizing is to ensure that the overall beam has the correct proportions. In the output
panel of the Cellbeam software the “Moment Shear Utilisation” check gives a measure of how well-proportioned
the beam is for overall bending. For efficient design it should be between 0.9 and 1.0. With a beam of the correct
proportions for global bending attention can now be given to the secondary checks required at each cell location.
Vertical shear is resisted by the webs of the top and bottom tees. Shear capacity can be increased by decreasing
the cell diameter of the cell, or choosing tee sections with thicker webs.
Horizontal shear is developed in each web-post due to the change in moment across the cell. In simply
supported beams subject to uniform load, the critical web-post will always be the first web-post in from the
support. Web-post shear capacity can be increased by increasing the cell pitch, decreasing the cell diameter, or
choosing tee sections with thicker webs.
Vierendeel bending occurs in the top and bottom tees due to the transfer of shear force across the openings.
The software then checks every cell for the combination of shear, axial force and secondary Vierrendeel bending.
In simply supported beams subject to uniform load the critical cells will be those closest local to the mid-span
of the beam. Vierendeel capacity can be increased by closing the cell pitch, using a smaller diameter cell, using
heavier tee sections.
Web-post buckling occurs as a result of the horizontal shear at the centre line of the cell. It is a function of the
web-post width and it’s slenderness (effective height divided by web thickness). Web post buckling capacity can
be increased by increasing the cell pitch or decreasing the cell diameter to reduce its slenderness.
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Fire
Fire Protection
Fire protection of cellular beams using “passive materials” such as boards or cementitious sprays can be
applied in the same way as for a plain rolled section. For intumescent, the ASFP (Association of Specialist Fire
Protection) and the SCI have worked together to establish a thorough system. Westok cellular beams may be
protected by any ASFP accredited material using the limiting temperatures from the Cellbeam software.
Alternatively ASFP members can refer to their own publications.
The Cellbeam software calculates the critical temperature for the web and bottom flange of the cellular beam.
By stating these critical temperatures on drawings the Engineer ensures maximum competition for the fire
protection package. Armed with this information, any fire protection contractor or intumescent manufacturer is
quickly able to calculate their optimum product and correct coating thickness.
Fire Engineering with Cellular Beams
Various options exist to “fire engineer” structural frames which use cellular beams.
• Beam optimisation for intumescents
It may be beneficial to slightly increase the steel section if this allows a significantly thinner coat of intumescent
to be used. It is likely that this will only be viable in 120 minute fire ratings, and in very lightweight beams with
high section factors.
• Unprotected alternate floor beams
An increasingly popular approach uses the method described in SCI publication P288, in which up to half the
number of floor beams can be left unprotected, even for buildings requiring 120 minute fire period. Long span
cellular beams are included in this approach.
• Unprotected steel frames
BS 5950 Part 8 and BS 9999 allow many steel frames requiring a fire protection period of 30 or 45 minutes to
be totally designed without fire protection.
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19
USFBs
The USFB (Ultra Shallow Floor Beam) massively extends the range of shallow steel options for the flat
slab market. USFBs can be as shallow as 160mm, rising in 1mm increments. The USFB is a highly asymmetric
section with a wide bottom flange on which the decking or pre-cast units can sit producing a very shallow overall
solution. Cells are provided at regular centres which accommodates rebar for torsional resistance and tying
requirements for disproportionate collapse. Unlike other upstand beam options, the USFB is not subject to any
minimum order quantities, is available in increments of 1mm depth and does not require the costly provision of
additional plates or angle sections to be welded to the beam to provide an outstand element. Therefore, the
USFB is perhaps the most flexible, practical and cost-efficient approach to achieving an up-stand beam in the
market.
The table below shows USFB equivalents to rolled ASB sections, based on geometric properties only.
This will prove useful for engineers seeking a quick USFB alternative, to a ASB. All USFB equivalents
must be proven by calculation using our Cellbeam software. Experience suggests that significant economies
can be made when engineers design the USFB section in lieu of the ASB. Cellbeam is available, free of charge,
from www.kloecknerwestok.com
USFB geometric equivalents to rolled ASBs
TOP FLANGE
Section
BOTTOM FLANGE
Depth
Width
Thickness
Width
Thickness
Inertia
Modulus
h
bt
tf,t
bb
tf,b
Iz
Wpl,z
A
mm
mm
mm
mm
mm
cm4
cm3
cm2
Area
280 ASB 74
272
275
14.0
285
14.0
12200
978
93.7
265 x 203/305 USFB 91.5
265
209.1
20.5
305.3
15.4
14835
1171
105.2
280 ASB 100
276
184
16.0
294
16.0
15500
1290
120.9
276 x 203/305 USFB 117.6
276
209.1
20.5
304.8
19.7
17687
1289
120.9
280 ASB 105
288
176
22.0
286
22.0
19200
1440
133.0
288 x 254/368 USFB 118
288
258.8
20.5
368.6
17.5
22723
1654
136.0
280 ASB 124
296
178
26.0
288
26.0
23500
1730
158.0
296 x 254/368 USFB 130.5
296
261.3
25.3
368.6
17.5
26457
1971
151.0
280 ASB 136
288
190
22.0
300
22.0
22200
1810
174.0
288 x 254/368 USFB 130.5
288
261.3
25.3
368.6
17.5
24894
1911
150.0
300 ASB 153
310
190
24.0
300
24.0
28400
2160
195.0
310 x 254/368 USFB 172.1
310
265.2
31.7
372.2
23.8
36799
2636
199.0
300 ASB 155
326
179
32.0
289
32.0
34500
2360
198.0
326 x 254/368 USFB 172.1
326
265.2
31.2
372.6
23.8
41296
2811
201.0
300 ASB 185
320
195
29.0
305
29.0
35700
2660
235.0
320 x 305/419 USFB 270.7
320
314.5
31.4
418.5
32.0
50620
3335
266.0
300 ASB 196
342
183
40.0
293
40.0
45900
3060
249.0
342 x 305/419 USFB 291.7
342
318.4
37.7
418.5
32.0
63999
4208
294.0
300 ASB 249
342
203
40.0
313
40.0
52900
3760
318.0
342 x 305/419 USFB 335.4
342
322.2
44.1
420.5
36.6
71589
4717
339.0
20
www.kloecknerwestok.com
Westok Plate Beams
e
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m
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The Westok Plate Beam is manufactured using advanced welding technology on a
submerged-arc T & I line. It provides the optimum bespoke beam solution in shape and web aperture.
The WPB is used in applications where there is a requirement to achieve one or both of the following:
• The transfer of particularly heavy loads, where the capacity of a Westok cellular beam is exceeded
• A specific arrangement of web penetrations of varying size and location - “any hole, anywhere”
Westok Plate Beams generally become more economic at beam weights of 150kg/m and above,
e e
e
e m
ee
e e e e
me
T e e
e
ee
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ee
em
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m
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What product where?
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However, it
also creates a dilemma for the Designer; what applications suit which particular products? Our
Technical Advisory Engineers objectively recommend the right product for the right application based on a
technical and commercial basis, but the simple guidance below will help Designers.
Westok Cellular Beams should be the first choice for:
• Secondary floor beams
• Primary beams where many cells at regular spacing are required
• Straight roof beams
• Curved roof beams
• Tapered roof beams
Westok Plate Beams should be considered for:
• Beams subject to heavy point loads
• Primary beams where the servicing requirement can be relaxed
• Beams where bespoke web openings of different sizes and locations are required
• Beams heavier than 150 kg/m however speak to our advisory engineers as it is best to consider each
project/application on its merits
• Westok Plate Columns should be considered for:
• * Applications such as high Valley Columns or Wind-Posts in single-story sheds
Westok USFBs should be considered for:
• Shallow floor solutions up to approximately 10m span
• Where a level soffit is required
www.
e
e
e
.com
21
Software
SCI Cellbeam Software
Cellbeam is the only cellular beam software written and maintained
by the Steel Construction Institute. It is available as a free
download from www.kloecknerwestok.com. V10.1 will be
upgraded to V10.2 towards the end of June 2016.
Westok’s Advisory Engineers also use the same software to
design cellular beams. Westok has no access to the source code
of the program and SCI’s decisions are final on a ll aspects of the
design rules employed within it.
VERS10 N
.2
USFB™ Software
SCI and Westok have also released software to software to aid design of Ultra
Shallow Floor Beams (USFBs). This is embedded within Cellbeam.
CellVibe software
Client specifiations often include a performance requirement
for the structural floors in the form of a maximum permitted
response factor. CellVibe is an extremely quick and easy tool
to use that determines the response characteristics of a floor
in accordance with SCI publication P354.
Westok Plate Beam software
Plate beams can be designed quickly and easily using the Westok Plate Beam
software. The software is written by Tekla, and is the same design engine that is
used in Tekla Structural Designer and Fastrak Building Designer.
All software is available as a free download from www.kloecknerwestok.com
22
www.kloecknerwestok.com
Integration with 3rd party software
Cellbeam Integration with other Design Software packages
The most efficient way to design Westok cellular beams is to use Westok’s Cellbeam package. Cellbeam is
regularly upgraded, and represents the most up to date understanding of the structural behaviour of Westok
products. Use of Cellbeam will ensure the most economic design of a Westok beam.
Through our collaboration with structural software houses, Westok Cellular Beams can also be defined and
analysed in 3rd party software packages, such as Fastrak Building Designer (FBD), Tekla Structural Designer
(TSD), and Bentley RAM Structural Systems. Engineers can take advantage of import/export functionality within
these 3rd party packages, to send beams from the model to Cellbeam. The load from the model is “decomposed”
into a series of line loads and point loads onto the Westok beam, and can be exported to Cellbeam. Following
economic sizing, the user can opt to import the newly designed Westok beam from Cellbeam back to the model.
Under certain circumstances, BS codified design can also be carried out in these 3rd party packages, although
users are likely to find more efficient designs by using Cellbeam. FBD and TSD design takes place using design
rules outlined in SCI’s P100 document, which was published in 1990. RAM’s design engine was developed around
2005.
Alternatively, the engineer can opt to use Cellbeam as a standalone package to design a range of Westok beams.
Without employing an import/export design process, these Westok beam sizes can be directly adopted in the
model.
BIM/Autodesk Revit Integration
There a are a number of ways designers can integrate Westok cellular beams into a building model.
•
If using a package, such as Tekla Structural Designer (TSD) or Fastrak Building Designer (FBD) simply build
the model and export to Revit
•
Build the model in Revit and then send a beam from the model to Cellbeam via the Westok Revit
Integrator package. The beam is then designed and sized in Cellbeam, and then exported back to the model
with all of the relevant info contained therein.
•
Contact Westok for a Revit family.
The Westok Revit Integrator package can be downloaded from - www.kloecknerwestok.com
www.kloecknerwestok.com
23
Quick Sizing Guide
Composite secondary floor beams
Westok cellular beams perform best as simply supported secondary floor beams to achieve either long spans
and/or service integration. This table attempts to show some of the possible solutions using Westok cellular
beams. Many, many more are possible as the cell diameter, cell spacing and beam depth are all highly flexible
parameters specified by the designer.
Beams should always be designed using the Cellbeam software and/or Westok’s free design service on 0113
205 5270.
Optioneering – same spans different sizes
Preliminary composite cellular beam sizing table for S355 steel and normal weight concrete 1kN/m2 for ceiling,
services and finishes: 4 + 1kN/m2 variable/live.
Depth
mm
Top tee
Bottom tee
Mass
kg/m
Top tee
Depth
mm
Cell Data
dia/pitch
mm
Deflections
Const’n/variable
mm
Footfall
response
78
177
225/345
65/31
6.0
53
273
350/525
40/17
7.9
56
317
450/675
29/13
7.3
105
214
275/417
88/35
3.5
71
312
400/600
53/25
4.7
74.5
352
565/750
40/19
5.6
131
291
350/530
96/42
2.6
93.5
340
500/750
68/34
3.3
107
446
700/1060
41/24
3.2
12m span secondary
Minimum depth
(span/d: approx. 35)
Lightest weight
Large cell
(span/d: approx. 20)
350
546
637
356 x 171 UB 67
254 x 254 UC 89
406 x 140 UB 46
406 x 178 UB 60
457 x 152 UB 52
457 x 152 UB 60
15m span secondary
Minimum depth
(span/d: approx. 35)
Lightest weight
Large cell
(span/d: approx. 20)
425
655
750
533 x 210 UB 92
305 x 305 UC 118
457 x 152 UB 60
533 x 210 UB 82
457 x 152 UB 67
533 x 210 UB 82
18m span secondary
Minimum depth
(span/d: approx. 35)
Lightest weight
Large cell
(span/d: approx. 20)
525*
739*
895
533 x 210 UB 109
356 x 368 UC 153
457 x 191 UB 74
610 x 229 UB 113
610 x 229 UB 101
610 x 229 UB 113
Basis of design:
140 composite slab on Tata CF51 deck. Beam centres at 3m. The footfall response has been determined based on a 7.5m grid/bay
and a minimum of 4 bays. Damping has been allowed at 3% “Fully fitted out floors, normal use”. * beam NF < 4Hz.
24
www.kloecknerwestok.com
Quick Sizing Guide
Floor grids
Preliminary composite cellular beam sizing table for S355 steel and normal weight concrete 1kN/m2 for ceiling,
services and finishes: 4 + 1kN/m2 variable/live.
PRIMARY BEAM
Prim
Sec
Sec
span span
crs
m
7.5
7.5
7.5
m
m
Depth
Top tee
Mass
mm
Bottom tee
kg/m
2.5
662
3.75
656
2.5
761
3.75
812
2.5
770
3.75
859
457 x 152 UB 82
533 x 210 UB 101
SECONDARY BEAM
Top tee Cell data
depth dia/pitch
Depth
Top tee
Mass
mm
Bottom tee
kg/m
mm
mm
91.5
313
400/610
590
79.5
309
400/610
617
107
379
400/625
618
107
405
500/750
737
132.5
384
400/625
737
126.5
427
550/750
819
406 x 140 UB 46
457 x 152 UB 52
Top tee Cell data
Steel
depth dia/pitch Weight
Footfall
response
mm
mm
kN/m2
49.0
283
400/600
0.27
7.9
63.5
309
400/600
0.24
9.0
67
307 400/600
0.34
4.9
84
332
500/750
0.30
6.6
84
332
500/750
0.41
3.2
108.5
390
550/750
0.36
4.2
12
15
457 x 152 UB 67
533 x 210 UB 92
610 x 229 UB 101
610 x 229 UB 113
610 x 229 UB 101
610 x 229 UB 113
610 x 229 UB 125
610 x 229 UB 140
457 x 152 UB 60
457 x 191 UB 67
457 x 152 UB 52
457 x 191 UB 82
457 x 152 UB 67
610 x 229 UB 101
457 x 152 UB 67
610 x 229 UB 101
18
610 x 229 UB 113
610 x 229 UB 140
533 x 210 UB 92
610 x 229 UB 125
This table attempts to show some of the possible solutions using Westok cellular beams. Many, many more are possible as the cell
diameter, cell spacing and beam depth are all highly flexible parameters specified by the designer. Beams should always be designed
using the Cellbeam software and/or Westok’s free design service on 0113 205 5270.
Basis of design:
• 140 composite slab on Tata steel CF51 steel decking allowed for 2.5m secondary beam spacing.
• 140 composite slab on Tata steel CF60 steel decking allowed for 3.75m secondary beam spacing.
• The footfall response has been determined based on 6m grid/bay and a minimum of 4 bays. Damping has been allowed at 3%
“Fully fitted out floors, normal use”.
www.kloecknerwestok.com
25
Quick Sizing Guide
Roof Beams
Westok cellular beams will typically have 50% greater strength and 125% greater stiffness compared to the
parent section from which they were made. In lightly loaded long span roof applications they are the perfect
solution, being lighter than a plain UB and cheaper to fabricate and paint than a truss.
The table below gives an indication of the spans achievable. Project specific sizes should always be designed
using the Cellbeam software and/or Westok’s free design service.
Guide roof beam sizes
Preliminary cellular beam sizing table for simply supported roof beams in S355 steel
Span m
Section
Cell Data dia/
pitch mm
Deflections variable
load mm
Span/200 mm
15
Westok 442 x 165 x 40 CB
325/455
62
75
20
Westok 669 x 191 x 67 CB
475/625
55
100
25
Westok 738 x 210 x 82 CB
550/700
83
125
30
Westok 887 x 229 x 101 CB
625/835
108
150
35
Westok 909 x 229 x 125 CB
650/865
170
151
40
Westok 1123 x 267 x 147 CB
780/960
151
200
45
Westok 1144 x 267 x 173 CB
800/960
195
225
50
Westok 1323 x 305 x 201 CB
875/1040
196
250
Basis of design:
• Beam centres at 6m
• 0.5kN/m2 for cladding, purlins & services and finishes
• 0.6kN/m2 variable/live: 0.5kN/m2 wind pressure
26
www.kloecknerwestok.com
References
SCI Publication P100 (1990)
Design of Composite and Non-Composite Cellular Beams
SCI Publication P212 (2002, 2009)
Joints in Steel Construction: Simple Connections
SCI Publication P288 (2006)
Fire Safe Design – A new approach to multi-storey steel framed buildings (Second Edition)
MCRMA/SCI Publication P300 (2009)
Composite slabs and beams using steel decking: Best practice for design and construction
SCI Publication P354 (2009)
Design of Floors for Vibration: A New Approach: Revised Edition
SCI Publication P355 (2011)
Design of Composite Beams with Large Web Openings
SCI Publication P358 (2011)
Joints in Steel Construction: Simple Joints to Eurocode 3
SCI Publication P405 (2015)
Minimum degree of shear connection rules for UK Construction to EC4
AD 344
Levelling techniques for composite floors
The Westok Cellular Beam Pocket Guide
Version 1.01: June 2016
Version 1.02: January 2016 – Company name and details on back page updated to suit re-brand
www.kloecknerwestok.com
27
UK Beams: Dimensions
Standard(s): EN 1993‐1‐1: 2005, BS 4‐1: 2005
Section
Designation
1016 x 305 x
x
x
x
x
x
x
x
914 x 419 x
x
914 x 305 x
x
x
x
838 x 292 x
x
x
762 x 267 x
x
x
x
686 x 254 x
x
x
x
610 x 305 x
x
x
610 x 229 x
x
x
x
610 x 178 x
x
x
533 x 312 x
x
x
x
487
437
393
349
314
272
249
222
388
343
289
253
224
201
226
194
176
197
173
147
134
170
152
140
125
238
179
149
140
125
113
101
100
92
82
272
219
182
150
+ + + + + + + + + + + + + + + Mass
per
Metre
Depth Width
Root
Depth
Thickness
of
of
Radius between
Section Section Web Flange
Fillets
h
b
tw
tf
r
d
kg/m
486.7
437
392.7
349.4
314.3
272.3
248.7
222
388
343.3
289.1
253.4
224.2
200.9
226.5
193.8
175.9
196.8
173
146.9
133.9
170.2
152.4
140.1
125.2
238.1
179
149.2
139.9
125.1
113
101.2
100.3
92.2
81.8
273.3
218.8
181.5
150.6
mm
1036.3
1026.1
1015.9
1008.1
999.9
990.1
980.1
970.3
921
911.8
926.6
918.4
910.4
903
850.9
840.7
834.9
769.8
762.2
754
750
692.9
687.5
683.5
677.9
635.8
620.2
612.4
617.2
612.2
607.6
602.6
607.4
603
598.6
577.1
560.3
550.7
542.5
mm
308.5
305.4
303
302
300
300
300
300
420.5
418.5
307.7
305.5
304.1
303.3
293.8
292.4
291.7
268
266.7
265.2
264.4
255.8
254.5
253.7
253
311.4
307.1
304.8
230.2
229
228.2
227.6
179.2
178.8
177.9
320.2
317.4
314.5
312
mm
30
26.9
24.4
21.1
19.1
16.5
16.5
16
21.4
19.4
19.5
17.3
15.9
15.1
16.1
14.7
14
15.6
14.3
12.8
12
14.5
13.2
12.4
11.7
18.4
14.1
11.8
13.1
11.9
11.1
10.5
11.3
10.9
10
21.1
18.3
15.2
12.7
mm
54.1
49
43.9
40
35.9
31
26
21.1
36.6
32
32
27.9
23.9
20.2
26.8
21.7
18.8
25.4
21.6
17.5
15.5
23.7
21
19
16.2
31.4
23.6
19.7
22.1
19.6
17.3
14.8
17.2
15
12.8
37.6
29.2
24.4
20.3
mm
30
30
30
30
30
30
30
30
24.1
24.1
19.1
19.1
19.1
19.1
17.8
17.8
17.8
16.5
16.5
16.5
16.5
15.2
15.2
15.2
15.2
16.5
16.5
16.5
12.7
12.7
12.7
12.7
12.7
12.7
12.7
12.7
12.7
12.7
12.7
mm
868.1
868.1
868.1
868.1
868.1
868.1
868.1
868.1
799.6
799.6
824.4
824.4
824.4
824.4
761.7
761.7
761.7
686
686
686
686
615.1
615.1
615.1
615.1
540
540
540
547.6
547.6
547.6
547.6
547.6
547.6
547.6
476.5
476.5
476.5
476.5
Ratios for
Local Buckling
Web
Flange
cw / tw
28.9
32.3
35.6
41.1
45.5
52.6
52.6
54.3
37.4
41.2
42.3
47.7
51.8
54.6
47.3
51.8
54.4
44
48
53.6
57.2
42.4
46.6
49.6
52.6
29.3
38.3
45.8
41.8
46
49.3
52.2
48.5
50.2
54.8
22.6
26
31.3
37.5
Dimensions for
Detailing
End
Notch
Clearance
Surface
Area
Per
Per
Metre Tonne
cf / tf
C
N
n
2.02
2.23
2.49
2.76
3.08
3.6
4.3
5.31
4.79
5.48
3.91
4.48
5.23
6.19
4.52
5.58
6.44
4.32
5.08
6.27
7.08
4.45
5.02
5.55
6.51
4.14
5.51
6.6
4.34
4.89
5.54
6.48
4.14
4.75
5.57
3.64
4.69
5.61
6.75
mm
17
15
14
13
12
10
10
10
13
12
12
11
10
10
10
9
9
10
9
8
8
9
9
8
8
11
9
8
9
8
8
7
8
7
7
13
11
10
8
mm
150
150
150
152
152
152
152
152
210
210
156
156
156
156
150
150
150
138
138
138
138
132
132
132
132
158
158
158
120
120
120
120
94
94
94
160
160
160
160
mm
86
80
74
70
66
62
56
52
62
58
52
48
44
40
46
40
38
42
40
34
32
40
38
36
32
48
42
38
36
34
30
28
30
28
26
52
42
38
34
m2
3.2
3.17
3.14
3.13
3.11
3.1
3.08
3.06
3.44
3.42
3.01
2.99
2.97
2.96
2.81
2.79
2.78
2.55
2.53
2.51
2.51
2.35
2.34
2.33
2.32
2.45
2.41
2.39
2.11
2.09
2.08
2.07
1.89
1.88
1.87
2.37
2.33
2.31
2.29
m2
6.58
7.25
8
8.96
9.89
11.4
12.4
13.8
8.87
9.96
10.4
11.8
13.2
14.7
12.4
14.4
15.8
13
14.6
17.1
18.7
13.8
15.4
16.6
18.5
10.3
13.5
16
15.1
16.7
18.4
20.5
18.8
20.4
22.9
8.67
10.7
12.7
15.2
+ These sections are in addition to the BS4 range
28
www.kloecknerwestok.com
UK Beams: Properties
Standard(s): EN 1993‐1‐1: 2005, BS 4‐1: 2005
Section
Designation
1016 x 305 x
x
x
x
x
x
x
x
914 x 419 x
x
914 x 305 x
x
x
x
838 x 292 x
x
x
762 x 267 x
x
x
x
686 x 254 x
x
x
x
610 x 305 x
x
x
610 x 229 x
x
x
x
610 x 178 x
x
x
533 x 312 x
x
x
x
487
437
393
349
314
272
249
222
388
343
289
253
224
201
226
194
176
197
173
147
134
170
152
140
125
238
179
149
140
125
113
101
100
92
82
272
219
182
150
Second Moment
of Area
y‐y
z‐z
+ + + + + + + + + + + + + + + cm4
1020000
910000
808000
723000
644000
554000
481000
408000
720000
626000
504000
436000
376000
325000
340000
279000
246000
240000
205000
169000
151000
170000
150000
136000
118000
209000
153000
126000
112000
98600
87300
75800
72500
64600
55900
199000
151000
123000
101000
cm4
26700
23400
20500
18500
16200
14000
11800
9550
45400
39200
15600
13300
11200
9420
11400
9070
7800
8170
6850
5460
4790
6630
5780
5180
4380
15800
11400
9310
4510
3930
3430
2910
1660
1440
1210
20600
15600
12700
10300
Radius of
Gyration
y‐y
z‐z
cm
40.6
40.4
40.2
40.3
40.1
40
39
38
38.2
37.8
37
36.8
36.3
35.7
34.3
33.6
33.1
30.9
30.5
30
29.7
28
27.8
27.6
27.2
26.3
25.9
25.7
25
24.9
24.6
24.2
23.8
23.4
23.2
23.9
23.3
23.1
22.9
cm
6.57
6.49
6.4
6.44
6.37
6.35
6.09
5.81
9.59
9.46
6.51
6.42
6.27
6.07
6.27
6.06
5.9
5.71
5.58
5.4
5.3
5.53
5.46
5.39
5.24
7.23
7.07
7
5.03
4.97
4.88
4.75
3.6
3.5
3.4
7.69
7.48
7.4
7.32
Elastic
Modulus
y‐y
z‐z
cm3
19700
17700
15900
14300
12900
11200
9820
8410
15600
13700
10900
9500
8270
7200
7980
6640
5890
6230
5390
4470
4020
4920
4370
3990
3480
6590
4930
4110
3620
3220
2870
2520
2390
2140
1870
6890
5400
4480
3710
cm3
1730
1540
1350
1220
1080
934
784
636
2160
1870
1010
871
739
621
773
620
535
610
514
411
362
518
455
409
346
1020
743
611
391
343
301
256
185
161
136
1290
982
806
659
Plastic
Modulus
y‐y
z‐z
cm3
23200
20800
18500
16600
14800
12800
11300
9810
17700
15500
12600
10900
9530
8350
9160
7640
6810
7170
6200
5160
4640
5630
5000
4560
3990
7490
5550
4590
4140
3680
3280
2880
2790
2510
2190
7870
6120
5040
4150
cm3
2800
2470
2170
1940
1710
1470
1240
1020
3340
2890
1600
1370
1160
982
1210
974
842
958
807
647
570
811
710
638
542
1570
1140
937
611
535
469
400
296
258
218
1990
1510
1240
1010
Buckling Torsional Warping Torsional
Paramete Index
Constant Constant
U
X
Iw
I T
Area
of
Section
A
0.867
0.868
0.868
0.872
0.872
0.872
0.861
0.85
0.885
0.883
0.867
0.865
0.86
0.853
0.869
0.862
0.856
0.869
0.865
0.858
0.853
0.872
0.871
0.87
0.863
0.886
0.885
0.886
0.875
0.875
0.87
0.863
0.854
0.85
0.843
0.891
0.884
0.886
0.885
21.1
23.1
25.5
27.9
30.7
35
39.9
45.7
26.7
30.1
31.9
36.2
41.3
46.9
35
41.6
46.5
33.1
38
45.2
49.8
31.8
35.4
38.6
43.8
21.3
27.7
32.7
30.6
34
38
43
38.7
42.7
48.5
15.9
19.8
23.4
27.8
dm6
64.4
56
48.4
43.3
37.7
32.2
26.8
21.5
88.9
75.8
31.2
26.4
22.1
18.4
19.3
15.2
13
11.3
9.39
7.4
6.46
7.42
6.42
5.72
4.8
14.5
10.2
8.17
3.99
3.45
2.99
2.52
1.44
1.24
1.04
15
11
8.77
7.01
cm4
4300
3190
2330
1720
1260
835
582
390
1730
1190
926
626
422
291
514
306
221
404
267
159
119
308
220
169
116
785
340
200
216
154
111
77
95
71
48.8
1290
642
373
216
cm2
620
557
500
445
400
347
317
283
494
437
368
323
286
256
289
247
224
251
220
187
171
217
194
178
159
303
228
190
178
159
144
129
128
117
104
348
279
231
192
Source: Tata Steel sections interactive 'blue book' version 5.5 ‐ reproduced with kind permision of Tata Steel
www.kloecknerwestok.com
29
UK Beams: Dimensions
Standard(s): EN 1993‐1‐1: 2005, BS 4‐1: 2005
Mass
per
Metre
Section
Designation
533 x 210 x
x
x
x
x
x
533 x 165 x
x
x
457 x 191 x
x
x
x
x
x
x
x
457 x 152 x
x
x
x
x
406 x 178 x
x
x
x
x
406 x 140 x
x
x
356 x 171 x
x
x
x
356 x 127 x
x
305 x 165 x
x
x
138
122
109
101
92
82
85
74
66
161
133
106
98
89
82
74
67
82
74
67
60
52
85
74
67
60
54
53
46
39
67
57
51
45
39
33
54
46
40
+ + + + + + + +
+
kg/m
138.3
122
109
101
92.1
82.2
84.8
74.7
65.7
161.4
133.3
105.8
98.3
89.3
82
74.3
67.1
82.1
74.2
67.2
59.8
52.3
85.3
74.2
67.1
60.1
54.1
53.3
46
39
67.1
57
51
45
39.1
33.1
54
46.1
40.3
Depth Width
Root
Depth
Thickness
of
of
Radius between
Section Section Web Flange
Fillets
h
b
tw
tf
r
d
mm
549.1
544.5
539.5
536.7
533.1
528.3
534.9
529.1
524.7
492
480.6
469.2
467.2
463.4
460
457
453.4
465.8
462
458
454.6
449.8
417.2
412.8
409.4
406.4
402.6
406.6
403.2
398
363.4
358
355
351.4
353.4
349
310.4
306.6
303.4
mm
213.9
211.9
210.8
210
209.3
208.8
166.5
165.9
165.1
199.4
196.7
194
192.8
191.9
191.3
190.4
189.9
155.3
154.4
153.8
152.9
152.4
181.9
179.5
178.8
177.9
177.7
143.3
142.2
141.8
173.2
172.2
171.5
171.1
126
125.4
166.9
165.7
165
mm
14.7
12.7
11.6
10.8
10.1
9.6
10.3
9.7
8.9
18
15.3
12.6
11.4
10.5
9.9
9
8.5
10.5
9.6
9
8.1
7.6
10.9
9.5
8.8
7.9
7.7
7.9
6.8
6.4
9.1
8.1
7.4
7
6.6
6
7.9
6.7
6
mm
23.6
21.3
18.8
17.4
15.6
13.2
16.5
13.6
11.4
32
26.3
20.6
19.6
17.7
16
14.5
12.7
18.9
17
15
13.3
10.9
18.2
16
14.3
12.8
10.9
12.9
11.2
8.6
15.7
13
11.5
9.7
10.7
8.5
13.7
11.8
10.2
mm
12.7
12.7
12.7
12.7
12.7
12.7
12.7
12.7
12.7
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
8.9
8.9
8.9
mm
476.5
476.5
476.5
476.5
476.5
476.5
476.5
476.5
476.5
407.6
407.6
407.6
407.6
407.6
407.6
407.6
407.6
407.6
407.6
407.6
407.6
407.6
360.4
360.4
360.4
360.4
360.4
360.4
360.4
360.4
311.6
311.6
311.6
311.6
311.6
311.6
265.2
265.2
265.2
Ratios for
Local Buckling
Web
Flange
cw / tw
32.4
37.5
41.1
44.1
47.2
49.6
46.3
49.1
53.5
22.6
26.6
32.3
35.8
38.8
41.2
45.3
48
38.8
42.5
45.3
50.3
53.6
33.1
37.9
41
45.6
46.8
45.6
53
56.3
34.2
38.5
42.1
44.5
47.2
51.9
33.6
39.6
44.2
Dimensions for
Detailing
Notch
End
Clearance
Surface
Area
Per
Per
Metre Tonne
cf / tf
C
N
n
3.68
4.08
4.62
4.99
5.57
6.58
3.96
4.81
5.74
2.52
3.06
3.91
4.11
4.55
5.03
5.55
6.34
3.29
3.66
4.15
4.68
5.71
4.14
4.68
5.23
5.84
6.86
4.46
5.13
6.69
4.58
5.53
6.25
7.41
4.63
5.82
5.15
5.98
6.92
mm
9
8
8
7
7
7
7
7
6
11
10
8
8
7
7
7
6
7
7
7
6
6
7
7
6
6
6
6
5
5
7
6
6
6
5
5
6
5
5
mm
110
110
110
110
110
110
90
90
90
102
102
102
102
102
102
102
102
84
84
84
84
84
96
96
96
96
96
78
78
78
94
94
94
94
70
70
90
90
90
mm
38
34
32
32
30
26
30
28
26
44
38
32
30
28
28
26
24
30
28
26
24
22
30
28
26
24
22
24
22
20
26
24
22
20
22
20
24
22
20
m2
1.9
1.89
1.88
1.87
1.86
1.85
1.69
1.68
1.67
1.73
1.7
1.67
1.67
1.66
1.65
1.64
1.63
1.51
1.5
1.5
1.49
1.48
1.52
1.51
1.5
1.49
1.48
1.35
1.34
1.33
1.38
1.37
1.36
1.36
1.18
1.17
1.26
1.25
1.24
m2
13.7
15.5
17.2
18.5
20.2
22.5
19.9
22.5
25.4
10.7
12.8
15.8
17
18.6
20.1
22.1
24.3
18.4
20.2
22.3
24.9
28.3
17.8
20.4
22.3
24.8
27.3
25.3
29.1
34.1
20.6
24.1
26.7
30.2
30.2
35.4
23.3
27.1
30.8
+ These sections are in addition to the BS4 range
30
www.kloecknerwestok.com
UK Beams: Properties
Standard(s): EN 1993‐1‐1: 2005, BS 4‐1: 2005
Section
Designation
533 x 210 x
x
x
x
x
x
533 x 165 x
x
x
457 x 191 x
x
x
x
x
x
x
x
457 x 152 x
x
x
x
x
406 x 178 x
x
x
x
x
406 x 140 x
x
x
356 x 171 x
x
x
x
356 x 127 x
x
305 x 165 x
x
x
138
122
109
101
92
82
85
74
66
161
133
106
98
89
82
74
67
82
74
67
60
52
85
74
67
60
54
53
46
39
67
57
51
45
39
33
54
46
40
Second Moment
of Area
y‐y
z‐z
+ + + + + + + + + cm4
86100
76000
66800
61500
55200
47500
48500
41100
35000
79800
63800
48900
45700
41000
37100
33300
29400
36600
32700
28900
25500
21400
31700
27300
24300
21600
18700
18300
15700
12500
19500
16000
14100
12100
10200
8250
11700
9900
8500
cm4
3860
3390
2940
2690
2390
2010
1270
1040
859
4250
3350
2510
2350
2090
1870
1670
1450
1180
1050
913
795
645
1830
1550
1360
1200
1020
635
538
410
1360
1110
968
811
358
280
1060
896
764
Radius of
Gyration
y‐y
z‐z
cm
22.1
22.1
21.9
21.9
21.7
21.3
21.2
20.8
20.5
19.7
19.4
19
19.1
19
18.8
18.8
18.5
18.7
18.6
18.4
18.3
17.9
17.1
17
16.9
16.8
16.5
16.4
16.4
15.9
15.1
14.9
14.8
14.5
14.3
14
13
13
12.9
cm
4.68
4.67
4.6
4.57
4.51
4.38
3.44
3.3
3.2
4.55
4.44
4.32
4.33
4.29
4.23
4.2
4.12
3.37
3.33
3.27
3.23
3.11
4.11
4.04
3.99
3.97
3.85
3.06
3.03
2.87
3.99
3.91
3.86
3.76
2.68
2.58
3.93
3.9
3.86
Elastic
Modulus
y‐y
z‐z
cm3
3140
2790
2480
2290
2070
1800
1820
1550
1340
3240
2660
2080
1960
1770
1610
1460
1300
1570
1410
1260
1120
950
1520
1320
1190
1060
930
899
778
629
1070
896
796
687
576
473
754
646
560
cm3
361
320
279
256
228
192
153
125
104
426
341
259
243
218
196
176
153
153
136
119
104
84.6
201
172
153
135
115
88.6
75.7
57.8
157
129
113
94.8
56.8
44.7
127
108
92.6
Plastic
Modulus
y‐y
z‐z
cm3
3610
3200
2830
2610
2360
2060
2100
1810
1560
3780
3070
2390
2230
2010
1830
1650
1470
1810
1630
1450
1290
1100
1730
1500
1350
1200
1050
1030
888
724
1210
1010
896
775
659
543
846
720
623
cm3
568
500
436
399
355
300
243
200
166
672
535
405
379
338
304
272
237
240
213
187
163
133
313
267
237
209
178
139
118
90.8
243
199
174
147
89
70.2
196
166
142
Buckling Torsional Warping Torsional
Paramete Index
Constant Constant
U
X
Iw
I T
Area
of
Section
A
0.874
0.878
0.875
0.874
0.873
0.863
0.861
0.853
0.847
0.881
0.879
0.876
0.881
0.878
0.879
0.877
0.873
0.872
0.872
0.868
0.868
0.859
0.88
0.882
0.88
0.88
0.871
0.87
0.871
0.858
0.886
0.882
0.881
0.874
0.871
0.863
0.889
0.89
0.889
24.9
27.6
30.9
33.1
36.4
41.6
35.5
41.1
47
16.5
19.6
24.4
25.8
28.3
30.8
33.8
37.8
27.4
30.1
33.6
37.5
43.8
24.4
27.5
30.4
33.7
38.3
34.1
39
47.4
24.4
28.8
32.1
36.8
35.2
42.1
23.6
27.1
31
dm6
2.67
2.32
1.99
1.81
1.6
1.33
0.857
0.691
0.566
2.25
1.73
1.27
1.18
1.04
0.922
0.818
0.705
0.591
0.518
0.448
0.387
0.311
0.728
0.608
0.533
0.466
0.392
0.246
0.207
0.155
0.412
0.33
0.286
0.237
0.105
0.081
0.234
0.195
0.164
cm4
250
178
126
101
75.7
51.5
73.8
47.9
32
515
292
146
121
90.7
69.2
51.8
37.1
89.2
65.9
47.7
33.8
21.4
93
62.8
46.1
33.3
23.1
29
19
10.7
55.7
33.4
23.8
15.8
15.1
8.79
34.8
22.2
14.7
cm2
176
155
139
129
117
105
108
95.2
83.7
206
170
135
125
114
104
94.6
85.5
105
94.5
85.6
76.2
66.6
109
94.5
85.5
76.5
69
67.9
58.6
49.7
85.5
72.6
64.9
57.3
49.8
42.1
68.8
58.7
51.3
Source: Tata Steel sections interactive 'blue book' version 5.5 ‐ reproduced with kind permision of Tata Steel
www.kloecknerwestok.com
31
UK Beams: Dimensions
Standard(s): EN 1993‐1‐1: 2005, BS 4‐1: 2005
Section
Designation
305 x 127 x
x
x
305 x 102 x
x
x
254 x 146 x
x
x
254 x 102 x
x
x
203 x 133 x
x
203 x 102 x
178 x 102 x
152 x 89 x
127 x 76 x
48
42
37
33
28
25
43
37
31
28
25
22
30
25
23
19
16
13
Mass
per
Metre
kg/m
48.1
41.9
37
32.8
28.2
24.8
43
37
31.1
28.3
25.2
22
30
25.1
23.1
19
16
13
Depth Width
Root
Depth
Thickness
of
of
Radius between
Section Section Web Flange
Fillets
h
b
tw
tf
r
d
mm
311
307.2
304.4
312.7
308.7
305.1
259.6
256
251.4
260.4
257.2
254
206.8
203.2
203.2
177.8
152.4
127
mm
125.3
124.3
123.4
102.4
101.8
101.6
147.3
146.4
146.1
102.2
101.9
101.6
133.9
133.2
101.8
101.2
88.7
76
mm
9
8
7.1
6.6
6
5.8
7.2
6.3
6
6.3
6
5.7
6.4
5.7
5.4
4.8
4.5
4
mm
14
12.1
10.7
10.8
8.8
7
12.7
10.9
8.6
10
8.4
6.8
9.6
7.8
9.3
7.9
7.7
7.6
mm
8.9
8.9
8.9
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
mm
265.2
265.2
265.2
275.9
275.9
275.9
219
219
219
225.2
225.2
225.2
172.4
172.4
169.4
146.8
121.8
96.6
Ratios for
Local Buckling
Web
Flange
cw / tw
29.5
33.2
37.4
41.8
46
47.6
30.4
34.8
36.5
35.7
37.5
39.5
26.9
30.2
31.4
30.6
27.1
24.2
Dimensions for
Detailing
Notch
End
Clearance
Surface
Area
Per
Per
Metre Tonne
cf / tf
C
N
n
3.52
4.07
4.6
3.73
4.58
5.76
4.92
5.73
7.26
4.04
4.8
5.93
5.85
7.2
4.37
5.14
4.48
3.74
mm
7
6
6
5
5
5
6
5
5
5
5
5
5
5
5
4
4
4
mm
70
70
70
58
58
58
82
82
82
58
58
58
74
74
60
60
54
46
mm
24
22
20
20
18
16
22
20
18
18
16
16
18
16
18
16
16
16
m2
1.09
1.08
1.07
1.01
1
0.992
1.08
1.07
1.06
0.904
0.897
0.89
0.923
0.915
0.79
0.738
0.638
0.537
m2
22.7
25.8
28.9
30.8
35.5
40
25.1
28.9
34
31.9
35.7
40.5
30.8
36.5
34.2
38.7
40
41.4
+ These sections are in addition to the BS4 range
32
www.kloecknerwestok.com
UK Beams: Properties
Standard(s): EN 1993‐1‐1: 2005, BS 4‐1: 2005
Section
Designation
305 x 127 x
x
x
305 x 102 x
x
x
254 x 146 x
x
x
254 x 102 x
x
x
203 x 133 x
x
203 x 102 x
178 x 102 x
152 x 89 x
127 x 76 x
48
42
37
33
28
25
43
37
31
28
25
22
30
25
23
19
16
13
Second Moment
of Area
y‐y
z‐z
cm4
9570
8200
7170
6500
5370
4460
6540
5540
4410
4000
3410
2840
2900
2340
2100
1360
834
473
cm4
461
389
336
194
155
123
677
571
448
179
149
119
385
308
164
137
89.8
55.7
Radius of
Gyration
y‐y
z‐z
cm
12.5
12.4
12.3
12.5
12.2
11.9
10.9
10.8
10.5
10.5
10.3
10.1
8.71
8.56
8.46
7.48
6.41
5.35
cm
2.74
2.7
2.67
2.15
2.08
1.97
3.52
3.48
3.36
2.22
2.15
2.06
3.17
3.1
2.36
2.37
2.1
1.84
Elastic
Modulus
y‐y
z‐z
cm3
616
534
471
416
348
292
504
433
351
308
266
224
280
230
207
153
109
74.6
cm3
73.6
62.6
54.5
37.9
30.5
24.2
92
78
61.3
34.9
29.2
23.5
57.5
46.2
32.2
27
20.2
14.7
Plastic
Modulus
y‐y
z‐z
cm3
711
614
539
481
403
342
566
483
393
353
306
259
314
258
234
171
123
84.2
cm3
116
98.4
85.4
60
48.4
38.8
141
119
94.1
54.8
46
37.3
88.2
70.9
49.7
41.6
31.2
22.6
Buckling Torsional Warping Torsional
Paramete Index
Constant Constant
U
X
Iw
I T
Area
of
Section
A
0.873
0.872
0.872
0.867
0.859
0.846
0.891
0.89
0.879
0.873
0.866
0.856
0.882
0.876
0.888
0.886
0.89
0.894
23.3
26.5
29.7
31.6
37.3
43.4
21.1
24.3
29.6
27.5
31.4
36.3
21.5
25.6
22.4
22.6
19.5
16.3
dm6
0.102
0.0846
0.0725
0.0442
0.0349
0.027
0.103
0.0857
0.066
0.028
0.023
0.0182
0.0374
0.0294
0.0154
0.0099
0.0047
0.002
cm4
31.8
21.1
14.8
12.2
7.4
4.77
23.9
15.3
8.55
9.57
6.42
4.15
10.3
5.96
7.02
4.41
3.56
2.85
cm2
61.2
53.4
47.2
41.8
35.9
31.6
54.8
47.2
39.7
36.1
32
28
38.2
32
29.4
24.3
20.3
16.5
Source: Tata Steel sections interactive 'blue book' version 5.5 ‐ reproduced with kind permision of Tata Steel
www.kloecknerwestok.com
33
UK Columns: Dimensions
Standard(s): EN 1993‐1‐1: 2005, BS 4‐1: 2005
Mass
per
Metre
Section
Designation
356 x 406 x
x
x
x
x
x
x
356 x 368 x
x
x
x
305 x 305 x
x
x
x
x
x
x
254 x 254 x
x
x
x
x
203 x 203 x
x
x
x
x
x
x
x
152 x 152 x
x
x
x
x
634
551
467
393
340
287
235
202
177
153
129
283
240
198
158
137
118
97
167
132
107
89
73
127
113
100
86
71
60
52
46
51
44
37
30
23
+ + + +
+ kg/m
633.9
551
467
393
339.9
287.1
235.1
201.9
177
152.9
129
282.9
240
198.1
158.1
136.9
117.9
96.9
167.1
132
107.1
88.9
73.1
127.5
113.5
99.6
86.1
71
60
52
46.1
51.2
44
37
30
23
Depth Width
Root
Depth
Thickness
of
of
Radius between
Section Section Web Flange
Fillets
h
b
tw
tf
r
d
mm
474.6
455.6
436.6
419
406.4
393.6
381
374.6
368.2
362
355.6
365.3
352.5
339.9
327.1
320.5
314.5
307.9
289.1
276.3
266.7
260.3
254.1
241.4
235
228.6
222.2
215.8
209.6
206.2
203.2
170.2
166
161.8
157.6
152.4
mm
424
418.5
412.2
407
403
399
394.8
374.7
372.6
370.5
368.6
322.2
318.4
314.5
311.2
309.2
307.4
305.3
265.2
261.3
258.8
256.3
254.6
213.9
212.1
210.3
209.1
206.4
205.8
204.3
203.6
157.4
155.9
154.4
152.9
152.2
mm
47.6
42.1
35.8
30.6
26.6
22.6
18.4
16.5
14.4
12.3
10.4
26.8
23
19.1
15.8
13.8
12
9.9
19.2
15.3
12.8
10.3
8.6
18.1
16.3
14.5
12.7
10
9.4
7.9
7.2
11
9.5
8
6.5
5.8
mm
77
67.5
58
49.2
42.9
36.5
30.2
27
23.8
20.7
17.5
44.1
37.7
31.4
25
21.7
18.7
15.4
31.7
25.3
20.5
17.3
14.2
30.1
26.9
23.7
20.5
17.3
14.2
12.5
11
15.7
13.6
11.5
9.4
6.8
mm
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
12.7
12.7
12.7
12.7
12.7
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
7.6
7.6
7.6
7.6
7.6
mm
290.2
290.2
290.2
290.2
290.2
290.2
290.2
290.2
290.2
290.2
290.2
246.7
246.7
246.7
246.7
246.7
246.7
246.7
200.3
200.3
200.3
200.3
200.3
160.8
160.8
160.8
160.8
160.8
160.8
160.8
160.8
123.6
123.6
123.6
123.6
123.6
Ratios for
Local Buckling
Web
Flange
cw / tw
6.1
6.89
8.11
9.48
10.9
12.8
15.8
17.6
20.2
23.6
27.9
9.21
10.7
12.9
15.6
17.9
20.6
24.9
10.4
13.1
15.6
19.4
23.3
8.88
9.87
11.1
12.7
16.1
17.1
20.4
22.3
11.2
13
15.5
19
21.3
Dimensions for
Detailing
Notch
End
Clearance
Surface
Area
Per
Per
Metre Tonne
cf / tf
C
N
n
2.25
2.56
2.98
3.52
4.03
4.74
5.73
6.07
6.89
7.92
9.37
3
3.51
4.22
5.3
6.11
7.09
8.6
3.48
4.36
5.38
6.38
7.77
2.91
3.26
3.7
4.29
5.09
6.2
7.04
8
4.18
4.82
5.7
6.98
9.65
mm
26
23
20
17
15
13
11
10
9
8
7
15
14
12
10
9
8
7
12
10
8
7
6
11
10
9
8
7
7
6
6
8
7
6
5
5
mm
200
200
200
200
200
200
200
190
190
190
190
158
158
158
158
158
158
158
134
134
134
134
134
108
108
108
110
110
110
110
110
84
84
84
84
84
mm
94
84
74
66
60
52
46
44
40
36
34
60
54
48
42
38
34
32
46
38
34
30
28
42
38
34
32
28
26
24
22
24
22
20
18
16
m2
2.52
2.47
2.42
2.38
2.35
2.31
2.28
2.19
2.17
2.16
2.14
1.94
1.91
1.87
1.84
1.82
1.81
1.79
1.58
1.55
1.52
1.5
1.49
1.28
1.27
1.25
1.24
1.22
1.21
1.2
1.19
0.935
0.924
0.912
0.901
0.889
m2
3.98
4.48
5.18
6.06
6.91
8.05
9.7
10.8
12.3
14.1
16.6
6.86
7.96
9.44
11.6
13.3
15.4
18.5
9.46
11.7
14.2
16.9
20.4
10
11.2
12.6
14.4
17.2
20.2
23.1
25.8
18.3
21
24.7
30
38.7
+ These sections are in addition to the BS4 range
34
www.kloecknerwestok.com
UK Columns: Properties
Standard(s): EN 1993‐1‐1: 2005, BS 4‐1: 2005
Section
Designation
356 x 406 x
x
x
x
x
x
x
356 x 368 x
x
x
x
305 x 305 x
x
x
x
x
x
x
254 x 254 x
x
x
x
x
203 x 203 x
x
x
x
x
x
x
x
152 x 152 x
x
x
x
x
634
551
467
393
340
287
235
202
177
153
129
283
240
198
158
137
118
97
167
132
107
89
73
127
113
100
86
71
60
52
46
51
44
37
30
23
Second Moment
of Area
y‐y
z‐z
+ + + + + cm4
275000
227000
183000
147000
123000
99900
79100
66300
57100
48600
40200
78900
64200
50900
38700
32800
27700
22200
30000
22500
17500
14300
11400
15400
13300
11300
9450
7620
6130
5260
4570
3230
2700
2210
1750
1250
cm4
98100
82700
67800
55400
46900
38700
31000
23700
20500
17600
14600
24600
20300
16300
12600
10700
9060
7310
9870
7530
5930
4860
3910
4920
4290
3680
3130
2540
2070
1780
1550
1020
860
706
560
400
Radius of
Gyration
y‐y
z‐z
cm
18.4
18
17.5
17.1
16.8
16.5
16.3
16.1
15.9
15.8
15.6
14.8
14.5
14.2
13.9
13.7
13.6
13.4
11.9
11.6
11.3
11.2
11.1
9.75
9.59
9.44
9.28
9.18
8.96
8.91
8.82
7.04
6.94
6.85
6.76
6.54
cm
11
10.9
10.7
10.5
10.4
10.3
10.2
9.6
9.54
9.49
9.43
8.27
8.15
8.04
7.9
7.83
7.77
7.69
6.81
6.69
6.59
6.55
6.48
5.5
5.45
5.39
5.34
5.3
5.2
5.18
5.13
3.96
3.92
3.87
3.83
3.7
Elastic
Modulus
y‐y
z‐z
cm3
11600
9960
8380
7000
6030
5070
4150
3540
3100
2680
2260
4320
3640
3000
2370
2050
1760
1450
2080
1630
1310
1100
898
1280
1130
988
850
706
584
510
450
379
326
273
222
164
cm3
4630
3950
3290
2720
2330
1940
1570
1260
1100
948
793
1530
1280
1040
808
692
589
479
744
576
458
379
307
460
404
350
299
246
201
174
152
130
110
91.5
73.3
52.6
Plastic
Modulus
y‐y
z‐z
cm3
14200
12100
10000
8220
7000
5810
4690
3970
3460
2960
2480
5110
4250
3440
2680
2300
1960
1590
2420
1870
1480
1220
992
1520
1330
1150
977
799
656
567
497
438
372
309
248
182
cm3
7110
6060
5030
4150
3540
2950
2380
1920
1670
1430
1200
2340
1950
1580
1230
1050
895
726
1140
878
697
575
465
704
618
534
456
374
305
264
231
199
169
140
112
80.1
Buckling Torsional Warping Torsional
Paramete Index
Constant Constant
U
X
Iw
I T
Area
of
Section
A
0.843
0.841
0.839
0.837
0.836
0.835
0.834
0.844
0.844
0.844
0.844
0.855
0.854
0.854
0.851
0.851
0.85
0.85
0.851
0.85
0.848
0.85
0.849
0.854
0.853
0.852
0.85
0.853
0.846
0.848
0.847
0.848
0.848
0.848
0.849
0.84
5.46
6.05
6.86
7.86
8.85
10.2
12.1
13.4
15
17
19.9
7.65
8.74
10.2
12.5
14.2
16.2
19.3
8.49
10.3
12.4
14.5
17.3
7.38
8.11
9.02
10.2
11.9
14.1
15.8
17.7
10.1
11.5
13.3
16
20.7
dm6
38.8
31.1
24.3
18.9
15.5
12.3
9.54
7.16
6.09
5.11
4.18
6.35
5.03
3.88
2.87
2.39
1.98
1.56
1.63
1.19
0.898
0.717
0.562
0.549
0.464
0.386
0.318
0.25
0.197
0.167
0.143
0.061
0.0499
0.0399
0.0308
0.0212
cm4
13700
9240
5810
3550
2340
1440
812
558
381
251
153
2030
1270
734
378
249
161
91.2
626
319
172
102
57.6
427
305
210
137
80.2
47.2
31.8
22.2
48.8
31.7
19.2
10.5
4.63
cm2
808
702
595
501
433
366
299
257
226
195
164
360
306
252
201
174
150
123
213
168
136
113
93.1
162
145
127
110
90.4
76.4
66.3
58.7
65.2
56.1
47.1
38.3
29.2
Source: Tata Steel sections interactive 'blue book' version 5.5 ‐ reproduced with kind permision of Tata Steel
www.kloecknerwestok.com
35
Cellular Beams
CELLULAR BEAMS
ULTRA SHALLOW FLOOR BEAM
PLATE BEAMS
ULT RA S HALLOW FLO OR B E AM
THE PRODUCT OFFERING FROM KLOECKNER METALS UK | WESTOK
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Metals UK | Westok
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t: +44 (0)113 205 5270 | f: +44 (0)113 254 1862 | e: [email protected]
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