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SLIMFLOR BEAMS
Slim floor beam design data for 60 minutes fire resistance.
Universal column and plate are steel grade S355. The plate is assumed to be at least 200mm wider than the
column flange. The floor slab is constructed using PMF SD225 steel decking. The concrete is assumed to
be normal weight or lightweight grade 30. For normal weight concrete the minimum slab depth is 295mm
and for lightweight 285mm. Where two values are given the first is for normal weight concrete and the
second for lightweight concrete.
295/288
295/291
249/239
284/274
359/348
572/561
774/768
(Note: The slab widths have been rounded in some places)
(using normal weight
concrete.DESIGN DATA SHEET
ASYMMETRICAL SLIM FLOOR BEAMS
The following table is based on ASB sections in S355 steel and grade 30 concrete for 60 minutes fire
with minimum 30mm
cover to top flange)
(using lightweight
concrete with slab flush
with top flange)
+ For 280ASB100 the two values of moment resistance are for normal weight and lightweight
concrete. with minimum
35mm cover over top
flange or lightweight
concrete with 30mm
261/257+
263/258
267/262
(using lightweight or
normal weight concrete. and detailed as discussed
in SCI publication 175. All beams are to be used with SD225 or CF210 deep composite deck.
250x150x12.4
Design table for non-composite RHS edge beams (60 min fire resistance)
Moment resistance (kNm)
250x100x10
145. the first is for non-composite edge beams and the second is for composite
edge beams.5
300x250x8
200x150x6.58
300x250x6.44
300x200x12.46
200x120x12.5
200x100x12.4
200x150x12.0
250x100x6.6
0.DESIGN DATA SHEET
RECTANGULAR HOLLOW SECTION EDGE
Two tables are presented.49
300x200x6.5
200x100x6.9
250x150x16
200x120x6.8
300x250x12.0
250x150x6.3
135.Size of
250x100x12.48
260x140x10
260x140x6.8
Tabulated values are for decking perpendicular to edge beam.51
260x140x8
250x250x12.58
260x140x16
300x300x6.3
250x100x16
300x100x6.
The plate is assumed to be 120 mm wider than the RHS section.52
200x200x12.5
200x200x6.1
The slab thicknesses are the minimum and are applicable to SD 225 steel deck.0
412. For the case where the deck runs parallel to the edge
beam the moment resistance in fire should be reduced by 5%.53
300x300x12.6
The moment resistance is based on grade S355 steel and that the Slimflor beam is constructed using 15 mm plate.3
300x100x12.7
260x140x12.6
250x250x6.9
Tabulated values are for decking perpendicular to edge beam.5
200x100x12.51
200x200x12.54
200x120x12.8
250x250x12.50
The table is based on 40% shear connection and can conservatively be used for higher degrees of shear connection.8
260x140x12.55
The plate is assumed to be 120 mm wider than the RHS section.54
250x150x12.1
0. For the case where the deck runs parallel to the edge
beam the moment resistance in fire should be reduced by 5%.0
200x150x12.4
690.Design table for composite RHS edge beams (60 min fire resistance)
The slab thicknesses are the minimum and are applicable to SD 225 steel deck.50
250x100x12.3
of the shelf angle below the top of the Universal Beam.
H for a Load ratio of.
Shelf angle beam design data
Table gives the moment or resistance for 30 minutes fire resistance and
position. H.6
Mr is the ultimate moment capacity (cold) of the Universal Beam which forms the shelf angle beam.5
The connection between the angle and beam must be checked to BS5950
Angle 125x75x12 S355 steel or larger
Design information is based on BS5950 Part 8.4
The connection between the angle and beam must be checked to
BS5950 Part 8. Angle 125x75x12 S355 steel or larger
Design information is based on BS5950 Part 8.6
Mr is the ultimate moment capacity (cold) of the Universal Beam which forms the shelf angle
beam. of the shelf angle below the top of the
H for a Load ratio of.6
H for a Load ratio of.Shelf angle beam design data
Table gives the moment or resistance for 60 minutes fire
resistance and position.4
0.9 min b
h  1.3
0.5 min b
h  2 min b
h  3 min b
Total reinforcement is expressed as a ratio of the cross-sectional area of one flange.0
h  0.6
h  0.0
h  1.0
Partially encased beam design data
Minimum cross-sectional dimensions and reinforcement of a partially encased composite beam.4
 = 0.5 min b
The design of this type of beam is covered in EC4 Part 1.0
Minimum cross-sectional dimensions (mm) and reinforcement for periods of fire
resistances of 30 to 180 minutes.4
 = 0.0
0. based on EC4
29. In each table the compressive resistance (kN)
and moment resistance for web-infilled columns are given.65
56. The compressive resistance is based on the effective length in fire
Pf = Compressive resistance
Mfx = Bending resistance about x-x axis
Mfy = Bending resistance about y-y axis
Compressive resistance (kN)
(at column effective lengths used in normal design)
122.7 of the effective length used in normal design. Full design information may be obtained from reference 17.4
Pf M fy M fx
Mx = Applied moment about x-x axis
My = Applied moment about y-y axis
56.DESIGN DATA SHEET
WEB-INFILLED
Two tables are given for S275 and S355 steel for 60 minutes fire resistance.
The resistances are combined using the following linear interaction formula.8
 x  1.6
232.The following table gives the compressive resistance (kN) and moment resistance for web-infilled
columns in S355 steel for 60 minutes fire resistance.
n1337-1983N3661-2008ΟΔΗΓΟΣ ΕΞΟΙΚΟΝOΜΗΣΗΞυπνάς μέσα μου το ζώοΔιάφορα-Θηρία ΕνήμεραΦάε το κερασάκιΟ Παντελής και το λιοντάριTSLAB V3.0 User Guidance49162877 EC3 EC4 Worked Examples05a CAJOT Theory EC FireDesign WSTutorial 2_Non Uniform FlowTutorial 1_Uniform FlowFire Engineering
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