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FiCEB_Spreadsheet _V01.xls
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Transcript of FiCEB_Spreadsheet _V01.xls
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FiCEB_Spreadsheet _V01.xls
The analysis of composite floor slabs in fire
Using TSLAB
Definition of dimensions
Definition of Span 1 and Span Slab and dec! dimensions
The dimensions for a re-entrant d
Note: The mesh position is define
References
or details of the engineering theor! "ehind this fire design model see:
This soft#are allo#s the load "earing capacit! of floor design $ones to "e assessed "p'"lication ()** +second edition, Additional information on the "asis of the enginee"elo#
The soft#are is provided free of charge and ma! "e copied as re.'ired rom time t'sers are advised to check on the %or's and S%& #e"sites to ens're that the! are al
&nformation on the str'ct're to "e anal!sed and the applied loads and partial safet! f&nformation on the t!pe of fire "eing considered is entered on the ire Sheet The fire)/ or the Standard ire The anal!sis is started from the ire Sheet The res'lts of thsheet ma! "e printed 'sing normal 0xcel commands
The res"lts from TSlab V#.0 sho"ld not be "sed for desi$n %itho"t first readin$)** +Fire Safe Desi$n ( , ne% approach to m"lti(storey steel framed b"ildin$s
Span 1
Span
)
Span 1
Span
)
Span 1
Span
)
Span 1
Span
)
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1 BA&L03/ %4 and 566R0/ DB
The str'ct'ral "ehavio'r of steel frames #ith composite floor sla"s s'
The Str'ct'ral 0ngineer +U8,/ 9'ne )
) BA&L03/ %4 and 566R0/ DB
The str'ct'ral "ehavio'r of steel frames #ith composite floor sla"s s'
The Str'ct'ral 0ngineer +U8,/ 9'ne ); BA&L03/ % 4 and %URR&0/ (
5em"rane Behavio'r of
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eck are similar
d in terms of an average or effective mesh axis distance
ased on the design methods descri"ed in S%&ing model can "e o"tained from the references
time 'pdated versions ma! "ecome availa"le anda!s 'sing the latest version
ctors m'st "e entered on the Str'ct're Sheetma! "e a (arametric fire/ as defined in 0N1221-1-
e anal!sis are displa!ed on the Res'lts Sheet An!
and "nderstandin$ the $"idance $i&en in SC'(-#rd edition+
The Steel
Construction
Institute
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7ect to fire/ (art 1: Theor!
7ect to fire/ (art ): Design
s
rge to "e 'sed for the anal!sis in fire of composite floorined this soft#are to see if an! 'pdates are availa"le
%or's plc nor S%&/ accept responsi"ilit! for errors d'e
S%&
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P Q R S T U V
18
19
20
21
22
23
2425
26
27
28
29
30
31
32
33
34
35
36
37
38
39
4041
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
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FiCEB_Spreadsheet _V01.xls
The anal!sis of composite floor sla"s in fire
)arametric Fire 'S/ Fire
%ompartment length +m, .00
%ompartment #idth +m, .00 ire resistance +min'tes, 0
%ompartment height +m, .00
@indo# height +m, 1.00
@indo# length +m, 1.00
(ercentage open #indo# 0
200
30
%om"'stion factor 0.*0
F
4otes
The (arametric ire is ass'med to "e as specified in 0N1221-1/)
The percentage open #indo# is the effective #indo# area after taking aco'nt of "reakage of glass
%or's recommend that the com"'stion factor is ass'med to "e 1
&t is .'ite permissi"le for the compartment dimensions to exceed the floor design $one dimensions
ire Load +59m),
@all lining factor +9m)s1)8,
4ro#th rate/ slo#/ medi'm/fast+S/ 5/ , C5
Anal!se 'singparametric fire
Anal!se &S6fire
The Steel
Construction
Institute
mandB'tt
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0 20
60 24.57
120 35.935
180 51.532
240 73.254
300 101.162
360 132.3
420 165.204
480 199.106
540 233.542
600 268.223
660 302.968
720 337.668
780 372.258
840 406.705
900 441
960 574.037
1020 583.512
1080 593.048
1140 602.728
1200 612.496
1260 622.314
1320 632.143
1380 641.947
1440 651.6971500 661.368
1560 670.938
1620 680.393
1680 689.717
1740 698.9
1800 707.93
1860 716.8
1920 725.5
1980 734.025
2040 742.368
2100 750.526
2160 758.495
2220 766.273
2280 773.858
2340 781.252
2400 788.455
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2460 795.47
2520 802.299
2580 808.945
2640 815.412
2700 821.705
2760 827.828
2820 833.787
2880 839.586
2940 845.231
3000 850.727
3060 856.078
3120 861.291
3180 866.37
3240 871.32
3300 876.146
3360 880.853
3420 885.446
3480 889.928
3540 894.304
3600 898.579
3660 902.755
3720 906.46
3780 906.731
3840 906.129
3900 904.6463960 902.28
4020 899.082
4080 895.098
4140 890.369
4200 884.931
4260 878.821
4320 872.069
4380 864.704
4440 856.752
4500 848.238
4560 839.184
4620 829.607
4680 819.527
4740 808.957
4800 797.911
4860 786.401
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4920 774.435
4980 762.022
5040 749.167
5100 735.874
5160 722.145
5220 707.983
5280 693.384
5340 678.347
5400 662.867
5460 646.938
5520 630.551
5580 613.696
5640 596.361
5700 578.531
5760 560.191
5820 541.321
5880 521.9
5940 501.906
6000 481.314
6060 460.096
6120 438.222
6180 415.664
6240 392.388
6300 373.931
6360 361.3556420 349.774
6480 339.106
6540 329.252
6600 320.129
6660 311.661
6720 303.782
6780 296.435
6840 289.568
6900 283.136
6960 277.1
7020 271.423
7080 266.073
7140 261.023
7200 256.247
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)
EF=GEE*
=F*GE1;
F;*EFF;
F*1;=F;
*1G=1)=
*G1*G)
*=G*12
**GFEE
2);GEE
21**22
2;);;E2
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= Side A
5"1 ;=)F;1
5") )F=1G;*
0ffective @idth F*FE
0ffective @idth F*FE
%ritical Temperat're =F2=*FE5Rd 221*=)
= Side B
5"1 ;=)F;1
5") )F=1G;*
0ffective @idth F*FE
0ffective @idth F*FE
%ritical Temperat're F1E=)E
5Rd 1GG;==
= Side %
5"1 ;=)F;1
5") )F=1G;*
0ffective @idth F*FE
0ffective @idth F*FE
%ritical Temperat're =2=*FE
5Rd 2E1EG2G
= Side D
5"1 ;=)F;1
5") )F=1G;*
0ffective @idth F*FE
0ffective @idth F*FE
%ritical Temperat're =1)E5Rd *)E=E
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= 2)* 11= F2
5axim'm 'nit! factor F= loor sla"
)erimeter Beams ( Critical Temperat"res
Side ,
Beam Si$e ;Ex1=ExEG %ompositeShear %onnection 1H
Load Ratio 1
%ritical Temperat're G
Side B
Beam Si$e =*=x)EGx1G %omposite
Shear %onnection **H
Load Ratio G
%ritical Temperat're =G*
Side C
Beam Si$e GEFx121xFG %omposite
Shear %onnection 2H
Load Ratio E*
%ritical Temperat're EFE
Side D
Beam Si$e =1x))2x1)E %omposite
Shear %onnection 1H
Load Ratio E;
%ritical Temperat're E2*
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F2; )1) =1E ;2 F=1 )2* 2;E IF=J
de.'ate
0dge Beam
&nternal Beam
&nternal Beam
0dge Beam
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FiCEB_Spreadsheet _V01.xlsThe analysis of composite floor slabs in fire
10(5an(11
Defa"lt
Str"ct"ral information
Span 1 1E m Span ) 2
Sla" depth 1) mm
%oncrete t!pe N@ )
Deck t!pe Re-entrant Deck Top lange Stiffener
Deck Depth E1 mm Deck Tro'gh %entres 1E)
Deck Top lange G mm Deck Bottom lange 1;F
Average mesh axis distance G mm 5esh strength E
Larger mesh area ;2; Smaller mesh area ;2
6oads for normal desi$n
Leading varia"le action 6ther varia"le action
Dead load/ excl'ding sla" ;)E Sla" #eight incl'ding mesh )2
Fire
(artial load factor for non-permanent loads Note: All other loads have factors of 1
Comp"ted factored load in fire =)G
)arametric Fire
%ompartment length m %ompartment #idth
%ompartment height m @indo# height
@indo# length m (ercentage open #indo#
ire Load @all lining factor %om"'stion factor 4ro#th rate
7es"lts of slab resistance calc"lations
((((((((((Temperat"res(((((((((
Time Beam 8esh Slab yield
-mins -9C -9C -9C -9C -mm
5esh area in long span ;2;
5esh area in short span ;2;
1
)
; ;*; E* ;1 E1 1GF EE) 1;E ;*F E)
G E=* F= G; =E *= =)E 1;E G)E EF
E F1* 2; E= FG2 ;) =F1 1;E GG2 =
= *); 1)2 F *) 1E F) 1;E G== =;
F *FE 1F2 *1 *G1 11 FF 1;E G=2 =;
* *E1 )1E *2 F21 1; =F= 1;E GE) =
*1 *GE )1* 2 F*; 1G =F1 1;E GE =
*) *;2 )) 2 FFE 1G ==F 1;E GGF =
*; *;) ))1 21 F== 1E ==) 1;E GGE =
*G *)E )); 2) FEF 1E =E= 1;E GG) E2
2G F;E )G1 2= =GE )2 E2G 1;E G2 EE
1G =) )GG 11; E= =G E1 1;E ;=E G2
11G E* )GF 1EG ;2F 11) G; 1;E ;)) G;
1) GEE )G* 1=E ;EG 1; G1 1;E ;F G
5axim'm 'nit! factor 11G loor sla" fails
%oncrete 4rade +fck
,
mm)m
kNm)
kNm)
kNm)
59m)
Slabtop
Slabbottom
Beamcapacity
Displa(cement
Enhanc(ement
Slacapa
-!4;m -!4;m -!4;
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:sef"l Data
Dimensions of commonly a&ailable steel dec!s -mm
Depth Top flan$e
Dec! Type
1 User Defined R or T
)
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2)*1*1G
1)1E=)E% o v e r # i d t h : 2
5 ' l t i d e c k *
; m m
2 m m
* - E m m
% o v e r # i d t h : 1
5 ' l t i d e c k =
; ) ; m m
2 m m
= m m
1 E m m
% o v e r # i d t h : =
; m m
= m m% o m l o r =
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:?B
Section 8 D B t T
11=x;ExG*F G*== 1;=1 ;*E ; EG1
11=x;ExG;F G;=2 1)E2 ;EG )=2 G2
11=x;Ex;2; ;2)F 11= ;; )GG G;2
11=x;Ex;G2 ;G2G 1*1 ;) )11 G11=x;Ex;1G ;1G; 1 ; 121 ;E2
11=x;Ex)F) )F); 221 ; 1=E ;1
11=x;Ex)G2 )G*F 2*) ; 1=E )=
11=x;Ex))) ))) 2F; ; 1= )11
21GxG12x;** ;** 2)1 G)E )1G ;==
21GxG12x;G; ;G;; 211* G1*E 12G ;)
21Gx;Ex)*2 )*21 2)== ;FF 12E ;)
21Gx;Ex)E; )E;G 21*G ;EE 1F; )F2
21Gx;Ex))G ))G) 21G ;G1 1E2 );2
21Gx;Ex)1 )2 2; ;;; 1E1 ))
*;*x)2)x))= ))=E *E2 )2;* 1=1 )=*
*;*x)2)x12G 12;* *GF )2)G 1GF )1F
*;*x)2)x1F= 1FE2 *;G2 )21F 1G 1**
F=)x)=Fx12F 12=* F=2* )=* 1E= )EG
F=)x)=Fx1F; 1F; F=)) )==F 1G; )1=
F=)x)=Fx1GF 1G=2 FEG )=E) 1)* 1FE
F=)x)=Fx1;G 1;;2 FE )=GG 1) 1EE
=*=x)EGx1F 1F) =2)2 )EE* 1GE );F
=*=x)EGx1E) 1E)G =*FE )EGE 1;) )1
=*=x)EGx1G 1G1 =*;E )E;F 1)G 12
=*=x)EGx1)E 1)E) =FF2 )E; 11F 1=)
=1x;Ex);* );*1 =;E* ;11G 1*G ;1G
=1x;Ex1F2 1F2 =)) ;F1 1G1 );=
=1x))2x1G 1;22 =1F) );) 1;1 ))1
=1x;Ex1G2 1G2) =1)G ;G* 11* 12F
=1x))2x1)E 1)E1 =1)) ))2 112 12=
=1x))2x11; 11; =F= ))*) 111 1F;
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=1x1F*x1 1; =FG 1F2) 11; 1F)
=1x1F*x2) 2)) =; 1F** 12 1E
=1x))2x11 11) =)= ))F= 1E 1G*
=1x1F*x*) *1* E2*= 1FF2 1 1)*
E;;x;1)x)F) )F;; EFF1 ;)) )11 ;F=
E;;x;1)x)12 )1** E=; ;1FG 1*; )2)E;;x;1)x1*) 1*1E EEF ;1GE 1E) )GG
E;;x)1x1;* 1;*; EG21 )1;2 1GF );=
E;;x)1x1)) 1)) EGGE )112 1)F )1;
E;;x;1)x1E 1E= EG)E ;1) 1)F );
E;;x)1x12 12 E;2E )1* 11= 1**
E;;x)1x11 11 E;=F )1 1* 1FG
E;;x1=Ex*E *G* E;G2 1==E 1; 1=E
E;;x)1x2) 2)1 E;;1 )2; 11 1E=
E;;x1=ExFG FGF E)21 1=E2 2F 1;=
E;;x)1x*) *)) E)*; )** 2= 1;)E;;x1=Ex== =EF E)GF 1=E1 *2 11G
GEFx121x1=1 1=1G G2) 122G 1* ;)
GEFx121x1;; 1;;; G*= 12=F 1E; )=;
GEFx121x1= 1E* G=2) 12G 1)= )=
GEFx121x2* 2*; G=F) 12)* 11G 12=
GEFx1E)x*) *)1 G=E* 1EE; 1E 1*2
GEFx121x*2 *2; G=;G 1212 1E 1FF
GEFx1E)xFG FG) G=) 1EGG 2= 1F
GEFx121x*) *) G= 121; 22 1=
GEFx1E)x=F =F) GE* 1E;* 2 1EGEFx121xFG FG; GEF 12G 2 1GE
GEFx1E)x= E2* GEG= 1E)2 *1 1;;
GEFx121x=F =F1 GE;G 1*22 *E 1)F
GEFx1E)xE) E); GG2* 1E)G F= 12
G=x1F*x*E *E; G1F) 1*12 12 1*)
G=x1F*xFG FG) G1)* 1F2E 2E 1=
G=x1F*x=F =F1 G2G 1F** ** 1G;
G=x1GxE; E;; G== 1G;; F2 1)2
G=x1F*x= =1 G=G 1FF2 F2 1)*
G=x1GxG= G= G;) 1G)) =* 11)
G=x1F*xEG EG1 G)= 1FFF FF 12
G=x1Gx;2 ;2 ;2* 1G1* =G *=
;E=x1F1x=F =F1 ;=;G 1F;) 21 1EF
;E=x1F1xEF EF ;E* 1F)) *1 1;
;E=x1F1xE1 E1 ;EE 1F1E FG 11E
;E=x1)Fx;2 ;21 ;E;G 1)= == 1F
;E=x1F1xGE GE ;E1G 1F11 F 2F
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:?C
r d ,rea Section 8 D B
; *=F2 =) ;E=xG=x=;G =;;2 GFG= G)G
; *=F2 EEF ;E=xG=xEE1 EE1 GEE= G1*E
; *=*) E ;E=xG=xG=F G=F G;== G1))
; *=*1 GGE ;E=xG=x;2; ;2; G12 GF; *=*) G ;E=xG=x;G ;;22 G=G G;
; *=*1 ;GF ;E=xG=x)*F )*F1 ;2;= ;22
; *=*) ;1F ;E=xG=x);E );E1 ;*1 ;2G*
; *=*1 )*; ;E=x;=*x)) )12 ;FG= ;FGF
)G1 F22= G2G ;E=x;=*x1FF 1FF ;=*) ;F)=
)G1 F22= G;F ;E=x;=*x1E; 1E)2 ;=) ;FE
121 *)GG ;=* ;E=x;=*x1)2 1)2 ;EE= ;=*=
121 *)GG ;); ;Ex;Ex)*; )*)2 ;=E; ;)))
121 *)GG )*= ;Ex;Ex)G )G ;E)E ;1*G
121 *)GG )E= ;Ex;Ex12* 12*1 ;;22 ;1GE
1F* F=1F )*2 ;Ex;Ex1E* 1E*1 ;)F1 ;11)
1F* F=1F )GF ;Ex;Ex1;F 1;=2 ;)E ;2)
1F* F=1F ))G ;Ex;Ex11* 11F2 ;1GE ;FG
1=E =*= )E1 ;Ex;Ex2F 2=2 ;F2 ;E;
1=E =*= )) )EGx)EGx1=F 1=F1 )*21 )=E)
1=E =*= 1*F )EGx)EGx1;) 1;) )F=; )=1;
1=E =*= 1F1 )EGx)EGx1F 1F1 )==F )E**
1E) =1E1 )1F )EGx)EGx*2 **2 )=; )E=;
1E) =1E1 12G )EGx)EGxF; F;1 )EG1 )EG=
1E) =1E1 1F* );x);x1)F 1)FE )G1G )1;2
1E) =1E1 1E2 );x);x11; 11;E );E )1)1
1=E EG ;; );x);x1 22= ))*= )1;
1=E EG ))* );x);x*= *=1 )))) )21
1)F EGF= 1F* );x);xF1 F1 )1E* )=G
1=E EG 12 );x);x= = )2= )E*
1)F EGF= 1E2 );x);xE) E) )=) )G;
1)F EGF= 1GG );x);xG= G=1 );) );=
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1)F EGF= 1)* 1E)x1E)xE1 E1) 1F) 1EFG
1)F EGF= 11F 1E)x1E)xGG GG 1== 1EE2
1)F EGF= 1)2 1E)x1E)x;F ;F 1=1* 1EGG
1)F EGF= 1G 1E)x1E)x; ; 1EF= 1E)2
1)F GF=E ;G* 1E)x1E)x); ); 1E)G 1E))
1)F GF=E )F21)F GF=E );1
1)F GF=E 1F=
1)F GF=E 1EE
1)F GF=E 12)
1)F GF=E 1;2
1)F GF=E 1)2
1)F GF=E 1*
1)F GF=E 11F
1)F GF=E 2E)
1)F GF=E 1E1)F GF=E *;F
1) GF= )=
1) GF= 1F
1) GF= 1;E
1) GF= 1)E
1) GF= 1E
1) GF= 11G
1) GF= 2GE
1) GF= 1G
1) GF= *E=1) GF= 2G=
1) GF= F=)
1) GF= *EE
1) GF= ===
1) ;=G 12
1) ;=G 2GE
1) ;=G *EE
1) ;=G =F2
1) ;=G F=E
1) ;=G E*=
1) ;=G =2
1) ;=G G2F
1) ;11= *EE
1) ;11= F)=
1) ;11= =G2
1) ;11= G2*
1) ;11= EF;
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1) ;11= G)1
F= )FE2 G1*
*2 )=E) =1)
*2 )=E) =**
F= )FE2 ;E2
*2 )=E) E;G*2 )=E) E*F
F= )FE2 ;1=
*2 )=E) GF)
*2 )=E) E1;
F= ))E) ;=1
F= )12 EG*
F= ))E) ;)
F= )12 GF)
F= ))E) )*
F= )12 ;2FF= 1F)G ;*)
F= 1F)G ;)
F= 1=2G )2G
F= 1G=* )G;
F= 1)1* );
F= 2== 1=E
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Depth
of
Section
h
t T r d ,rea mm
GF= FF 1E) )2) ** IPN 80 80
G)1 =FE 1E) )2) F) IPN 100 100
;E* E* 1E) )2) E2E IPN 120 120
;= G2) 1E) )2) E1 IPN 140 140)== G)2 1E) )2) G;; IPN 160 160
))= ;=E 1E) )2) ;== IPN 180 180
1*G ;) 1E) )2) )22 IPN 200 200
1=E )F 1E) )2) )EF IPN 220 220
1GG );* 1E) )2) ))= IPN 240 240
1); )F 1E) )2) 12E IPN 260 260
1G 1FE 1E) )2) 1=G IPN 280 280
)=* GG1 1E) )G=F ;= IPN 300 300
); ;FF 1E) )G=F ;= IPN 320 320
121 ;1G 1E) )G=F )E) IPN 340 340
1E* )E 1E) )G=F )1 IPN 360 360
1;* )1F 1E) )G=F 1FG IPN 380 380
1) 1*F 1E) )G=F 1E IPN 400 400
22 1EG 1E) )G=F 1); IPN 450 450
12) ;1F 1)F ); )1; IPN 500 500
1E; )E; 1)F ); 1=* IPN 550 550
1)* )E 1)F ); 1;= IPN 600 600
1; 1F; 1)F ); 11; IPE 80 80
*= 1G) 1)F ); 2;1 IPE 100 100
1*1 ;1 1) 1=* 1=) IPE 120 120
1=; )=2 1) 1=* 1GE IPE 140 140
1GE );F 1) 1=* 1)F IPE 160 160
1)F )E 1) 1=* 11 IPE 180 180
1 1F; 1) 1=* 2G IPE 200 200
2G 1G) 1) 1=* F=G IPE 220 220
F2 1)E 1) 1=* ==; IPE 240 240
F) 11 1) 1=* E*F IPE 270 270
Designation
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11 1EF F= 1);= =E) IPE 300 300
2E 1;= F= 1);= E=1 IPE 330 330
* 11E F= 1);= GF1 IPE 360 360
=E 2G F= 1);= ;*; IPE 400 400
E* =* F= 1);= )2) IPE 450 450
IPE 500 500
IPE 550 550
IPE 600 600
HEA 100 96
HEA 120 114
HEA 140 133
HEA 160 152
HEA 180 171
HEA 200 190
HEA 220 210
HEA 240 230
HEA 260 250
HEA 280 270
HEA 300 290
HEA 320 310
HEA 340 330
HEA 360 350
HEA 400 390
HEA 450 440
HEA 500 490
HEA 550 540
HEA 600 590
HEA 650 640
HEA 700 690
HEA 800 790
HEA 900 890
HEA 1000 990
HEB 100 100
HEB 120 120
HEB 140 140
HEB 160 160
HEB 180 180
HEB 200 200
HEB 220 220
HEB 240 240
HEB 260 260
HEB 280 280
HEB 300 300
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HEB 320 320
HEB 340 340
HEB 360 360
HEB 400 400
HEB 450 450
HEB 500 500
HEB 550 550
HEB 600 600
HEB 650 650
HEB 700 700
HEB 800 800
HEB 900 900
HEB 1000 1000
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Width Th. Th. Area
of Web Flange of
Section Section
b s t A
mm mm mm mm2
42 3.9 5.9 758
50 4.5 6.8 1060
58 5.1 7.7 1420
66 5.7 8.6 1830
74 6.3 9.5 2280
82 6.9 10.4 2790
90 7.5 11.3 3340
98 8.1 12.2 3950
106 8.7 13.1 4610
113 9.4 14.1 5330
119 10.1 15.2 6100
125 10.8 16.2 6900
131 11.5 17.3 7770
137 12.2 18.3 8670
143 13 19.5 9700
149 13.7 20.5 10700
155 14.4 21.6 11800
170 16.2 24.3 14700
185 18 27 17900
200 19 30 21200
215 21.6 32.4 25400
46 3.8 5.2 764
55 4.1 5.7 1030
64 4.4 6.3 1320
73 4.7 6.9 1640
82 5 7.4 2010
91 5.3 8 2390
100 5.6 8.5 2850
110 5.9 9.2 3340
120 6.2 9.8 3910
135 6.6 10.2 4590
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150 7.1 10.7 5380
160 7.5 11.5 6260
170 8 12.7 7270
180 8.6 13.5 8450
190 9.4 14.6 9880
200 10.2 16 11600
210 11.1 17.2 13400
220 12 19 15600
100 5 8 2120
120 5 8 2530
140 5.5 8.5 3140
160 6 9 3880
180 6 9.5 4530
200 6.5 10 5380
220 7 11 6430
240 7.5 12 7680
260 7.5 12.5 8680
280 8 13 9730
300 8.5 14 11250
300 9 15.5 12440
300 9.5 16.5 13350
300 10 17.5 14280
300 11 19 15900
300 11.5 21 17800
300 12 23 19750
300 12.5 24 21180
300 13 25 22650
300 13.5 26 24160
300 14.5 27 26050
300 15 28 28580
300 16 30 32050
300 16.5 31 34680
6 10 12 2600
120 6.5 11 3400
140 7 12 4300
160 8 13 5430
180 8.5 14 6530
200 9 15 7810
220 9.5 16 9100
240 10 17 10600
260 10 17.5 11800
280 10.5 18 13100
300 11 19 14900
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300 11.5 20.5 16100
300 12 21.5 17100
300 12.5 22.5 18100
300 13.5 24 19800
300 14 26 21800
300 14.5 28 23900
300 15 29 25400
300 15.5 30 27000
300 16 31 28600
300 17 32 30600
300 17.5 33 33400
300 18.5 35 37100
300 19 36 40000
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) G = * 1 1) 1G
1
)
;
G
E
=
F
*
2
1
Temperat"re )lots
Sla" Top Sla" Bottom Unprotected Beam
5esh ire
Time -mins
Temperat"re-9C.
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) G = * 1 1) 1G
1
)
;
G
E
=
F
*
1
)
;
G
E
=
F
*
Capacities and Displacement
Sla" %apacit! Unprotected Beam %apacit!
Total %apacit! DeflectionTime -8in
Bendin$capacity-!4;m.
Deflection-mm.
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) G = * 1 1)
1
)
;
G
E
=
F
*
2
1
Tro'gh
%rest
Test crest
Test tro'gh
Depth into slab -mm
Temperat"re
-9C.
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22 1 ;*FE ;*FE ;*FE ;*FE ;*FE ;*FE ;*FE ;*FE 1 GF GF
) 2E 1E1 1E* 1=) 1=E 1=2 1F) 1FE 1F* 1*1 1*= )) )1 1)2 2E =2 )1
1 22 1E2 1=F 1F1 1FE 1F2 1*) 1*= 1*2 12) 12* )1E ))G 1); 22 =; ))G
)* 1) 12E )E )1 )1E )) ))G ))2 );; );F )G; )=E )F= 1G 1) GG )F=
) )2 )*G )2) )2F ;1 ;E ;* ;1) ;1G ;1F ;)) ;G ;E1 * )2 ) ;E1
* )F1 ;G1 ;GF ;E ;E) ;E; ;E; ;E) ;E ;G* ;G= ;E= ;=E == )F1 = ;=E
) )2G ;=1 ;== ;=* ;=2 ;=* ;=F ;=; ;E2 ;E ;G= ;EE ;=; =1 )2G 1 ;=;
F; ;1= ;* ;*G ;*E ;*G ;*) ;F2 ;FG ;=F E=;FE ;1=
F; ;G2 GF G* GF GG ;22 ;2; ;*E G21)E ;G2F; ;*1 G)2 G)F G); G1* G1 G1 G1*FE ;*1
F; G2 GGE G;2 G;; G)E G1E ;G=)E G2
F; G;1 GE) GG; G;E G)G )F;FE G;1
F; GG; GE G;* G)2 )1)E GG;
F; GG G;F G)E 1)*FE GG
F; G); G1; E=)E G);
) G1 ;2; 1 G1
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) G = * 1 1)
E
1
1E
)
)E
;
;E
G
GE
E
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Grid for dovetail
22 22 22 22 22 22 22 22
22 22 22 22 22 22 22 22
22 22 22 22 22 22 22 22
22 22 22 22 22 22 22 22
22 22 22 22 22 22 22 2222 22 22 22 22 22 22 22
22 22 22 22 22 22 22 22
22 22 22 22 22 22 22 22
22 22 22 22 22 22 22 22
22 22 77 77 77 77 77 77
22 22 22 77 77 77 77 77
22 22 22 22 77 77 77 77
22 22 22 22 22 77 77 77
22 22 22 22 22 22 77 77
22 22 22 22 22 22 22 77
113 114 115 116 117 118 119 120
105 106 107 108 109 110 111 112
97 98 99 100 101 102 103 104
89 90 91 92 93 94 95 96
81 82 83 84 85 86 87 88
73 74 75 76 77 78 79 80
65 66 67 68 69 70 71 72
57 58 59 60 61 62 63 64
49 50 51 52 53 54 55 56
41 42 43 44 45 46 47 48
33 34 35 36 37 38 39 40
25 26 27 28 29 30 31 32
17 18 19 20 21 22 23 24
9 10 11 12 13 14 15 16
1 2 3 4 5 6 7 8
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40 16.25 2.3 2.3 2.3 2.3 2.3 8.5
2.00 153 155 155 155 155 155 155 155
1 1=) 1=; 1=G 1=G 1=G 1=G 1=G 1=G
2G 1*) 1*; 1*; 1*; 1*; 1*; 1*; 1*;
2G )F )F )F )F )F )= )= )=
2G );* );= );E );G );G );G );; );;
2G )FG )=2 )=E )=G )=; )=; )=) )=1
2G ;1E ;G )2E )2; )21 )2 )*2 )*F
* ;EG ;;* ;1F ;1; ;2 ;F ;E ;)
) ;F= ;= ;)) ;1E ;11 ;* ;= ;;
2* G; ;*F
2* G;2 G)G G1
2* GE2 GG; G)= G)1
2* GEE GG G)) G1F G1)
2* G)G G1) ;2F ;2; ;** ;*;
) ;2 ;*) ;F ;=F ;=) ;E= ;GE
1)
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112 1E;
11; 1=)
1; 1*)
2G )F
*E );*
FE )FG
== ;1E
EF ;EG
E) ;F=
G= G;
;= G;2
)F GE2
1F GEE
F G)G
1 ;2