ficeb_spreadsheet _v01.xls

8/10/2019 FiCEB_Spreadsheet _V01.xls

1/49

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

)


2/49

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


3/49

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


4/49

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%&


5/49

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


6/49

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


7/49

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


8/49

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


9/49

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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17/49

)

EF=GEE*

=F*GE1;

F;*EFF;

F*1;=F;

*1G=1)=

*G1*G)

*=G*12

**GFEE

2);GEE

21**22

2;);;E2


18/49


19/49

= Side A

5"1 ;=)F;1

5") )F=1G;*

0ffective @idth F*FE


%ritical Temperat're =F2=*FE5Rd 221*=)

= Side B

5"1 ;=)F;1

5") )F=1G;*



%ritical Temperat're F1E=)E

5Rd 1GG;==

= Side %

5"1 ;=)F;1

5") )F=1G;*



%ritical Temperat're =2=*FE

5Rd 2E1EG2G

= Side D

5"1 ;=)F;1

5") )F=1G;*



%ritical Temperat're =1)E5Rd *)E=E


20/49

= 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*


21/49


22/49

F2; )1) =1E ;2 F=1 )2* 2;E IF=J

de.'ate

0dge Beam

&nternal Beam

&nternal Beam

0dge Beam


23/49


24/49


25/49

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;


26/49

:sef"l Data

Dimensions of commonly a&ailable steel dec!s -mm

Depth Top flan$e

Dec! Type

1 User Defined R or T

)


27/49

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 =


28/49


29/49

:?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;


30/49

=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


31/49


32/49

:?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 );) );=


33/49

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;


34/49

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


35/49

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


36/49

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


37/49

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


38/49

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


39/49

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


40/49

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


41/49

) 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.


42/49

) 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.


43/49

) G = * 1 1)

1

)

;

G

E

=

F

*

2

1

Tro'gh

%rest

Test crest

Test tro'gh

Depth into slab -mm

Temperat"re

-9C.


44/49

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


45/49

) G = * 1 1)

E

1

1E

)

)E

;

;E

G

GE

E


46/49

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


47/49

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)


48/49


49/49

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

ficeb_spreadsheet _v01.xls

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