Example - Composite Floor Slab
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Document Ref: SX009a-EN-EU Sheet 1 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
Example: Composite floor slab This example shows the design of a composite floor slab for both construction stage and composite stage. The composite slab is checked at both ultimate limit state and serviceability limit state.
In many markets there are benefits in avoiding propped construction but in this example props are used for pedagogical reasons. The slab considered is propped, as shown below
1800
P PP
[mm]
18001800180018001800
P are temporary props during casting of the concrete
Sheeting data:The characteristic values for the chosen sheeting are as follows:
Yield strength fyp,k = 320 N/mm2
Thickness ts = 0,778 mm Effective steel area Ap = 955 mm2/m
Second moment of area of steel core Ip = 33,0 104 mm4/m Plastic bending resistance Mpa,Rk = 5,29 kNm/m
Sagging bending resistance = 3,41 kNm/m +Rka,M
Hogging bending resistance = 2,86 kNm/m Rka,M
Resistance to support reaction Rw,k = 34,0 kN/m
Resistance to horizontal shear u,Rk = 0,306 N/mm2
From trade literature
Example: Composite floor slabCr
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une
09, 2
012
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Document Ref: SX009a-EN-EU Sheet 2 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
Slab data:Slab depth ht = 120 mm Slab mean depth hred = 103,5 mm Slab depth above sheeting hc = 75 mm Effective depth dp = 101 mm Concrete C25/30 fck = 25 N/mm2
Ecm = 31000 N/mm2
Sheeting geometry and slab:
10
45
30
60 15050o
27
900
[mm]
htdp
19
Partial safety factors:
G = 1,35 (permanent loads) Q = 1,5 (variable loads) M0 = 1,0 M1 = 1,0 C = 1,5 VS = 1,25
EN 1990
EN 1993-1-1
EN 1993-1-1
EN 1992-1-1
EN 1994-1-1
Loads:The slab is designed for both the construction stage and the composite stage. In the construction stage, the steel sheeting acts as shuttering and has to carry its own weight, the wet concrete and the construction loads. In the composite stage the slab has to carry its own weight, floor finishes and the live load. The following loads are considered in this example:
Example: Composite floor slabCr
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Document Ref: SX009a-EN-EU Sheet 3 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
Construction stage:
Self weight of the sheeting gp = 0,09 kN/m2
Self weight of the wet concrete gc = 2,6 kN/m2
Distributed construction load q1 = 0,75 kN/m2
Concentrated construction load q2 = 1,5 kN/m2
Composite stage:
Self weight of the slab g1 = 2,5 + 0,09 = 2,6 kN/m2
Floor finishes g2 = 1,2 kN/m2
Live load (hotel) q = 5,0 kN/m2
Verification of the sheeting as shutteringThe sheeting resistance needs to be verified in the construction stage in both ultimate and serviceability limit state according to EN 1993-1-3.
Ultimate limit state: Maximum sagging bending moment:
Ed G g Q qM M M+ += + +
= 0,81 kNm/m p c
2 20 078 0 09 1 8 0 094 2 6 1 8, , , , , ,g g gM M M+ + += + = +
= 0,46 kNm/m 20 094 1 5 1 8, , ,qM+ =
= 1,78 kNm/m Ed 1 35 0 81 1 5 0 46, , , ,M+ = +
Example: Composite floor slabCr
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Document Ref: SX009a-EN-EU Sheet 4 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
Maximum hogging bending moment:
3000
q2
gpgcq1
= 2,18 kNm/m Ed 1 35 1 01 1 5 0 55, , , ,G g Q qM M M = + = +
15,35,175,535,1qQGGEd +=+= FFF = 12,5 kN/m gM , qM
, Fg and Fq are calculated by computer.
Design check:Positive bending
RkRdM0
MM +
+ = = =0,141,3 3,41 kNm/m > EdM
+ =1,78 kNm/m OK
Negative bending
RkRdM0
MM
= = =0,186,2 2,86 kNm/m > EdM
= 2,18 kNm/m OK
Support reaction
RkRdM1
RR = = =0,10,34 34,0 kN/m > FEd= 12,5 kN/m OK
Interaction, moment and support reaction
25,1Rdw,
Ed
Rd
Ed +
RF
MM
2 18 12 5 113 1 252 86 34 0, , , ,, ,
+ = < OK
All design checks are OK at the ultimate limit state.
EN 1993-1-3 6.1.11 (6.28)
Example: Composite floor slabCr
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Document Ref: SX009a-EN-EU Sheet 5 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
Serviceability limit state:
The deflection, s, due to the wet concrete and the self weight of the sheeting should not, unless otherwise noted in the National Annex, exceed s,max = L/180.
4
p cs
p
2 65 3 4384
( , , )g gEI
+ = L
EN 1994-1-1 9.6 (2)
Check if the sheeting is fully effective, i.e. does Ip need to be recalculated due to local buckling?
Maximum positive moment in serviceability limit state:
= 0,81 kNm/m 2 2sls 0 078 0 09 1 8 0 094 2 6 1 8, , , , , ,M = +
Maximum compression stress in top flange:
6
slscom 4
p
0 81 10 45 1933 0 10, (,
M zI
= = )= 63,8 N/mm2
ypcr 28 4
/,
f b tk
= =
com
235 23563 8,
= = = 1,9
with = 1, Table 4.1 gives k = 4 p
30 0 77828 4 1 9 4 0
/ ,, , ,
= = 0,36 1 0, =
Since the reduction factor, 1 0, = , no reduction of the top flange is necessary, i.e. Ip is fully effective.
4
s 42 65 0 09 3 4 2 6 1800
384 210000 33 0 10( , , , , )
, + = = 3,6 mm
s,max1800
180 180L = = =10 mm > 3,6 mm = s OK
The deflection, s, is less than 1/10 of the slab depth, therefore no ponding effects need to be taken into account. Hence, the serviceability limit state is also OK. The sheeting can work as shuttering in the construction stage.
EN 1993-1-5 4.4
EN 1993-1-5 Table 4.1
EN 1994-1-1 9.3.2 (2)
Example: Composite floor slabCr
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Document Ref: SX009a-EN-EU Sheet 6 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
Verification of the composite slab: Ultimate limit state: The continuous slab will be designed as a series of simply supported spans.
EN 1994-1-1 9.4.2 (5)
qg1+g2
2
G 1 2 QEd 8
[ ( ) ]g g q LM
+ + =
2
Ed1 35 2 6 1 2 1 5 5 0 3 6
8[ , ( , , ) , , ] ,M + + = = 20,5 kNm/m
Design bending resistance:
The sagging bending moment resistance should be calculated from the stress distribution in the figure below, if the neutral axis is above the sheeting.
dpxpl -
+
fyp,d
0,85 fcd
z Mpl,Rd
Np
Nc,f
EN 1994-1-1 Figure 9.5
centroidal axis of the profiled steel sheeting
p yp,dpl
cd0 85,A f
xb f=
yp,kyp,dM0
3201 0,
ff = = = 320 N/mm
2
ckcdC
251 5,
ff = = = 16,7 N/mm2
7,16100085,0
320955pl
= = 21,6 mm
Example: Composite floor slabCr
eate
d on
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une
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012
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Document Ref: SX009a-EN-EU Sheet 7 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
For full shear connection:
( )pl,Rd p yd p pl 2/M A f d x= ( ) 3pl,Rd 955 320 101 21 6 2 10M = , / = 27,5 kNm/m > 20,5 = MEd
Longitudinal shear by partial connection method:
Shear span required for full shear connection
c u,Rd x cN b L fN=
EN 1994-1-1 9.7.3 (8)
The distance to the nearest support, Lx, required for full shear connection can be determined by
p ydcfxu,Rd u,Rd
A fNLb b
= =
u,Rku,RdVs
0 3061 25,,
= = = 0,245 N/mm2
245,01000
320955x
=L = 1247 mm
Hence, at a distance of 1247 mm from the support a full shear connection is fulfilled.
Design check using the simplified partial interaction diagram:
For any cross section along the span it has to be shown that the corresponding design bending moment, MEd, does not exceed the design bending resistance, MRd. In the figure x is the distance from the support.
Example: Composite floor slabCr
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une
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012
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Document Ref: SX009a-EN-EU Sheet 8 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
MRd, MEd [kNm/m]
x [m] 0 0.4 0.8 1.2 1.6 2
0
10
20
30
MRd
G 1 2 QEd 2
[ ( ) ]( )
g g q xM L x
+ + =
Lx
Mpl,Rd
Mpa
Ed RdM M for all cross sections
Vertical shear:
G 1 2 QEd 2g g q L
V + + = [ ( ) ]
Ed1 35 2 6 1 2 1 5 5 0 3 6
2V + + = [ , ( , , ) , , ] , = 22,7 kN/m
Design vertical shear resistance:
1 3v,Rd Rd,c I ck 1 cp w100/( ) pV C k f k b = + d
d
with a minimum of
v,Rd,min min 1 cp( ) w pV v k b= +
Rd,cC
0 18 0 18 0 121 5
, , ,,
C = = =
p
200 2001 1101
,kd
= + = + = 2 4
EN 1992-1-1 6.2.2
See Note in EN 1992-1-1 6.2.2
Example: Composite floor slabCr
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Document Ref: SX009a-EN-EU Sheet 9 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
02,0pw
sll = db
A
Asl is the area of the tension reinforcement in [mm], i.e Asl = Ap bw = 400 mm/m, i.e. the smallest width in [mm] of the section in the tension area.
02,0024,0101400
955l >== 02,0l =
Edcpc
0NA
= = , since NEd = 0, i.e. no axial forces or prestress. k1 = 0,15
1 3v,Rd 0 12 2 4 100 0 02 25 0 15 0 400 101/, , ( , ) ,V = +
Vv,Rd = 42,8 kN/m
See Note in EN 1992-1-1 6.2.2
Minimum value
= 0,65 3 2 1/2 3 2 1 2min ck0 035 0 035 2 4 25/ /, , ,v k f= =
/
= 26,3 kN/m v,Rd,min 0 65 0 15 0 400 101V = + ( , , )
Vv,Rd = 42,8 kN/m > 22,7 kNm/m = VEd OK All design checks of the composite slab in the ultimate limit state are OK.
Serviceability limit state: Cracking of concrete:
As the slab is designed as simply supported, only anti-crack reinforcement is needed. The cross-sectional area of the reinforcement above the ribs should be not less than 0,4% of the cross-sectional area of the concrete above the ribs.
min = 300 mms c0 004 0 004 1000 75, ,A b h= = 2/m 8 s160 mm will be enough for this purpose.
EN 1994-1-1 9.8.1 (2)
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Document Ref: SX009a-EN-EU Sheet 10 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
Deflection:
For the calculations of the deflections of the slab, the slab is considered to be continuous. The following approximations apply:
the second moment of area may be taken as the average of the values for the cracked and un-cracked section;
for concrete, an average value of the modular ratio, n, for both long- and short-term effects may be used.
EN1994-1-1 9.8.2 (5)
p p
cmcmcm
210000 1021 3100032 3
'
E En
EE E= = = +
Second moment of area for the cracked section
3
2cbc p p c3
( )b x
pI A d x In= + +
p pi ici p
21 1
n A b dA zxA b n A
= = +
c10 955 2 1000 1011 1
1000 10 955x
= + = 35,4 mm
3
2 4bc
1000 35 4 955 101 35 4 33 0 10 5 92 103 10
, ( , ) , ,I = + + =6 mm4/m
Second moment of area for the un-cracked section
22 330 p 0 p pc c c
bu u t u
2p p u p
12 2 12 2
( )
b h b h hb h b h hI x h xn n n n
A d x I
= + + + +
+
2pc
0 p t p p
c 0 p p
2 2u
hhb b h h n Ax
b h b h n A
+ + = + + d
Example: Composite floor slabCr
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Document Ref: SX009a-EN-EU Sheet 11 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
275 451000 650 45 120 10 955 1012 2
1000 75 650 45 10 955ux
+ + = + + = 58,3 mm
23 3
bu
22
4 6 4
1000 75 1000 75 75 610 4558 312 10 10 2 12 10
610 45 45120 58 3 955 101 58 310 2
33 0 10 13 5 10 mm /m
,
, (
, ,
I = + +
, )
+
+ =
+
Average Ib of the cracked and un-cracked section
6 6bc bub5 92 13 5 10 9 7 10 mm /m
2 2, , ,I II + += = = 4
Deflections
The total deflection under the worst load case should not exceed L/250.
Weight of floor finishes:
2
4 42
c 6b
0 0068 0 0068 1 2 3600210000 9 7 10,
, , ,,g
g LE I
= = = 0,67 mm
EN1992-1-1 7.4.1(4)
Live load, worst case:
q q
4 41
c 6b
0 0099 0 0099 0 7 5 0 3600210000 9 7 10,
, , , ,,q
q LE I = = = 2,86 mm
Removal of the props:
G1' G1' G1'
1 13 62 6
2 2LG g = = ,, = 4,68 kN/m
1
3 31
6cb
0 01146 0 01146 4680 3600210000 9 7 10,
, ,,G
G LE I
= = = 1,23 mm
Example: Composite floor slabCr
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d on
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une
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012
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cces
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Document Ref: SX009a-EN-EU Sheet 12 of 12 Title
CALCULATION SHEET
Example: Composite floor slab
Eurocode Ref EN 1994-1-1, EN 1993-1-3, EN 1992-1-1 & EN 1993-1-1 Made by Jonas Gozzi Date March 2005 Checked by Bernt Johansson Date April 2005
Total deflection:
21
c c cc1 23 0 67 2 86, ,, , , ,g qG = + + = + + = 4,76 mm
mm4,14250
3600250
mm76,4 ==
-
Example: Composite floor slab SX009a-EN-EU
Quality Record
RESOURCE TITLE Example: Composite floor slab
Reference(s)
ORIGINAL DOCUMENT
Name Company Date
Created by Jonas Gozzi SBI 10/03/2005
Technical content checked by Bernt Johansson SBI 08/04/2005
Editorial content checked by
Technical content endorsed by the following STEEL Partners:
1. UK G W Owens SCI 7/7/05
2. France A Bureau CTICM 17/8/05
3. Sweden A Olsson SBI 8/8/05
4. Germany C Muller RWTH 10/8/05
5. Spain J Chica Labein 12/8/05
Resource approved by Technical Coordinator
G W Owens SCI 06/7/06
TRANSLATED DOCUMENT
This Translation made and checked by:
Translated resource approved by:
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