Civil Engineering Reference
In-Depth Information
b
w
n
L
1
300
5
1
50 mm
a
r
The design value of the bond strength of all externally bonded reinforcement is obtained
by multiplying the tensile force that can be anchored per strip by the number of strips.
For simplicity, the most unfavourable edge distance of the outer strips was also applied
to the other, inner, strips.
F
bLRd
;
sum
n
L
?
F
bLRd
5
?
34
:
44
172
:
22 kN
6.5.4 Bond analysis
The design value of the bond strength is greater than the acting strip force and so the
bond analysis is regarded as verified:
F
LEd
59
:
77 kN
F
bLRd
;
sum
172
:
22 kN
6.6
Shear analyses
6.6.1 Shear capacity
First of all we shall attempt to analyse the shear capacity of the downstand beam
according to DIN EN 1992-1-1 [20] and its associated National Annex [21]. Checking
the capacity of the strut in the concrete is the
first step. To do this, the design shear force
is determined according to DIN EN 1992-1-1 [20, 21] section 6.2.1 (8):
V
Ed
;
red
;
max
V
Ed
p
Ed
?
a
i
489
:
0
122
:
25
?
0
:
20
464
:
6kN
The maximum strut angle used in the design is obtained from DIN EN 1992-1-1 [20, 21]
Eq. (6.7aDE):
1
:
2
1
V
Rd
;
cc
=
V
Ed
3
:
0
1
:
0
cot
θ
2
1
131
:
5
=
464
:
6
1
:
1
:
0
3
:
0
)
cot
θ
1
:
67
The shear resistance
V
Rd,cc
to DIN EN 1992-1-1 [20, 21] Eq. (6.7bDE) is used here:
48
?
f
1
=
3
ck
V
Rd
;
cc
c
?
0
:
?
b
w
?
z
48
?
30
1
=
3
V
Rd
;
cc
0
:
5
?
0
:
?
300
?
0
:
9
?
653
131
:
5kN
The maximum shear resistance, which is limited by the strength of the strut, is calculated
using DIN EN 1992-1-1 [20, 21] Eq. (6.9):
V
Rd
;
max
α
cw
?
b
w
?
z
?
ν
1
?
f
cd
cot
θ
tan
θ
1
:
0
?
300
?
0
:
9
?
653
?
0
:
75
?
17
989
:
8kN
1
:
67
1
=
1
:
67
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