Civil Engineering Reference
In-Depth Information
h
i
?
d
?
b
w
1
=
3
V
Rd
;
c
C
Rd
;
c
?
k
?
100
?
ρ
l
?
f
ck
0
:
12
?
σ
cp
The following shear resistance is calculated using the variables in Eq. (6.2a) according to
DINEN 1992-1-1 or its National Annex. It should be noted here that according to DAfStb
guideline part 1 section 6.2.2 (RV7) andDINEN1992-1-1 Fig. 6.3, the externally bonded
reinforcement may not be counted as part of the longitudinal reinforcement.
r
200
d
r
200
653
k
1
1
1
:
55
2
:
0
σ
cp
N
Ed
=
A
c
0
0
:
15
γ
c
0
:
15
C
Rd
;
c
5
0
:
10
1
:
A
sl
d
?
b
w
3079
653
?
300
ρ
l
1
:
57
%
2
%
h
i
1
=
3
V
Rd
;
c
0
:
10
?
1
:
55
?
1
:
0
?
1
:
57
?
30
?
653
?
300
109
:
94 kN
The minimum shear resistance of a member without shear reinforcement is given by
DIN EN 1992-1-1 Eq. (6.2b) as
q
k
3
0
:
0525
γ
c
V
Rd
;
c
?
f
ck
0
:
12
?
σ
cp
?
d
?
b
w
?
p
1
0
:
0525
1
:
5
55
3
:
?
30
?
653
?
300
73
:
91 kN
?
The design shear resistance of this member without shear reinforcement is therefore
V
Rd,c
=
109.94 kN.
The limit beyond which no shear wrapping at the end of the strip is necessary is
calculated using DAfStb guideline [1, 2] part 1 Eq. (RV 6.121) depending on the
distance of the strip from the centre of the support
a
L
according to Section 6.5.3:
!
0
:
15
100
?
ρ
sl
V
Rd
;
c
;
LE
0
:
75
?
1
19
:
6
?
?
V
Rd
;
c
a
0
:
36
L
!
0
:
15
1
:
57
V
Rd
;
c
;
LE
0
:
75
?
1
19
:
6
?
?
109
:
94
282
:
52 kN
400
0
:
36
As the acting shear force is greater than the limit according to the DAfStb guideline,
shear wrapping at the end of the strip is essential.
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