Civil Engineering Reference
In-Depth Information
As the acting moment
m
Ed
=
13.37 kNm/m is less than the admissible moment
m
Rd
=
16.62 kNm/m, the end anchorage is verified.
4.6 Analysis of shear capacity
The analysis of the shear capacity is carried out according to DAfStb guideline part 1 [1,
2] section 6.2.1 (RV 10) and according to DIN EN 1992-1-1 [20] with its associated
National Annex [21] section 6.2.2. The design shear force is calculated according to
DIN EN 1992-1-1 section 6.2.1 (8) as follows:
v
Ed
;
red
v
Ed
p
Ed
?
t
=
2
d
36
:
44
16
:
95
?
0
:
20
=
2
0
:
14
32
:
37 kN
=
m
The shear resistance of a member without shear reinforcement is obtained from the
maximum of Eqs. (6.2a) and (6.2b) from DIN EN 1992-1-1. The shear resistance from
Eq. (6.2a) is given by
h
i
?
d
1
=
3
v
Rd
;
c
100
?
ρ
l
?
f
ck
0
:
12
?
σ
cp
C
Rd
;
c
?
k
?
The following shear resistance is calculated using the variables in Eq. (6.2a) according
to DIN EN 1992-1-1, or its National Annex. It should be noted here that according to
DAfStb guideline part 1 section 6.2.2 (RV 7) and DIN EN 1992-1-1 Fig. 6.3, the
externally bonded reinforcement may not be counted as part of the longitudinal
reinforcement.
r
200
d
r
200
140
k
1
1
2
:
20
2
:
0
σ
cp
N
Ed
=
A
c
0
0
:
15
γ
c
0
15
1
:
5
:
C
Rd
;
c
0
:
10
a
sl
d
4
43
14
0
:
32
2
%
:
100
?
ρ
l
h
i
?
140
51
:
80 kN
=
m
1
=
3
v
Rd
;
c
0
:
10
?
2
:
0
?
1
:
0
?
0
:
32
?
20
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
p
2
3
0
:
0525
γ
c
0
:
0525
1
:
5
v
Rd
;
c
?
f
ck
0
:
12
?
σ
cp
?
d
?
20
?
140
61
:
98 kN
=
m
?
?
The design shear force
v
Ed,red
=
32.37 kN/m is less than the shear capacity
v
Rd,c
=
61.98 kN/m and so the shear analysis is satis
ed. Checking for a concrete cover
separation failure according to DAfStb guideline part 1, RV 6.2.7, described here
in Section 3.4.3, is not critical in solid slabs in which the strip continues almost to
the support.
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