Civil Engineering Reference
In-Depth Information
part 1 eq. (RV 6.62) is
1
γ
LG
?
θ
?
α
1
?
f
cck
?
A
c
?
sin 2
?
π
?
θ
1
γ
s
?
θ
c
θ
t
N
Rd
1
?
f
syk
?
A
s
2
?
π
?
θ
Here, the relative angle
θ
c
, which describes the stress distribution in the distributed
longitudinal reinforcing steel in compression, and the relative angle
θ
t
, which takes
into account the stress distribution in the distributed longitudinal reinforcing steel in
tension, are determined according to DAfStb guideline [1, 2] part 1 Eqs. (RV 6.94)
and (RV 6.95) depending on
θ
:
0
θ
c
1
:
25
?
θ
0
:
125
1
θ
c
1
:
25
?
0
:
809
0
:
125
0
:
886
0
θ
1
:
125
1
:
5
?
θ
1
t
θ
t
1
:
125
1
:
5
?
θ
0
:
1
)
θ
t
0
With these values available it is now possible to calculate the axial load capacity of the
column:
sin 2
?
π
?
0
:
809
1
1
:
35
?
0
:
809
?
0
:
953
?
32
:
95
?
1964
?
10
2
N
Rd
1
?
2
?
π
?
0
:
809
1
1
:
15
?
0
:
886
0
?
500
?
5890
6642
:
4kN
It is also necessary to check whether the acting moment corresponds to the resistance to
moment actions. The maximum acting moment according to second-order theory taking
into account creep deformations is calculated from the
first part of Eq. (RV 6.63)
according to the DAfStb guideline [1, 2]:
l
2
π
M
Ed
N
Rd
?
e
tot
?
ξ
1
?
ξ
2
?
ϕ
bal
?
K
φ
2
To calculate the maximum acting moment, further variables are required, which are
calculated below. The factor taking into account the decrease in the curvature of the
member as the longitudinal compressive force rises is calculated according to DAfStb
guideline [1, 2] part 1 Eq. (RV 6.97):
0
:
8
?
f
cck
?
A
c
N
Rd
?
γ
LG
1
N
bal
N
Rk
ξ
1
0
:
8
?
32
:
95
?
1964
?
10
2
6642
:
4
?
10
3
ξ
1
?
1
:
35
0
:
58
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