Civil Engineering Reference
In-Depth Information
2
4
3
5
0
@
1
A
s
w
2
2
D
c
?
f
cck
f
ck
k
1
?
E
jl
?
ε
juk
ρ
wy
?
f
wyk
Δ
p
D
2
4
3
5
0
@
1
A
2
300
2
439
:
5
f
cck
30
2
?
690
?
0
:
001863
0
:
0012
?
500
0
:
041
?
500
32
:
95 N
=
mm
2
The transverse reinforcement ratio to DAfStb guideline [1, 2] part 1 Eq. (RV 6.65)
is used here.
2
?
t
w
;
eff
D
c
2
?
0
262
439
:
5
:
ρ
wy
0
:
0012
To simplify the calculations for the stress block used in the design, the parameter
f
ck
for the simpli
ed stress
-
strain curve is used according to DAfStb guideline [1, 2]
part 1 Eq. (RV 6.93):
0
@
1
A
s
w
2
2
D
c
?
f
ck
f
ck
k
1
?
ρ
wy
?
f
wyk
Δ
p
D
0
@
1
A
2
300
2
439
:
5
mm
2
30
2
?
0
:
0012
?
500
0
:
041
?
30
:
37 N
=
500
The stress block geometry factor
α
1
according to DAfStb guideline [1, 2] part 1
Eq. (RV 6.94) is also required:
f
cck
f
ck
32
:
95
α
1
1
:
17
0
:
2
?
1
:
17
0
:
2
?
37
0
:
953
30
:
8.5.5 Calculation of column load-carrying capacity
The calculation to establish the load-carrying capacity of the column is carried out
according to DAfStb guideline [1, 2] part 1 section 6.1.4.2 (RV 5) and Eq. (RV 6.63).
To do this, the relative angle
θ
must be determined iteratively with the following
equations. The relative angle
θ
is estimated as
θ
=
0.809 for this example. Taking this
angle, the axial load capacity of the column according to DAfStb guideline [1, 2]
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