Environmental Engineering Reference
In-Depth Information
When using grouted post-tensioned internal tendons, the shear capacity of opening
joints is determined in a similar way to DIN 1045-1 [33] 10.3.6 (13). It should be
remembered here that joints at 90
to the system axis function like bending cracks
and their faces should therefore be rough or profiled. The shear force capacities
should therefore be verified according to DIN 1045-1 [33] 10.3.3 and 10.3.4. In doing
so, V
Rd,ct
according to Eq. (70), V
Rd,c
according to Eq. (74) and V
Rd,max
according to
Eq. (76) should be reduced in the ratio c
j
/0.50.
If torsion is also involved, then the shear capacity in the region of the joint should be
checked in a similar way to DIN 1045-1 [33] Eq. (88) as follows (compare analysis of
complete overcompression, Figure 4.18):
v
Ed
þ
t
Ed
<
v
Rd
;
F
where
V
Ed
p
R
m
v
Ed
¼
T
Ed
2 p
R
2
m
t
Ed
¼
c
j
roughness factor to DIN 1045-1 [33] Table 13
v
Rd,F
shear capacity in the region of the joint:
a) without the shear reinforcement theoretically required similarly to DIN 1045-1 [33]
Eq. (70):
v
Rd
;
ct
;
F
¼
c
j
=
0
:
50
v
Rd
;
ct
where
p
k
0
15
g
c
kh
1
100
r
L
f
ck
:
b
h
1
k
1
1
=
3
v
Rd
;
ct
¼
ð
Þ
0
:
12
s
cd
g
c
3
f
ck
0
:
12
s
cd
b
b) with shear reinforcement similar to DIN 1045-1 [33] Eq. (75):
A
sw
s
w
f
yd
cot
v
Rd
;
sy
;
F
¼
u
F
1
:
2 1
:
4 s
cd
=
f
cd
0
:
58 cot
u
F
1
v
Rd;
c
;
F
=
v
Ed
similar to Eq. (73), and
48
h
1
f
1
=
3
v
Rd
;
c
;
F
¼
c
j
0
:
ð
1
þ
1
:
2
s
cd
=
f
cd
Þ
b
;
ck
similar to Eq. (74), but with c
j
according to DIN 1045-1 [33] Table 13.
