Civil Engineering Reference
In-Depth Information
′
tan
φ
tan
.
38
1 25
°
=
=
′
=
tan
−
1
tan
−
1
32
°
;
K
a
0 307
.
φ
=
d
γ
φ
′
Sliding:
R
=
249 9
.
kN
v d
;
R
69 1 20 0
.
.
89 1
.
kN
=
+
=
h d
;
R
v ;
tan
δ
=
249 9
.
×
tan
32
° =
156 2
.
kN
The GEO limit state requirement for sliding is satisfied and the over-design factor
156 2
89 1
.
.
Γ =
=
1 75
.
.
Overturning:
Destabilising moment:
5
3
5
2
×
×
+
=
165 . kNm
Destabilising moment M
dst
,
=
69 1
.
20 0
.
Stabilising moment M
,
=
416 3
.
kNm
stb
416 3
165 2
.
.
The GEO limit state requirement for overturning is satisfied and
Γ =
=
2 52
.
Bearing:
M
=
M
+
M
+
M
stb
stem
base
heel
=
(
46 0 0 7
.
×
.
+
30 0 1 5 173 9 1 95
.
×
.
+
.
×
.
)
×
γ
nfav
+
(
21 0 1 95
.
×
.
)
× =
γ
469 5
.
kNm
G u
;
Q
R
=
(
46 0
.
+
30 0 173 9
.
+
.
)
×
γ
+
21 0
.
× =
γ
277 2
.
kN
v d
;
G unfav
;
Q
469 5 165 2
277 2
.
−
.
Lever arm of R
v ;
,
x
=
=
1 1
.
m within middle th
(
ird of base)
.
Eccentricity e
,
1 5 1 1
.
.
0 4
.
m
=
−
=
R
B
6
e
=
277 2
3 0
.
6
×
0 4
3 0
.
=
v d
;
Maximum bearing pressure
=
1
+
1
+
166 3
.
kPa
B
.
.
The GEO limit state requirement for bearing is satisfied and the over-design factor
250
166 3
Γ =
=
1 50
.
.
.
8.6 Design of sheet pile walls
A sheet pile wall is a flexible structure which depends for stability upon the passive resistance of the soil in
front of and behind the lower part of the wall. Stability also depends on the anchors when incorporated.
Retaining walls of this type differ from other walls in that their weight is negligible compared with the
remaining forces involved. Design methods usually neglect the effect of friction between the soil and the
wall, but this omission is fairly satisfactory when determining active pressure values. It should be remem-
bered however, that the effect of wall friction can almost double the Rankine value of K
p
.
