Civil Engineering Reference
In-Depth Information
1
7
E
p
udG
c
⎛
⎞
⎜
⎝
⎟
⎠
H
G
c
M
/
HL
c
0
0.2
0.4
0.6
0.8
1
1.2
0
0.05
0.1
0.15
0.2
0
0
r
= 1
0.2
0.2
r
=
0.75
r
=
0.5
r
=
1
0.4
0.4
r
=
0.75
0.6
0.6
r
=
0.5
0.8
0.8
M
0
=
0
M
0
=
0
1
1
Figure 4.46
Generalized curves of lateral deflection and bending moment profile for force loading.
3/7
ud
2
G
c
E
p
⎛
⎞
M
G
c
M
/
M
0
⎝
⎠
−
0.5
0
0.5
1
1.5
2
2.5
0
0.2
0.4
0.6
0.8
1
0
0
r
=
1
0.2
0.2
r
=
0.75
r
=
0.5
r
=
1
0.4
0.4
r
=
0.75
0.6
r
=
0.5
0.6
0.8
0.8
H
0
=
0
H
0
=
0
1
1
Figure 4.47
Generalized curves of lateral deflection and bending moment profile for moment loading.
The resulting deflection of the pile head may then be calculated as
E
p
/
G
c
1
/
7
ρ
c
G
c
0
H
L
c
/
0
11
√
ρ
c
.
u
f
=
.
27
−
(4.82)
2
This is approximately half what it would have been for a free-headed pile. Figure 4.48
shows the generalized deflected profile and variation of bending moment down the
pile for this case.
To illustrate the use of these solutions in design, consider the response of a steel
pipe pile, 1.5 m in diameter, with 50 mm wall thickness, embedded in soft, normally
consolidated clay with a shear strength that increases at a rate of 2.5 kPa/m. The
