changing pattern of horizontal permeability coefficient versus
푟.Thesolutionsof퐹푐hadbeengivenbyZhangetal.[ 24 ]as
퐹푐=
푛^2
푛^2 −1
{
푠−1
휅푠 − 1
ln(휅푠)−(푠−1)^2
푛^2 (1−휅)
+
2
푛^2
(푠−1)(휅푠 − 1)
(1−휅)^2
ln1
휅
−
2
푛^4
푠−1
1−휅
×(
푠^3 −1
3
−
푠^2 −1
3
)−
1
푛^4
(푠−1)(휅푠 − 1)
(1−휅)^2
×[
푠^2 −1
2
−
(푠−1)(휅푠 − 1)
1−휅
+
(휅푠 − 1)^2
(1−휅)^2
ln1
휅
]
−
푛^2 −푠^2
푛^4
(1−푠)^2
1−휅
+ln푛
푠
−
3
4
+
4푛^2 푠^2 −푠^4
4푛^4
}.
(29)
3. Parametric Study and Discussion
In order to study the characters of consolidation of CCSG pile
composite foundation,훽푚should be converted to dimension-
less, which can be expressed as
훽푚푡=휏푚푇ℎ, (30)
where푇ℎis the horizontal time factor of the soil, which can
be expressed as
푇ℎ=
푐ℎ푡
4푟^2 푒
,푐ℎ=
퐸푘ℎ
훾푤
. (31)
In this case, ( 25 )changesinto푈=1−
∞
∑
푚=12
푀^2
푒−휏푚푇ℎ, (32)
where
휏푚=푟^2 푒(훼 + 푛^2 −1+푌)
×{
푘V푤
푘ℎ
(
푀
퐻
)
2
[푟^2 푒퐹푐
2
+
(푛^2 −1)푅푘ℎ
(1 − 푎^2 )8푘ℎ푤
]
+(푛^2 −1)+
푘V푤
푘V
}
- 2
- 4
- 6
- 8
- 0
0.0001 0.001 0.01 0. 1110
n=4
n=6n=8
n=10ThUFigure 4: Influence of푛on consolidation process.
- 2
- 4
- 6
- 8
- 0
0.0001 0.001 0.01 0. 1110
H/dw=20
H/dw=50
H/dw= 100ThUFigure 5: Influence of퐻/푑푤on consolidation process.×(
{
{
{
(푛^2 −푎^2 )
21−푎^2
⋅
푘ℎ
푘V
(
퐻
푀
)
2+[(푛^2 −1)
푘V푤
푘V
+1]
⋅(
푟^2 푒퐹푐
2
+
푅(푛^2 −1)푘ℎ
8푘ℎ푤
)
}
}
}
)
−1.(33)
From the expression of휏푚, the dimensionless parameters
influencing the consolidation character of CCSG pile com-
posite foundation include푛,푎,푠,푋,푌,퐻/푑푤(푑푤 =2푟푤),
푘ℎ/푘V,푘푠/푘ℎ,푘ℎ/푘V푤,푘ℎ/푘ℎ푤,and푘ℎ푤/푘V푤.Theinfluences
of several dimensionless parameters on the consolidation
behaviourofCCSGpilecompositefoundationwereinves-
tigated and some numerical results from different solutions
were compared according to the above formula. The specific
calculation results are shown in Figures 4 – 11 .Thecalculating
parameters are shown inTa b l e 1.