Numerical Modeling: An Efficient Tool for Analyzing the Behavior of Constructions - Multiscale Geomechanics: From Soil to Engineering Projects - page 276

G max

Type of soil Reference Test

Clays

Low plasticity
e =[0.6−1.5] 323 p a (2.97−e) 2

1+e

( σ 0

p a ) 0.5

[HAR 68] RC

σ 0 = [240 − 700] kPa
Kaolinite I p = 35%
e =[1.1−1.3] 450 p a (2.97−e) 2

1+e

( σ 0

p a ) 0.5

[MAR 72] RC

σ 0 = [70 − 550] kPa
Bentonite I p = 60%
e =[1.8−2.4] 45 p a (4.4−e) 2

1+e

( σ 0

p a ) 0.5

[MAR 72] RC

σ 0 = [70 − 550] kPa

Sands

Toyoura
e =[0.59 − 0.81] 90 p a (2.17−e) 2

1+e

( σ 0

p a ) 0.4

[IWA 78] RC

σ 0 = [25 − 200] kPa CTS

Hostun
e =[0.59 − 0.81] 90 p a (2.17−e) 2

1+e

( σ 0

p a ) 0.4

[IWA 78] RC

σ 0 = [25 − 200] kPa CTS

Ottawa
e =[0.37 − 0.79] 69 p a (2.17−e) 2

1+e

( σ 0

p a ) 0.5

[HAR 63] RC

σ 0 = [24 − 287] kPa CTS

Monterrey N.0
e =[unknown] 323 p a (2.973−e) 2

1+e

( σ 0

p a ) 0.5

[HAR 72] RC

σ 0 = [25 − 200] kPa CTS

[DOB 82]
p a = atmospheric pressure, G max in the same unit as p a

E max

Table 9.3. Empirical relationships to estimate G max =

2(1+ν) in remolded soil [LOP 03a]
Key: RC: resonant column; CTS: cyclic torsion test

9.4.2.2.1. Clay

For normally consolidated clays, the variation of void ratio e with the mean stress
in an isotropic compression test or the vertical stress during an oedometeric test can
be expressed in terms of the compression index C c . Several authors have suggested
correlations between this parameter and the liquid limit w L or the plasticity index
I p given in Table 9.5 [BIA 72, TER 67]. According to Bardet [BAR 97], C c varies
from a value of 2.6 for montmorillonite down to 0.08 for “till” clays while C s varies
between 0.01 and 0.51. We note that the compression index given by equation (a) of