Civil Engineering Reference
In-Depth Information
now all fall close to a single curved line. The data are plotted to logarithmic scales in
Fig. 10.22(b). They are close to a straight line with
B
in Eq. (10.14) and, scaling from
the diagram,
B
=
0.5.
Example 10.3: Dilation and equivalent state
Table 10.3 shows the data for the peak
states for the set of shear tests given in Tables 10.1 and 10.2. The critical friction angle
is
φ
c
and the angle of dilation
is given by Eq. (10.19). Values for
e
λ
are calculated
from Eq. (9.7) and Fig. 10.23(a) shows the variation of
ψ
φ
+
ψ
with
e
λ
. The state
parameter
S
v
is calculated from Eq. (9.19) with
e
=
2.17 and Fig. 10.23(b) shows the
variation of peak stress ratio with
S
v
.
Reference
Schofield, A. N. (1980) 'Cambridge geotechnical centrifuge operations',
Geotechnique
,
30
,3,
227-268.
Further reading
Atkinson, J. H. and P. L. Bransby (1978)
The Mechanics of Soils
, McGraw-Hill, London.
Muir Wood, D. M. (1991)
Soil Behaviour and Critical State Soil Mechanics
, Cambridge
University Press, Cambridge.
Schofield, A. N. and C. P. Wroth (1968)
Critical State Soil Mechanics
, McGraw-Hill, London.
Taylor, D. W. (1948)
Fundamentals of Soil Mechanics
, Wiley, New York.
