Models by Jean Biarez for the Behavior of Clean Sands and Remolded Clays at Large Strains - Multiscale Geomechanics: From Soil to Engineering Projects - page 134

Two tests are drawn in the same figure: test 10 by Bousquet-Flavigny [FLA 93]
of a very loose sand with e 0 = 0.93 for p' 0 = 0.3 MPa prepared under dry conditions;
and test 6 by Flavigny and Meghachou [FLA 93] of a very loose sand with e 0 = 1 for
p' 0 = 0.28 MPa, prepared under moist conditions.

Test 10 follows the Roscoe curve with C c = 0.2, going through a maximum then
descending to the straight line M , the path being nearly normally consolidated and
the sand without lumps. Test 6, with lumps, follows the Roscoe curve with C c = 0.08
and stops at the straight M line.

5.8.3. Synthesis of several lump sand behaviors

Biarez decided to redraw a certain number of drained as well as undrained tests
(see Figure 5.18) of clean and lumpy badly graded sands in the ( e - log p' ) plane
[MEK 02]. The starting point of the test is marked with a large point and the end of
the test with an arrow. The latter is situated in the vicinity of the SSL.

1.10

Superior limit of solid

e ma

At the normalized stress of
the test

e max

Oedometric compression

10 -3 MPa

Meg6n
d

1.00

UF

Benahmed
(Nad)
Meghachou with
p'=const
(PC1, PC2, PC4, PC5)
Flavigny-Meghachou ND
Meg 17nd, 24, 25, 36, 34,
37
Flavigny-Bousquet ND
Bous
Al Mahmoud drained
(Al Mah)

Nad 0

SSL

Nad
01

HF-L11

LF
Two limit lines (UF
and LF) after Flaviny

Meg37nd

Meg25nd

Meg24nd
34nd

Bous1
0

0.90

Me g3 6n
d

PC2

PC1

SSL is defined by 0.08
slope and the
reference point e = 0.8
for p'=1MPa

Al Mah PC4

Al Mah Al Mah

PC5

Al Mah

Seed
03

Meg17nd

0.80

SSL Ishihara

Seed
3

Al Mah

(ISL)

Mekkaoui-4857bM1
and SSL

(CSL)

0.70

0.00 0.01 0.10 1.00 10.00

Figure 5.18. Tests on lumpy sands in the (e-logp') plane with the Castro SSL,
the lower and upper limits of Flavigny and the Ishihara SSL