Craig's Soil Mechanics 7th Edition
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Craig's Soil Mechanics 7th Edition

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compacted to the in-situ density. Determine the value of the shear strength parameter �0.

Normal stress (kN/m2) 50 100 200 300
Shear stress at failure (kN/m2) 36 80 154 235

Would failure occur on a plane within a mass of this sand at a point where the shear
stress is 122 kN/m2 and the effective normal stress 246 kN/m2?

ESP

ESP

(a)

(b)

(c)

ESP

TSP

TSP

TSP TSP (us > 0)

uf

ufuf

us

1
2

(σ1 – σ3)

1
2

(σ1 – σ3)

1
2

(σ1 + σ3)

1
2

(σ1 + σ3)

1
2

(σ1 + σ3)

1
2

(σ1 + σ3)

1
2

(σ1 + σ3)

1
2

(σ1 + σ3)

1
2

(σ1 – σ3)

′ ′

′ ′

′ ′

Consolidated–undrained test
Normally consolidated clay

Consolidated–undrained test
Overconsolidated clay

Drained tests

Figure 4.15 Stress paths for triaxial tests.

114 Shear strength

Figure 4.16 Hydraulic triaxial apparatus.

Figure 4.17 Example 4.1.

The values of shear stress at failure are plotted against the corresponding values of
normal stress, as shown in Figure 4.17. The failure envelope is the line having the best
fit to the plotted points; in this case a straight line through the origin. If the stress
scales are the same, the value of �0 can be measured directly and is 38�.
The stress state � ¼ 122 kN/m2, �0 ¼ 246 kN/m2 plots below the failure envelope,

and therefore would not produce failure.

Example 4.2

The results shown in Table 4.2 were obtained at failure in a series of triaxial tests on
specimens of a saturated clay initially 38mm in diameter by 76mm long. Determine
the values of the shear strength parameters with respect to (a) total stress and (b)
effective stress.
The principal stress difference at failure in each test is obtained by dividing the axial

load by the cross-sectional area of the specimen at failure (Table 4.3). The corrected
cross-sectional area is calculated from Equation 4.10. There is, of course, no volume
change during an undrained test on a saturated clay. The initial values of length, area
and volume for each specimen are:

l0 ¼ 76mm; A0 ¼ 1135mm2; V0 ¼ 86� 103 mm3

The Mohr circles at failure and the corresponding failure envelopes for both series of
tests are shown in Figure 4.18. In both cases the failure envelope is the line nearest to
a common tangent to the Mohr circles. The total stress parameters, representing the
undrained strength of the clay, are

cu ¼ 85 kN=m2; �u ¼ 0

Table 4.2

Type of test All-round pressure
(kN/m2)

Axial load
(N)

Axial deformation
(mm)

Volume change
(ml)

(a) Undrained 200 222 9.83 –
400 215 10.06 –
600 226 10.28 –

(b) Drained 200 403 10.81 6.6
400 848 12.26 8.2
600 1265 14.17 9.5

Table 4.3

�3 (kN/m
2) �l/l0 �V/V0 Area (mm

2) �1 � �3 (kN/m2) �1 (kN/m2)
(a) 200 0.129 – 1304 170 370

400 0.132 – 1309 164 564
600 0.135 – 1312 172 772

(b) 200 0.142 0.077 1222 330 530
400 0.161 0.095 1225 691 1091
600 0.186 0.110 1240 1020 1620

116 Shear strength

The effective stress parameters, representing the drained strength of the clay, are

c0 ¼ 0; �0 ¼ 27�

Example 4.3

The results shown in Table 4.4 were obtained for peak failure in a series of consolidated–
undrained triaxial tests, with pore water pressure measurement, on specimens of a
saturated clay. Determine the values of the effective stress parameters.
Values of effective principal stresses �03 and �

0
1 at failure are calculated by sub-

tracting pore water pressure at failure from the total principal stresses as shown in
Table 4.5 (all stresses in kN/m2). The Mohr circles in terms of effective stress are
drawn in Figure 4.19. In this case the failure envelope is slightly curved and a
different value of the secant parameter �0 applies to each circle. For circle (a) the
value of �0 is the slope of the line OA, i.e. 35�. For circles (b) and (c) the values are
33� and 31�, respectively.

0 200 400 600 800 1000 1200 1400 1600

200

400

600

σ, σ ′ (kN/m2)

τ
(kN

/m
2 )

Figure 4.18 Example 4.2.

Table 4.4

All-round pressure
(kN/m2)

Principal stress difference
(kN/m2)

Pore water pressure
(kN/m2)

150 192 80
300 341 154
450 504 222

Table 4.5

�3 �1 �
0
3 �

0
1

150 342 70 262
300 641 146 487
450 954 228 732

Shear strength of saturated clays 117

Tangent parameters can be obtained by approximating the curved envelope to a
straight line over the stress range relevant to the problem. In Figure 4.19 a linear
approximation has been drawn for the range of effective normal stress 200–300 kN/m2,
giving parameters c0 ¼ 20 kN/m2 and �0 ¼ 29�.

4.5 THE CRITICAL-STATE CONCEPT

The critical-state concept, given by Roscoe et al. [14], represents an idealization of the
observed patterns of behaviour of saturated clays in triaxial compression tests. The
concept relates the effective stresses and the corresponding specific volume (v ¼ 1þ e)
of a clay during shearing under drained or undrained conditions, thus unifying the
characteristics of shear strength and deformation. It was demonstrated that a char-
acteristic surface exists which limits all possible states of the clay and that all effective
stress paths reach or approach a line on that surface which defines the state at which
yielding occurs at constant volume under constant effective stress.
Stress paths are plotted with respect to principal stress difference (or deviator stress)

and average effective principal stress, denoted by q0 and p0, respectively. Thus

q0 ¼ ð�01 � �03Þ ð4:14Þ

In the triaxial test the intermediate principal stress (�02) is equal to the minor principal
stress (�03); therefore, the average principal stress is

p0 ¼ 1
3
ð�01 þ 2�03Þ ð4:15Þ

By algebraic manipulation it can be shown that

ð�01 þ �03Þ ¼
1

3
ð6p0 þ q0Þ ð4:16Þ

300

200

100

0 100 200 300 400 500 600 700 800

A

B

C

(a)

(b)
(c)

σ′ (kN/m2)

τ
(k

N
/m

2 )

Figure 4.19 Example 4.3.

118 Shear strength

Effective, stress paths for a consolidated–undrained test and a drained triaxial test
(C0A0 and C0B0, respectively) on specimens of a normally consolidated clay are shown
in Figure 4.20(a), the coordinate axes being q0 and p0 (Equations 4.14 and 4.15). Each
specimen was allowed to consolidate under the same all-round pressure p0c and
failure occurs at A0 and B0, respectively, these points lying on or close to a straight
line OS0 through the origin, i.e. failure occurs if the stress path reaches this line. If a
series of consolidated–undrained tests were carried out on specimens each consoli-
dated to a different value of p0c, the stress paths would all have similar shapes to that
shown in Figure 4.20(a). The stress paths for a series of drained tests would be
straight lines rising from the points representing p0c at a slope of 3 vertical to 1
horizontal (because if there is no change in �03, changes in q

0 and p0 are then in the
ratio 3:1). In all these tests the state of stress at failure would lie on or close to the
straight line OS0.

Figure 4.20 Critical-state concept: normally consolidated clays.

The critical-state concept 119

The isotropic consolidation curve (NN) for the normally consolidated clay would
have the form shown in Figure 4.20(b), the coordinate axes being v and p0. The volume
of the specimen during the application of the principal stress difference in a
consolidated–undrained test on a saturated clay remains constant, and therefore the
relationship between v and p0 will be represented by a horizontal line starting from the
point C on the consolidation curve corresponding to p0c and finishing at the point A

00

representing the value of p0 at failure. During a drained test the volume of the speci-
men decreases and the relationship between v and p0 will be represented by a curve CB00.
If a series of consolidated–undrained and drained tests were carried out on specimens
each consolidated to a different value