Question

**Two similar clay soil samples were reconsolidated in the
triaxial test under a chamber pressure of X1 kN/m ^{2}.
Consolidated -Drained tests were conducted on these two
specimens.**

**Sample I: cell pressure = Y1
kN/m ^{2}**

**
Deviator stress = Y2 kN/m ^{2}**

**Sample II: cell pressure = Y3
kN/m ^{2}**

**
Deviator stress = Y4 kN/m ^{2}**

**Find the shear strength parameters for the
samples?**

X1= 500

Y1= 110 Y2= 420 Y3= 65 Y4=360

Answer #1

for a NC clay the results of a drained triaxial test
are: chamber confining pressure 345 kn/m^2, deviator stress is at
125 kn/m^2. sketch mohr circle. show sigma 1 and 3. find
coordinates of the center and determine the fricition angle

A sample of normally consolidated clay was subjected to a CU
triaxial compression test that was carried out until the specimen
failed at a deviator stress of 50 kN/m2. The pore water pressure at
failure was recorded to be 18 kN/m2, and a confining pressure of 48
kN/m2 was used in the test. The cohesion of the clay was 20 kN/m2
at the failure. draw both the effective stress strength envelope
and total stress strength envelope. identify the effective internal...

NC clay, chamber confing pressure is 345 kn/m^2,
deviator stress at failure is 325bkn/m^2.
a.) sketch mohr circle with radius and center coordinates
b.) a drained triaxial test of the same sand was conducted on the
same sand. the specimen failed with deviator stress 250 kn/m^2.
find chamber confining pressure

Two triaxial compression tests are conducted on identical
specimens of the same saturated clay. In the first test the soil is
first consolidated to sc=350 kPa and u0=200 kPa and then sheared
under drained conditions increasing the axial stress while keeping
the chamber pressure constant. At failure s1= 560 kPa. In the
second test, the specimen is consolidated to sc=600 kPa and u0=400
kPa, then it is sheared under undrained conditions increasing the
axial stress while keeping the chamber pressure...

Two consolidated undrained (CU) tests were
conducted on two samples extracted from the same soil layer. The
results are as follows: Specimen-1: confining stress = 16 psi,
deviator stress at failure=29 psi, pore pressure at failure= 5 psi;
Specimen-2: confining stress = 36 psi, deviator stress at
failure=45 psi, pore pressure at failure= 17 psi. Calculate the
effective shear strength parameters of this soil.

A drained triaxial test is conducted on a soil with friction
angle of 25° and zero cohesion, using a chamber pressure sc=300 kPa
and a back pressure (this is the term used to denote the initial
value of the pore pressure, u0) equal to 200 kPa. The shear stage
of the test is performed DRAINED by increasing the axial stress s1,
while concurrently decreasing the chamber pressure s3 so that their
sum remains constant (s1+s3 = constant). Draw the effective...

A consolidated-undrained (CU) test on normally consolidated clay
yielded the following results:
Principle pressure:
σ1
= 6150 psf
Deviator stress at
failure: (Δσd)f
= 3600 psf
Pore pressure at
failure: (Δud)f
= 1150 psf
Based on the given information and your soil mechanics
knowledge, determine the drained and undrained friction
angles (i.e., φʹ and φ)

(a)
Two separate direct shear tests were conducted on soil samples with
the shear box having dimensions of 80 mm × 80 mm on plan view.
Assuming this cross-sectional area remains unchanged, determine the
cohesion intercept (c’) and friction angle (φ’) of the soil based
on the following results obtained at failure.
Direct shear test results
Test Normal force (N) Shear force (N)
1 210 257
2 360 372
(b)
A CU triaxial test was conducted on a specimen of...

During a consolidation test, a sample of fully saturated clay 3
cm thick is consolidated under a pressure increment of 200 kN/m2 .
When equilibrium is reached, the sample thickness is reduced to
2.60 cm. The pressure is then removed and the sample is allowed to
expand and absorb water. The final thickness is observed as 2.8 cm
and the final moisture content is determined as 24.9%. If the
specific gravity of the soil solids is 2.70, find the void...

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