AUG 15 1966
IbWESTIGATION OF EFFECTS OF DISTURBANCE 0.
UNDRAINED SHEAR STRENGTH OF BOSTON BLUE CLAY.
by
NIIS -FREDRIK BRAATI]EN
BS.C.E. Northeastern
University (1964)
Submitted in partial fulfillment
of the requirements for the degree of
Master of Science
at the
Massachusetts Institute of Technology
(1966)
_a_0
Signature of Author _".4_0__
rin,(May 20._1966
Einee
Department of 0
Certified by
aThosls Supervisbr
Accepted by .............
Chairman, Departmental Committee on
raduate Students
1-IBRARIES
ii03
ABS2RCT
INVESTIGATICK OF EFFECTS OF DISTURBANCE ON
UNDRAINED SHEAR STRENGTH OF BOSTON BLUE CIAY.
by
NII5 -FREDRIK BRAATHEN
Submitted to the Department of Civil Engineering on May 20, 1966
in partial fulfillment of the requirements for the degree of
Master of Science.
This investigation examined thia effects of
sample disturbance on the behavior of Boston Blue Clay
during undrained shear. A hypothetical field condition
was simulated, and different amounts and types of
disturbance was induced into the samples. Earlier
investigations have determined a correlation of disturbanae
with effective stress on the sample prior to shear. At
the same time overconsolidated samples were tested in
accordance with Ladd and Lambe's method. The general
result was that the "perfect" sampling" 4%u could be
estimated on the basis of strength reduction versus
overconsolidation ratio using the ratio of the perfect
sampling effective stress to the preshear efkeetive stress
( & ). Investigation of stress-strain data show that
disturbance reduced the modulus of elasticity consideraby,
even below that obtained with the overconsolidated samples.
A direct application of the stren th reduction
vs O.C.R. was used to correct UU tests iith measurements
on undisturbed samples from the M.I.T. campus. The
corrected this way agreed very well with the theoretical
estimate of the in situ AS f9r triaxial compression.
Thesis Supervisor:
Title:
iii
.
The author whishes to acknowledge the assistance of the
following persons and organisation:
Professor C. C. Ladd, who provided encouragement, constructive
criticism, and enthusiastic interest.
Karin Ruud Braathen, who typed the manuscript and contributed
encouragement*
Elin Marie Braathen, who contributed generously of her time
to do the drafting.
The Waterways £xperiment Station, U.S. Army Corps of Engineers,
who sponsored the research.
iii
-age
Title Page
i
Abstract
ii
Acknowledgment
iii
Table of Content
iii
1. Introduction.
3
2. Background
2.1
Field Stresses.
3
2.2
Origin of Disturbance
4
2.3
Methods to Correct for Disturbance
6
2.31
Casagrande and Rutledge Method
7
2.32
Calhoon Method
8
2.33
Schmertman Method
9
2.34
Ladd-lambe Method
10
2.341 Correction of
from UU Test.
10
from CIU Tests
10
2.342
Correction of
2.35
Seed, Noorany and Smith
2.351 Method No. 1
3.
11
11
29352
"
" 2.
13
2.353
"
"
13
3,
Testing Program.
15
3.1
General Aim
15
3.2
General Data on Sample Preparation and Triaxial
Test Procedure
15
3.21
Sample Preparation
15
3.22
Triaxial Test Procedure
17
iiii
page.
3.3
Triaxial Testing Series
3.31
7sats to Establish E16
3.311 IN and
d
20
r-
- vs
Tests
20
20
3.312
CK0 -W and CK.-(7
21
3.32
Tests to Check Established Curve
21
3.321 Cyclic Undrained Tests
21
3.322 UU Tests
22
3.33
Presentation and Discussion of Test Results
23
3.331
Isotropically Consolidated Test Series
23
3.332 Anisotropically Consolidated Test Series
3.333
Cyclic Isotropic Test Series
24
26
3.334 Cyclic Anisotropic Test Series
26
3.335
UU Remolded Test Series
27
3.34
Final Discussion
27
3.341 General Result of Testing Program
3.342
Use of Methods to Correct for Disturbance
3.35
Effect of Disturbance on Stress - Strain
27
28
Characteristics
32
3.36
Application of Theory of Data from M.I.T. Campus
33
3.37
Final Conclusions
34
3.38
Proposed Future Research
34
3.39
List of References
36
3.40
Figures
38b
3.401 List of Figures
38b
60
4. Appendix
4,1
4.2
Summary Tables of Test Results
-q Plots
61
73
iii
4.*3
Stress - Strain Plots for Individual Tests
82
4.4
Summaries of Individual Tests
99
4.5
List of Symbols
157
4.6
Types of Triaxial Tests
159
1.
1.
Introduction:
For design problems where immediate stability is the
problem, a total stress analysis assuming #vo is generally used.
Basically it
is assumed that no drainage takes place during construction.
There is therefore a need to determine the in situ undrained shear
strength.
A field vane test will give "in situ" values directly but
unfortunately there is a basic problem of interpretation of the kind
of strength measured with a vane.
Another approach is to take so-
called "undisturbed" samples and test them in the laboratory.
Since
the effective stresses in the sample is reduced due to stress release
and disturbance during the sampling process and handling in the
laboratory, it
is impossible to test a sample with the same water
content and effective stress condition as in situ.
By reconsolidating
the samples to the in situ stress condition, the water content would
be lower than in situ and the shear strength higher.
approach is to run an unconsolidated-undrained (UU)
water content.
Another
test at the natural
This usually results in underestimation of in situ 4S,
for triaxial compression.
The latter could result in a costly
overdesign whereas the former generally results in unsafe designs.
This investigation.was aimed at correcting the S.& values obtained from
UU tests to where they agree better with A&.in triaxial compression
for a perfect sample i.e. one with no disturbance.
Only the undrained
shear strength in compression is considered and reduction due to
difference in failure plan orientation and reorientation of principal
stresses is neglected.
A hypothetical field condition was created in the laboratory
2.
by consolidating samples of Boston Blue Clay (prepared from a slurry)
to a certain horizontal and vertical stress.
Then some of these samples
wrS tested at this "field" condition to give a "field"j,.
One sample
is unloaded undrained and sheared in compression to give the .f, of a
"perfect" sample.
Other samples were disturbed by stress release,
shearing, and/or remolding by hand.
Data from these tests were then
used to check the existing methods for correction of disturbance.
The possibility of improvement of some of these methods was also investigated.
3.
2.1 Field stresses.
For stress conditions in horizontal soil beds at rest
(geostatic stresses) the following equations have been developedy
The total vertical stresselv, is equal to the total unit weight
of soil,
,
times the depth 3,
The water causes a pore pressure at the same elevation.
If a hydrostatic condition exists this can be calculated as follows;
where iwis the unit wiight of water and kAis the height of the water
table above the point in consideration.
The horizontal stress is indeterminate according to static
considerations.
In the special case where no lateral strain in the
ground has taken place, we define the ratio of horizontal to vertical
as Ko.
effective stress,
Effective stress is defined as total stress minus the pore
pressure and gives
Civ 0 W'
and
-
L.
M4.
Several methods of estimating K0 have been proposed.
There
are expressions developed from elastic models and empirical approaches.
Timoshenko and Goadier (1951) used linear stress-strain relationship
of a semi infinite medium to calculate K,:
(
(
(,
is Poissons ratio)
4.
Jaky (1944) developed an expression for Ko that is usually
a good approximation for normally consolidated clays: K, = 1 -sin,
Experimental work by Brooker and Ireland (1965) seemed to indicate that
Ko is closer to (0.95 - sing ) for such soils.
Rowe (1957) proposed
to use Hvorslev's friction angle parameter A in the expression
Ko
tan2 (4 -4).
Measurements of K6 has been obtained by measuring lateral
pressures in oedometer tests and by attempting to keep lateral strains
negligible in triaxial specimen during consolidation, with varying
amount of success.
See figure 2.1-1 (Ladd,
consolidation for some soils.
K
1965) for values of K
vs over-
varies from about 0.5 for normally
consolidated soils to well over 2 for heavily overconsolidated samples.
2.2
Origin of Disturbances
To determine undrained shear strength of a certain soil bed,
"undisturbed" samples are usually taken at desired depths and tested in
the laboratory.
Unconfined compression and unconsolidated-undrained
triaxial tests are common means of determining 4&..
However there is a large discrepancy between 6& *sand
the maximum shear stress measured in UU tests on "undisturbed" samples.
A good example is found in strength data obtained on Lada clay from
Ottawa, Canada.
Coates and McRostic (1963) report these findings
for clay at a depth of 55 to 60 ft.
5.
Type of Test and Sample
1. Field Vane
2.
(tons/ft2 )
0.85
Unconfined compression and
triaxial
3.
a) 2 in, dia. open drive
0.6
b) 3.4 in dia. fixed piston
1.1
c) block sample
1.6
CIU triaxial, consolidated to overburden pressure
a) 2 in. dia. fixed piston
0.9
b) N.G.I. piston sampler
1.35
c) block sample
1.65
The clay is moderately plastic, overconsolidated, and
very sensitive with a high liquidity index.
Fig. 3.36-2 shows
on an extensive testing program performed
on "undisturbed" samples from M.I.T. Campus.
Since the obviously
remolded samples (determined by visual examination and
4
measurements) had the lowest strength, a sizeable part of the
strength loss is due to disturbance.
For common tube sampling, disturbance occurs during the
following operations:
a)
Stress release due to removal of overburden as the boring
progresses.
b)
Stress release during removal of boring equipment.
c)
Compression induced when sampler is pushed into the soil.
6.
d)
Shear stresses developed between walls of sample tube and
sample both during sampling and during extrusion of sample.
e)
Stress release when sample is removed from tube.
f) Stresses developed during test preparation as trimming and
mounting of sample.
shows how the effective
Figure 2.2-1 (Ladd and Lambe 1963)
stresses might change during these operations.
the in situ stresses.
Point A represents
At P the original anisotropic stress condition
is teduced to an isotropic stress condition, undrained.
Since this is
the minimum amount of stress change we can possibly achieve in
"undisturbed" sampling, this is the condition called "perfect"
sampling hereafter.
as Vps.
where
The effective stress at this point is refered to
This parameter is calculated by (Ladd and Lambe 1963):
is the "A"factor for the undrained
ss
release of shear stresses.
This expression is good for both normally
and overconsolidated samples.
Point G refers to the actual sample's
stress condition after sampling and trimming, and the isotropic
effective stress is at this point denoted f
.
This stress can be
determined by measuring the residual pore pressure.
confining pressure is zero,
atmosphere.
.&**4Uprovided
Since the
L4is less than one
It is, however, preferable to use a confining pressure CWb
high enough to ensure a B-factor equal to unity so that Iyi- a
-(A
where%= confining pressure and 1A measured pore pressure.
2.3
Methods to correct for disturbance:
It seems logical to divide the change in effective stress
7.
during sampling and trimming into two different factors.
release of the deviator stress (egi
to an isotropic stress condition with
First the
W%) brings the sample, undrained,
u'O'WUu
disturbance reduces the effective stress from
.
Secondly "gross"
4*P,6 -. qe&
(See
figure 2.2-1).
Corrections for differences in undrained strength between
"perfect" samples and in situ strength seems to be relatively minor.
,Ladd and Varallysy(1965) report a 2-15% decrease in A"" c.
for a
variety of soils so the effort of this testing program is directed towards methods of correction for "gross" ,isturbance.
24
2,1Casagrande and ..tItledge (1947):
(See figur
.11
fgure 2.31-1)
The first method proposed for determining the strength of
completely undisturbed samples was advanced by Casagrande and
Rutledge (1947)
They utilized the results of a series of isotropically
consolidated undrained triaxial tests and a standard oedometer test.
By plotting the relationship between strength and water content at
failure for isotropically consolidated striaxial. tests with consolidation pressures higher than the preconsolidation pressure and.
extrapolating this relationship back to the natural water content,
the strength of a sample at the natural water.content, can be
determined.
Actually there would be a series of such relationships
corresponding to different degrees of disturbance.
Since the samples
used to establish the 6% vs to are somewhat disturbed too, the
extrapolated value will not fully compensate for the effects of
disturbance although it generally will be somewhat higher than the
unconsolidated undrained strength of samples with the same amount of
8.
disturbance initially.
2.32 Calhoon Method (1956):
(See figures 2.32-1 and -2)
Calhoon proposes the following elaborate procedure to
improve the Casagrande-Rutledge method:
1.
Extrapolate the field -virgin consolidation curve from:
one undisturbed oedometer test using a thick
a)
specimen (#*
b)
one undisturbed oedometer test using a thin specimen
("n
c)
1.5 in.)
.75
in.)
one remolded oedometer test using a speciman thickness
of either a) or b).
2.
Determine the triaxial consolidation curve and undisturbed.
compressive strength curve from CIU and U tests.
3.
The remolded consolidation curve from either oedometer or
CIU tests on remolded samples and the remolded compressive
strength curve from CIU and U tests on renolded samples
are plotted.
4.
The percentage of remolding in the undisturbed triaxial
specimens is determined.
5.
The field compressive-strength curve for the average
natural water content or void ratio expected in the field
is determined.
The percent disturbance is deduced from the ratio yz/xz on
figure 2.32-1 based on oedometer tests.
Calhoon then proceeds to
correct the stobtained from the actual "undisturbed" samples by
9.
yvz2/xtzt.
setting yz/xz
By doing so it is assumed that only trimming produces sample
disturbance.
The disturbance ratio yz/xz, is based on both anisotropic
and isotropic consolidation tests and neglects the effect of K on the
location of the4&a&
relationships.
The method besides require time
consuming testing program.
2.33
Schertnann Method (1956):
(See figures 2,33--1 and 2.33-2)
There is an apparent parallelism of strength vs water
content relationship and the consolidation curve at pressures above
the preconsolidation pressure for soil samples having equal degree of
disturbance.
To use this observation for correction of disturbance, first
determine the most probable field consolidation curve from a oedometer
test on a good undisturbed sample, then run CIU tests on both "undisturbed"
and fully remolded samples to construct the strengh-water content
relationships.
Theoretically these data should yield two straight
lines on a LO vs log S*A-plot that intersect at point # (figure 2.33-2).
Now draw the field 4f& through point 0 and parallel to field consolidation
curve.
The main objection to this procedure is the need for equalvj
disturbed samples to establish the field strength vs water :content
curve.
This is very difficult without some measure of the amount
of disturbance.
foregoint method,
Futhermore although this method is simpler than the
it
still
requires an extensive testing program.
A
10.
great uncertainity with the method is the parallelism assumed in the
consolidation strength vs water content curves.
Appreciable errors in
strengths may result from a small error in fixing the slope of the field
strength curve.
Z.34
Ladd and Lambe methods (1963)
2.341
To correct test data obtain from unconsQlidated
undrained test.
The authors propose that the decrease in effective stress
caused by disturbance has an effect comparable to that caused by
-..
4'&#m(
rebound of CIU tests on samples with
disturbance).
It
to minimize
is therefore proposed to determine a curve of
vs OCR for a series of CIU tests with maximum past
pressure
Then the residual effective stress of the actual
a*
specimen is measured (
'
).
By treating the ratio of 4
to rr
as an overconsolidation ratio, we can use the curve obtained from the
CIU tests to correct the undrained shear strength data from the actual
disturbed specimen.
2.342
(See fig. 2.341-1).
from CIU tests.
To obtain correct
In terms of Ivorslev's strength parameters:
where
EL
Hvorslev cohesion.
Hvorslev friction angle.
Hvorslev equivalent pressure.
11.
It is assumed that the volume change caused by the consolidation of CIU samples to pressures between
on A
w and 4
.
during undrained shear and therefore on We
are not affected by disturbance.
has little effect
Thus
Ai
and
By futher assuming that Ais
also unaffected by disturbance, the last term,t
fAw
We. , would be
V
independent of disturbance.
Thus the strength increase due to lower f
caused by
disturbance, is calculated from change in Hvorslev cohesionpie&a
comparable to the volume decrease upon reconsolidation to
OS
To use this method, determination of the Hvorslev strength
parameters is needed together with an isotropic consolidation curve
for the soil.
Both these methods are based on empirical observations of
the form of test data and used as engineering approximations for
strength corrections.
3.35
Seed, Noorany and Smith (1963).
3.351
Method No 1.
The undisturbed sample strength is calculated by means of
the following equation,
Ig, for a perfect sample, is found by extrapolation of test
data on slightly disturbed samples as follows.
Eight good quality
"undisturbed" samples from the same location are needed.
All samples
are mounted in cells capable on measuring residual pore pressure.
The
12.
effective stress in each sample is measured, ("A.
-
),
,
and compared with the effective stress for perfect sampling (calculated
by the equation given in section 2.2).
Three pairs of the samples are
gently disturbed to achieve a good range of degrees of disturbance in
the four pairs of samples.
unconsolidated-undrained,
On sample from each pair is then sheared
The other samples are consolidated to the
perfect sampling stress and then sheared undrained.
Both series are
tested with pore pressure measurements.
-
(
is
used as a measure of disturbance and
plotted versus If values obtained by the eight specimen in fig. 2.351-1.
For a perfect sample ( *p& -q&
the same if value.
to (ftpv
- W
)
4 and the WU and
MYU
should give
On this basis the actual test data are extrapolated
)= 0, and If for perfect sampling determined.
Hvorslev's parameters are determined by a series of tests on
The authors describes two additional
overconsolidated samples.
methods for obtaining these parameters that seem daubtful, especially
the Noorany method of using results from CA UI and CrAI tests consolidated
to the same stresses.
points on a (
error's in ?e and
These two tests will plot as two very close
) vs
4-unless
graph that leave room for sizeable
they are combined with other results.
The
Bishop and Henkel method of using the spread in results of normally
consolidated samples has the same drawback if the soil exhibit any
amount of normalized behavior.
By using these three somewhat uncertain values (.a.
Fe)
into the calculation of "perfect" sample strength, the combination of
error
in each individual value may be sizeable although the individual
errors are small.
13,
Method No 2, (Figure 2.352-1)
2,352
The same testing program as described in method No 1. is
performed but the results are plotted with undrained shear strength
.
instead on If versus disturbance, (
-
d
).
disturbance decreases, the difference inJ64from
be equal for the two types of tests.
.%&
@
and
I tests
For a sample with no disturbance the shear strength should
decreases.
the
I
As the amount of
uas
By drawing two converging curves
can be determined directly.
This method seems much
more appealing than the first method because of its simplicity.
Method Nojh
2.35
(Figure 2.3-l)
This method uses data from a series of
fte.
j,to plot.SA, vs water content.
tests with
The more disturbed the sample
By extrapolating this curve
the greater thewmduring consolidation.
back to in situ water content the perfect strength can be determined
directly. Aside from the basic uncertainty of extrapolation, the
determination of the in situ water content is very difficult.
Consider-
able scatter is usually found in samples from the same ground location.
By using
V, instead of water content this problem could be eliminated
however.
The basic problem with these three methods are that they work
well only for slightly disturbed samples.
increases the spread in (4'
time (U2s -
is
)
- T
If the amount of disturbance
) will be small and at the same
will be large. Since the sought value is found
by extrapolating back to (iTV*
aW
) a small error in the actual
values will be multipled by the large extrapolation needed to find
14,
the sought value.
These methods are, however, somewhat interrelated but not
so much so that they can be used to check each other.
15.
3s Testing Program.
3.1
General aim of testing program.
During the past years considerable amounts of testing has
been done at M.I.T. in the field of sample disturbance.
This effort
has been limited mainly to correct for the reduction in.S64due to
disturbance as compared with $
for perfect samples.
The basis for
this correction has been the method proposed by Ladd-Lambe and
described earlier in this report.
The testing program has consisted of two parts,
First a
vs
series of triaxial tests were aimed at establishing
overconsolidation ratio and its dependency upon the K-ratio.
Secondly
an unknown amount of disturbance was induced into "perfect" samples
and the resulting undrained shear strengths was used to check the
relationship established in the first part of the testing program.
2.2
General Data on Sample Preparation and Triaxial Test Procedure.
3.21
Sample Preparation.
In this testing program Boston Blue Clay was the only soil
tested.
up.
The clay was obtained from field pits, air dried, and ground
Ten kilos of this dry powder was mixed into a slurry with tap
water at a water content of about 400% and passed through a No 200
sieve.
about 24
The salt content (NaCl) of the fluid was then increased to
g/l.
By allowing the slurry to settle and removing excess
water, the water content was reduced considerably.
Then the soil was
heated to about 7000 stirred, and placed in a 9.5 in diameter
16.
consolidometer under vacuum.
A consolidation pressure of 1.5 kg/cm2
made a 4.5 in. high cylinder of soil with enough material for about
18 triaxial test samples (L = 8.0 cm # A = 10.0 cm2 ).
A more detail
description of the consolidometer and its use is in Wissa (1961).
this manner a uniform supply of clay was obtained.
In
The method yielded a
clay with strength properties similar in many respects to those of a
natural, normally consolidated clay of moderate sensitivity.
Two batches of clay was stored submerged in Mobilect
Transformer Oil No 33 in a humid room unrtitsage.
The water content
of these batches were 42.5± 05%, liquid limit 45.5%, plastic limit
23.2% and specific gravity 2.77.
Grain size distribution is given
in fig. 3.2-1.
Towards the end of the testing program there was a shortage
Instead of making up another batch of samples it was
of samples.
decided to use samples already prepared the same way for another
project.
The only difference was the salt content (16 g/l NaCl) and
water content (co = 38.5%t 0.5%).
44
p
Atterberg limits are "J= 42.7%,
23.9%.
A hypothetical "field" stress condition was selected at
qc= 6.0 kg/cm2 anda.
3.0 kg/cm2 .
The vertical stress of 6.0 kg/cm 2
was judged large enough to eliminate preconsolidation and disturbance
effects (1.5 kg/cm4C
6.0 kg/cm2 ). Ko = 0.5 was selected on basis of
earlier tests on Boston Blue Clay.
Figure 2.2-1 showed KO vs O.C.R.
for some clays including Boston Blue Clay,
17.
3.22
Triaxial Test Procedure:
All tests were performed in standard Clockhouse and WykehamFarrance triaxial cells with exception of the cyclic compression extension
and UU tests.
Geonor cells were already equipped with top caps fastened
to the pistons in such a way that they could be used for extension
tests.
It therefore was natural to use these cells for the cyclic
compression extension tests.
A Clockhouse cell was equipped with a very
fine porous stone and a pressure transducer to measure residual pore
pressures in the UU samples.
The lead from the bottom pedestal to the
transducer is made as rigid as possible to keep the flow of water into
the sample an absolute minimum (see figure 3.22-1).
The transducer was
connected to a BLH Strain Indicator Model 120 with A.C. power pack.
The four arm gridge on this instrument provided a very stable voltage
supply and at the same time measured the output from the transducer.
Sensitivity on this setup was about 1/1000 kg/cm2 and the calibration
factor stayed constant for over 3 months through intermittent work.
Since an absolute transducer was used, however, there was experienced
some difficulty with variations in barometric pressure.
This could
easily be prevented in the future with use of a transducer measuring
the gauge not absolute pressure.
Loading frames:
The Geonor and Wykeham-Farrance loading frames were used
for all the tests.
To insure proper pressure equalization for the tests
with pore pressure measurements the strain rate was set at 1$ per'hour.
18.
For the UU tests on the other hand a typical strain of unconfined testing
was used, about A,/min.
Pore pressure Measurements)
All. the samples tested were sheared undrained.
A N.G.I.
null system was used to measure pore pressures in the samples during
shear with exception of the UU tests.. A description of their use can
be found in Ladd and Varallyay (1965).
To decrease the responce time
the equilibration was improved by use of filter strips.
In the cyclic
tests no filterstrips were used because of unknown contribution to
the measured deviator stress.
To insure full saturation all the samples
2
were back pressured to 3.0 kg/cm , at least during last step of
consolidation.
The following procedure was used to measure 4
1.
Standard triaxial size sample (10 cm2 .9 8,0 cm)
for UU sampless
is trimmed.
2. Excess water is removed from the top of bottom pedestal and the
sample placed on the pedestal of a cell like the one shown in
figure 3.22-1.
Membranes, top cap and 0-rings are placed and
cell filled with water.
The capillary pore pressure will
attempt to suck water from the pore pressure line into the
sample.
Since the pore pressure line is constructed extremely
rigid, only a minute amount of water will flow into the sample
before the pressure difference between the sample and the
pore pressure line becomes zero.
the pressure in the sample.
Then the transducer records
The fine porous stone, which has
2
a bubbling pressure in excess of several kg/cm , is needed to
19 .
prevent the sample from sucking water from stone into the sample.
3.
The sample is kept at zero confining pressure (measured with
a mercury column) until a constant residual pore pressure is
recorded.
4.
Effective stress is then,
.
Sc
The confining pressure is raised and an increase in pore
pressure is observed simultaneously.
If the sample is
saturated, the B parameter will be unity and the value of
will be constant.
But if the sample has some trapped
air, the increase in,.#pe pressure will be slightly less
than the increase in confining pressure,
5.
a B =
The confining pressure is increased until M
.
/
&qr.(B-factor
equal to unity and:
2
Usually confining pressures of 1 to 3 kg/cm are enough
to ashive B equal to unity.
Consolidation:
The steps are summarized in tables 4.1-1 and 4.1-3.
Because of testing error the consolidation pressure for
the first isotropically consolidated samples was indreased from 1.5 kg/cm
2
do the
to 5.1 kg/cm 2 instead of 3.0 kg/cm . It was then decided to
same for the rest of the isotropically consolidated samples.
Anisotropic consolidation was obtained by loading the piston
with dead weights.
For each increament the cell pressure was increased
first and dead weight equal to deviatior stress times area of sample
2
200
plus the force excerted by the cell pressure on the piston (area of
piston times cell pressure) was added a few seconds later.
Calculations:
The calculations in this testing program was handled the
same way as in Ladd and Varallyay (1965).
calculated from A =
Area during shear was
--where g is axial strain and -4 preshear
area.
Corrections for deviator stress:
Filter Paper Correction (F,.)
% Strain
Correction,
0-2
Co (%)/
2-
2
to' (,
kg/cm
A.10
0"610
Piston Friction Correction.
% Strain
Correction, % of (q-K
0-2
0
2-4
0.5
446
1
6-8
1.5
8-10
2
)
etc.
3.3 Triaxial Testing Program:
3.31
Tests to Establish
3,311
CItJ and
=COI
vs O.C.R.
21.
A series of one normally consolidated and three overconsolidated
(O.C.R. = 2, 4, and 8) isotropically consolidated undrained tests with
pore pressure measurements were performed in order to establish the
initial
correction curve i.e.
3.312
vsO .C.R.
CK -UI and CK -Icu.
To investigate effects of K on the curve above, five samples
2
were consolidated toirg..= 6.0 kg/cm
2
and 4Lc.= 3.0 kg/cm .
One was
sheared in compression directly to give "in situ"5 1,,. All the other
tests were unloaded, undrained, to an isotropic stress condition to
determine 4Wrs directly.
One sample was then sheared in compression
to give Sk. at "perfect" sampling.
isotropically to
The remaining samples were rebounded
2
e,= 1.5, 0.75, and 0.25 kg/cm and sheared undrained
with pore pressure measurements.
3.32 Tests to Check Established Curve.
To test the reliability for the strength vs overconsolidation
ratio as determined in the first part of the testing program, two
different approaches have been used to induce disturbance and measure
the corresponding undrained strengths.
3.321
Cyclic Undrained Tests.
A series of cyclic tests with pore pressure measurements and a
slow strain rate (1% pr. hour) were run.
isotropically to n
Two samples were consolidated
= 6.0 kg/cm2 and sheared by cycling between
compression and extension.
Each time the samples crossed the r'i line,
additional excess pore pressure built up, yielding another value of C.
22.
The following shear in compression then gkve the corresponding.
The number of cycles was limited.
As '
value.
decreased the effect of cycling
had smaller and smaller effect on AW% because the sample started to
behave more and more overconsolidated.
increasing instead of decreasing as it
As shear progressed I
did in the first
was
couple of
cycles.
Three samples were anisotropically 4nsolidated to
iW.
= 6.0 kg/cm2 and Eq
between
= 3.0 kg/cm2 .
and the 'I line while the remaining two where taken into
.)
extension during the cyclic shear.
As %'W
One was sheared by cycling
The number of cycles was limited.
decreased the effect of cycling had smaller and smaller effect
on Acs because the sample started to behave more and more overconsolidated.
3.32 : UU Tests.
Since the most typical test for obtaining undrained shear
strength is an unconsolidated-undrained triaxial test with strain rate.
about
to 1% per min., it seemed sensible to do likewise.
kgcm
One sample was isotropically consolidated toV. 6.0
22
and another consolidated anisotropically to<Wc= 6.0 kg/cm2 and
2
qac= 3.0 kg/cIa.
Then both were "sampled" i.e. dismantled and re-
mounted in the modified cell for residual pore pressure measurements,
and sheared.
The residual pore pressure was measured again after the
sample was unloaded undrained to isotropic stress.
If the4*6measured
was high enough, another cycle of shearing and unloading was done.
was continued until the bN became insignificant9
remolded by hand and a new~g and £%L measured.
This
Then the sample was
23.
3.33
Presentation and Discussion of Test Results.
Isotropically Consolidated Series.
3.331
(Consolidation data summarized in table 4.1-1 and figure
3.331-1.
Strength data summarized in table 4.1-2 and
figures 3.331-2 and 4,2-1).
The undrained shear strength of samples consolidated isothe
2
trpcly o60
tropically to 6.0 kg/cm is needed for construction for the
vs log O.C.R. curve.
The following list is a summary of the E.,,from
the normally consolidated samples in this series.
Test
-o (kg/cm2 )
77 -P
1.695
6.0
.282
23
42.0
31.6
14.8
2.04
6.01
.340
23
42.6
31.1
14.6
1.94
5.98
.324
23
42,4
31.1
16.0
CII--CyC-E P20
1.865
6.06
.308
16
38.4 29.9
11.2
CU-P21
2.005
6.06
.330
16
38.5
MTC-CyC-E P9
'U
-CyC-E P10
Average
It
Wb
g/1 NaCL
2).(kg/cm2
0l.584/
w
30.0
9.2
=
is difficult to explain the large variation in
Examination of figure 3.*31-will point out a large
(.282 - .340).
discreppancy in
, at the same consolidation pressures between the samples
with 16 g/l NaCl and those with 23 g/l.
however that P20 and P21 have a range of
The foregoing table indicates
(.308
o,
- 330),
that
lies entirely within the range obtained with the samples prepared with
23 g/l NaCl.
So the salt content seems to have little effect even
though the water content at failure is quite different.
24.
The overconsolidated samples are more difficult to evaluate
directly because only one sample was tested at each consolidation
pressure, but they can be compared to each other.
kg/cm2.
= 3110 and
Figure 4.2-1 gives
Comparing stress-strain characteristics
in figure 3.331-2 we find that the samples behave as expected i.e. with
increasing overconsolidation, 0 &, A4,and A-factor decrease while
increases.
The peculiarity in the stress-strain curve of
P2 is probably due to improper seating of the piston in the top cap.
versus O.C.R. is plotted in figure 3.331-3.
The
3.332
Anisotropically Consolidated Test Sgries.
(Consolidation data summarized in figure 3.332-1 and
table 4.1-3.
Strength data in figures 3.332-2 and
4.2-2 and table 4.1-4).
The following table summarizes undrained shear strength
obtained fron, normally consolidated samples (K = K).
.:4(kg/cm2 )
Test
em2
CK U-CyC-E P15
1-93
5.99
.322
CK 0 U-CyC-E P16
2.00
5.99
.334
Average
2.2
.328
The results from CK U-CyC-P14 were n&t included in the table
above because the sample was slightly overconsolidated prior to shear
due to aln error.
The &5.'Wd~s measured by CK0-=I
"A= 1.94/6.09
P7 is higl} however
= .318 or only about 3% lower than5,from CICQU
25.
tests.
10±t
5
Ladd and Varallyay (1965) report that the difference is
per cent less than the in situ strength in compression.
use of 10% reduction would bring du.O
down to 1.77 kg/cm
The
2
for
e. = 6.00 kg/c;2
was established by averaging the effective stress
measured after unloading from K0 to K
.-P1. - P12 - P13 tests gave a40av
1. 01 -UU P7 and CKo-
8
2
2
= 3.48 kg/cm (3.60 to 3.22 kg/cm ).
Since there has been done very little investigation into the
overconsolidated range of B.B.C. there is no way of checking the results
from Pll - P12 - P13 except against each other.
found in figure 4.2-2.
The p-q plott can be
Figure 3.342 summarizes the stress-strain behavior.
There are no known irregularities in these tests.
With the results of this overconsolidated range available
vs O.C.R. should be possible.
a similar curve
Since all
these samples have undergone a stress change somewhat similar to actual
sampling it
becomes natural to use the "perfect" sampling stress as a
reference point.
is used.
vs
So
The results are
tabulated below and plotted in figure 3.331-3.
CKO-CIOU-Pll
.92
CKO-CIOi-PJ2
1.13
CKT,CIFUb-P13
1.38
.25
.75
1.5
2
S=1,77 kg/cm
13.9
-516
4.64
.635
2.32
-776
26.
3,.33
Cyclic Isotropic Test Series. (Summarized in table 4.1-5).
The.s., measured in the first cycle of these tests varies
highly (2.04 - 1.865 kg/cm2).
It was therefore decided that in order
to have reasonable agreement between the tests regarding the reduction
in strength with disturbance, the initialjre measured would serve as
1.% Dij
.
Since
sis equal toZ'
basic error is involved.
for these isotropic tests no
Examining the stress-strain plot and the p-q
plots, the effect of disturbance indeed has a similar behavior to that
of overconsolidation.
The only peculiarity discovered in all the cyclic
tests, including the UU tests, is the S shape on the stress-strain curve
of the last cycle (see figures 4.3-9, 4.3-10, 4.3-14).
The strength
increases gradually to
5 - 6% and then increases more rapidly before
finally leveling off.
No such behavior was observed in the stress-
strain behavior of the overconsolidated samples (P.2 figure 3.331-2).
The stress-strain data are summarized in table 4.1-5.
Figures 4.2-3 and 4.9-4 contain the p-q plots.
SII
The
6s
relationship is plotted in figure 3.333-1.
3.334
Cyclic Anisotropic Test Series.
(Stress-strain
characteristics are summarized in figures 4.3-11,
4.3-12, 4.3-13 and tables 4.1-6 and. 4.1-7).
The anisotropically consolidated samples sheared cyclic also
had some variation in the initial4t..
for "perfect" sampling was
selected as 1.77 kg/cm 2 for all the tests, however.
As the stress-
Strain plots show, the 4fdrops as the number of cycles increased.
The
"workharening" phenomena observed in the isotropic test, also occurred
27.
to the anisotropically consolidated samples, although only for the tests
sheared in cyclic compression-extension.
CK0 U-CyC P-14 that was sheared
in cyclic compression, did not exhibit this behavior.
time there seems to be no logical explanation.
At the present
Careful check of the
testing equipment and procedure used did not reveal any possibility
for relative movements in the aparatus used for strain measurements
nor any irregularities with the proving rings.
3.335
UU Remolded test series. (Stress-strainccurves in figures
4.3-15 and 4.3-16.
Stress characteristics are summarized
in table 4.1-8)
As shearing progressed,
too.
4
dropped and %Va.
decreased
The behavior was quite similar to the one observed in the much
slower cyclic tests.
The range in %
by remolding the sample by hand.
shearing failed to reduce
performed during shear.
.
was increased in the UU tests
This was done after additional
Pore pressure measurements were not
With such a high strain rate (9. =
-
1 %/hr.)
the samples will not equalize the pore pressures fast enough to permit
meaningful data.
3.34
Final Discussion.
3.341
General Results of Testing Pro,:ram.
The results at an extensive testing program on the behavior
of normally consolidated samples of Boston Blue Clay with a salt content
of 16 g/l are reported by Ladd and Varallyay (1965).
The following
table shows the agreement between the results of these two testing
programs.
28.
This testing program
Ladd & Varallyay
0.317
0.285
CKOU
0.328
0.33
CK -TiI
0.318
0.28
CKOU - 10%
0.297
0.297
The "field" strength, .. from C[0U, is in very good agreement.
But both the isotropic and the "perfect" sampling strengths are high.
As- already mentioned earlier in the discussion of the tes results it
was felt that 10% reduction inA60 CK U was a much more representative
0
figure than
.
0 pas
obtained in CK -IUU-P7.
and the large differences in
are hardto explain.
Both the range in
between the two testing programs
There seems to little correlation between
and the relative strengths of the tests.
Close examination of the
time allowed for consolidation at the last step reveal that all tests
had 7000 min. or more.
The strengths measured do not correlate with
the length of application of the last consolidation pressure.
3 .3 42
Use of Methods to Correct for Disturbance.
Casagrande-Ruthledge, Calhoon, and Schmertmann proposed
methods which basically involve extrapolation of water content (or e)
vs log A%& plot (from CIU data) to the in situ water content (or Ce
to obtain the strength of a "perfect"-sample.
)
These methods require
reconsolidation of samples with various degrees of disturbance via
CIU, CAU, and oedometer tests.
The tesing program for this thesis
was intended only to induce and hopefully to predict the effects of
sampling from ft-~hythetical in situ condition.
Therefore none of the
290
samples were reconsolidated after the disturbance was induced.
So,
unfortunately it is impossible to evaluate these three methods.
Seed, Noorany, and Smith's methods can be evaluated with available
data.
Method No. 1:
The strength of a perfect sample is determined by evaluation
of the following theoretical equation:
/
/
)..
,
Ore
Hvorslev's parameters (2'c and
)
could be determined
for Boston Blue Clay at constant water content for different over-
consolidation ratios with
=C tests.
But since it is already
established that the cyclic tests behave overconsolidated as qr drops,
we have direct measurements of
Figure
3.342-1
andi
at constant water content.
show the resulting parameters,.
provided the needed information to estimate I
The cyclic tests also
Figure 3.342-2 shows
If plotted against disturbance as re'conmended by Seed, Noorony, and
Smiith (1964).
The resulting If from the anisotropic cyclic tests
averages .50 as compared to .22 for CK E--P7.
0
too high ,S&4
P7, however, .has shown
. and may warrant some caution in use of results,
Ladd and Varallyay (1965) report an average If from Cxo-tJUC of 0.50.
So with use of A
= 0.50, Ee= .745 kg/cm2,
e = 180.
3.48 . sin 180 f .745 cos 180
1+' (2-(0.50) - 1) sin 180
=
1.80 kg/cm2
which is low compared to CK -t-P7 but agree withda4t
minus 10%.
30,
The small difference is probably due to contributing errors in the
determination of the parameters.
Method No. 2;
5
vs disturbance i.e. (
figure 3.342-3.
4-po
-;Ws ) is plotted in
The isotropic tests plotted so far to the right on
the figure that any extrapolation back to (4
-6
)
is
meaningless.
The anisotropic tests, however, yielded a better spread in
s averaged 1.81 kg/cm2 (vs 1.77 kg/cm2
(- - ). S.4
estimated from
.Da
CK 0U minus 10%).
This method is simple and
seems to give good agreement with other methods.
Method No0 3:
Unfortunately none of the tests in this testing program
were reconsolidated after disturbance so there are no data for evaluation
of method no.
3.
Correction of Data from UU lest with Ladd and Lambe's aethod.
The simplest way of checking this method is to see how well
the curves of
vs
agree with the curve of
for the different types of disturbance
vs O.C.R.
Figure 3.333-1 summarizes the results of the cyclic tests and
the UU tests.
The isotropically eonsolidated samples sheared in cyclic
compression extension are the only tests that fall
narrow band.
outside of a fairly
Close examination of testing procedure and even an additional
31.
test (CIU-CyC-E P20) did not yield any hints as to reasons behind this
behavior.
As for the rest of the tests they do agree reasonably well
with the experimental curve established by CIU and CIOU tests.
It is
used to plot the anisotropically
2
consolidated samples should be somewhat higher than 1.77 kg/cm since
S *%
reasonable to believe that the .-
all these samples yield data ploting above the CIOU curve.
The general
shape of the curves for the different types of tests is the same, however,
this leads one to believe that a sample consolidated anisotropically and
sheared cyclic in a UU type test would yield enough data to establish
Futhermore if the sample was first unloaded
the shape of the curve.
undrained and then sheared,i
same sample.
and -04
ould be determined with the
In this way the methods testing can be reduced greatly.
First only one good sample is needed.
cut down considerably.
Secondly the tine for testing is
Only pore pressure equalizations for 4.and "g
take time4 since the sample can be sheared at a strain rate of
- -
1%
per min.,
Extension of the Ladd-Lambe method into the overconsolidated
range would be desireable.
Use of the same curve to correct for dis-.
turbance in overconsolidated camples can be explained easiest the
following ways
1.
Determine the overconsolidation ratio by oedometer tests (as
an example use O.C.R. = 2).
2.
Measuree and .on
triaxial size sample in cell similar to that
one in figure 2.2-1 (say -55 kg/cm2 and 1.20 kg/cm2 respectively)
3.
Estimate
from the equation in section 2.2 (for our example
:320
use 2.20 kg/cm2 ).
4.
Then use portion of curve established as explaned in foregoing
paragraph and the lower scale in figure 3.342-4
2.20/.55 = 4,
0.8/0.6
* 4D'e
(
s = 1.20 (pt. B), 4a9
1.20 = 1.60 kg/cm 2 (pt. A.
=
The original abscissa
can be -used directly however by using O.C.R. times
(i.e. use of 2
4
.
4 = 8 on the upper abscissa is synonymus with
4 on lower abscissa).
3.35
Effect of Disturbance on Stress-Strain Characteristds.
Disturbed samples always show a much lower stress-strain
modulus than good undisturbed sample during compression to
reach the same level of stress.
This behavior has long been used to
judge the quality of "undisturbed" samples.
It was therefore natural
to examine the test data in this testing program the same way with the
possibility in mind of correlating disturbed and undisturbed modulus
in a manner similar to the strength correction.
A close look at figures 3.35-1 and 2 reveal that noe such
possibility is apparent.
All the overconsolidated samples (CK -CIOU
and CIOU's) exhibit a much higher stress-strain moculus than the samples
disturbed by shear or remolding for the same preshearU
.
Again it is
shown that the results are independent of type of test used to induce
disturbance.
Even the isotropically consolidated tests sheared in
cyclic compression and extension follow the general trend.
It is
believed that before any futher conclusions are made that a similar
series of test be run where extreme care is taken to achieve the same
3.
W0,
We. prior to shear.
During investigation -of the results of this
triaxial program difficulty was experienced in evaluation of time effects
on ,stress-strain behavior and slight variations in the initial stress
condition.
3.36
ApplIcation of Theory on Data from M.I.T. Campus.
For two of the more recent buildings at M.I.T., the Student
Center and the Center for Advanced Engineering Studies, a number of
"undisturbed" samples were taken.
undrained (UU)
From each sample an unconsolidated-
triaxial test was performed.
stress was determined (at a B factor of one).
Before shear the effedtive
Since extensive testing
of the remolded Boston Blue Clay has' shown that it closely resembles
the natural BBC it was natural to try to see how the Ladd-Lambe method
would estimate Sa.QpS,.
Figure 3.36-1 shows the in situ stress
condition below two buildings plus calculated@'g" and measuredqivalues.
Tables 4.1-9 and 4.1-10 give the summarized data from these test series.
On figure
3.36-2 the result of the corrected values are compared with
estimated in situ Zt. and
6
q,
for perfect sampling at these two sites.
The strength estimates are from Ladd and Luscher (1965) based on several
types of triaxial testing om BBC from M.I.T. campus.
The uncorrected
values are all lower than the estimated.ab for perfect sampling.
By
using the curve on figure 3.333-1 to correct these dAta, the results
are much closer to the estimatedJs, for perfect sampling but still on
the conservative side.
The two points falling very high are actually
falling outside of the well defined range in figure 3.333-1.
The Ie
values, measured on these samples were so low compared with the estimated
qy.sthat there should be no difliculty in predicting that these samples
34.
were badly disturbed before testing0
The discrepancy at higher overconsolidation range may be
attributed to possible error in the estimated
Luscher (1965) point out that the estimated..
.Jm
curves.
Ladd and
is taken from samples
consolidated to high pressures and rebound whereas the soil in situ is
believed to have been precompressed by partial drying and therefore
may have lower strengths,
3.3?
Final Conclusions.
The general conclusion of this testing program seems to
indicate that the Ladd and Lambe's method works very well for correcting
disturbance on "undisturbed" samples of Boston Blue Clay.
The large
number of tests proposed by Ladd and Lambe to establish the correctioncurve can be drastically cut by using a sample consolidated to -4
unloaded undrained,
'we and
s,
IW
sheared, unloaded again and shear in cycles while
is measured for each cycle,
(see section 3.342 under
"Correction of Data from UU Tests with Ladd and Lambe's Method" for
closer discussion of this test).
The investigation of stress-strain behavior points out,
however, that at the precent it is difficult to correct for disturbance
in Youngs Modulus.
3.38
Proposed Future Research.
First of all there should be done some UU cyclic tests
(as proposed in section 3.342) both for normally and overconsolidated
samples with the same soil and the same hypothetical field condition.
350
This would serve to extend the proposed method into the overconsolidated
region.
Next step would be to take an "undisturbed" sample of
Boston Blue Clay consolidated it
same way as the tests above.
to 'qir. m;4We
and shear it
the
The correction curve established would
be used to correct the UU tests withf* measurements of M.I.T. Campus.
At the same time it could be checked against the curve established on
the rerolded samples.
A closer investigation of stress-strain modulus and the
effect of disturbance is warranted.
As mentioned earlier there does
not exist any method for correcting for disturbance.
36.
-
3,39
List of References.
w4The Measurements of Soil
Bishop, A.W. and Henkel, D.J. (1962)
Properties in the Triaxial Test.
Ed. Arnold, London
?2nd Edition".
(1965) "Earth Pressures at Rest Related
Brooker, E.W. and Ireland, H..
to Stress History", Canadian Geotechnical Journal, Vol. 2, No. 1,
pp. 1-15.
Calhoon, M.L. (1956)
of a Clay"
"Effect of a sample Disturbance on the Strength
Transactions, ASCE, Vol. 121 pp. 925
-
939,
Casagrande, A. and Rutledge, P.C. (1947) -"Cooperative Triaxial Shear
Research", Waterways Experiment Station, Vicksburg, Miss,
Coates, D.F. and McRostic, G.C. (1963)
Leda Clay",
Horn, HM, (1964)
on Laboratory Shear Testing of Soils,
NRC-ASTM Sy.
AS'TK STP No. 361, pp. 459
"Some Deficiency in Testing
-
470,
"Recommended Procedures for Undisturbed Sampling
Fermit Memorandum No. 1v
of Clay on The X.I.T. Campus".
Department of Civil Engineering M.I.T.
Jaky, J. (1948)
February 1964 (unpublished)
"Pressures in Silor", Proceedings, 2nd Inst. Conf. on
Soil Mechanics and Foundation Engineering, Vol. II, 1. 16.
Ladd, C.C. and Lambe, T.W. (1963)
"The Strength of Undisturbed Clay
Determined From Undrained Tests"
Proceedings.
on Laboratory Shear Testing of Soils
ASTm/NRC Symp.
ASTM July 1963.
37,
Ladd, C.C. (1964)
"Stress - Strain Modulus of Clay from Undrained
Triaxial Tests", ASCE Settlement Conference.
Ladd, C.C.
(1964)
June 1964,
"Stress - Strain Behavior of Anisotropically
Consolidated Clays During Undrained Shear".
Conference,
Sixth International
International Society of Soil Mechanics and Foundation
Engineering 1965.
Ladd, C.C. and Varallyay, J. (1965),
"The Influence of Stress System
on the Behavior of Saturated Clays During Undrained Shear".
July 1965 Dept. of Civil Engineering, M.I.T. Research Report
R 65-17, Soil Publication No. 117.
Ladd, C.C. and Luscher, Ulrich (1965
"Preliminary Report on the
Engineering Properties of the Soils Underlying the M.I.T. Campus"
Fermit Report December 1965.
Research Report
R65 - 58.
Dept. of Civil Engineering, M.I.T.
Soil Publication No. 185.
Lambe, T.W. and Whitman, R.V. (1964)
Mechanics"
"An Introduction to Soil
School of Engineering, M.I.T. September 1964.
Lambe, T.W. (1951)
"Soil Testing for Engineers"
John Wiley and
Sons, Inc.
Preston, W.B. (1965)
"The Effect of Sample Disturbance on the
Undrained Strength Behavior of Boston Blue Clay".
Department of Civil Engineering, M.I.T.
Rowe, P.W. (1957)
Equilibrium".
" cez
5.14. Thesis,
(unpublished).
Hypothesis for Normally Loaded Clays at
Proceedings, 4th Int. Cinf. on Soil Mechanics and
Foundation Engineering.
38.
Schmertmann, J.
(1956)
Discussion of Paper,
Disturbance on the Strength of a Clay",
Vol. 121
*Effect of Sample
Transactions,
ASCE,
pp. 939 - 950.
Bolton Seed, H., Noorany,
O.and Smith, I.M. (1964)
"Effects of
Sampling and Disturbance on the Strength of Soft Clays".
Department of Civil Engineering, University of California,
February 1964.
Wissa, A.E.Z.
(1961)
"A Study of the Effects of Enviromental Changes
on the Stress - Strain Properties of Kaolinite".
Dept. of Civil Engineering M.I.T.
X.S.
Thesis.
38b
3.401
List of Figures.
Fig. No.: Title:
Page:
21,-i
KO vs O.C.R.
2.2-1
Hypothetical Stresses for a Normally Consolidated
39
Clay Element During Tube Sampling..
40
2.31-1
Casagrande and Ruthledge Nethod.
41
2.32-1
Calhoon Method.
41
2.32-2
41
2.33-1
Schniertmann Method.
42
2.341-1
Ladd-Lambe
42
2.351-1
Seed, Noorany,
2.352-1
"
and Smith Method No.
1.
43
"
No.
2,
43
"
No.3.
"
"
"
2.353-1
"
43
3.2-1
Grain Size Distribution.
44
3.22-1
Cell 14odified For Measuring.
45
3.331-2
for Isotropically Consolidated
vs log
3.331-1
S~amples.
46
Summary of CIU and CIOU Stress - Strain Data.
47
vs Overconsolidation Ratio.
3.331-3
3.332-1
4
vs log q"re for Anisotropically Consolidated
49
Samples.
3.332-2
48
and CKO-CIOU Stress - Strain Data,
Summary of CK -IJU
51
vs
3.333-1
3.342-1
Hvorslev's Parameters for BBC.
3,342-2
Afvs(
-
.
50
,
).
52
53
38c
Fig.No.:
.342-3
3 .342-4
Page;
Title:
5.
vs
C
%j
\
)
54
Proposed use of Standard Curve in the
Overconsolidated Range.
55
3.35-1
Youngs Modulus at F.S. = 2 vs O.C.R*
56
3.35-2
Youngs Modulus at F.S. = 2 vs Effective Stress
Prior to Shear
57
3.36-1
In situ Stresses and Sampling Stresses for BBC.
58
3.37-1
Correction of UU Tests on "Undisturbed" Samples
from M.I.T. Campus.
59
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Appendix
Page:
4.1
Summary Tables of Test Results.
61
4.2
i-q Plots .
73
4.3
Stress - Strain Plots for Inidvidual Tests.
82
Summaries of Individual Tests.
99
.4.4
40
List of Symbols
157
4.6
Types of Triaxial Tests
159
610
4.1
SUMARY TABLES OF TEST RESULTS.
Tabe
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MECHANICS
LABORATORY,
TEST
e
W, %
DEPT. OF CIVIL
S, %
V,
cc
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PROJECT
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TEST
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BY
DATE
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IN
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FOR
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FOR
EXTENSION
TESTS
TESTS
REMARKS:
_.
_
_
6 #
SOIL MECHANICS
TEST
PROJ EC T
TESTED
ALL
CC C
AS!
BY
DATE
PRESHEAR
_____
IN
STRESSES
%e
W,
PRESHEAR
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AXIAL
TIME
STRAIN, %
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1
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TECHNOLOGY
DURING
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OF
PRESHEAR
A,cm2
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3
U3
A
INSTITUTE
tc
TYPE CELLCA-
HISTORY
SHEET
SUMMARY
DATA
MASSACHUSETTS
DEPT. OF CIVIL ENGINEERING,
LABORATORY,
l,
.zr
TEST -
TRIAXIAL
CONSOLIDATED - UNDRAINED
C-5&-v
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S-39
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%
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FOR
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Z. 713
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(3)
A =&
A
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A A
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Au -
Am,
FOR
COMPRESSION
FOR
EXTENSION
TESTS
TESTS
REMARKSt
__
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UNCONSOLIDATED -UNDRAINED
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TEST
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NO. b
SOIL A
MECHANICS
/
W, %
l
INITIAL
PROJECT
TESTED
LABORATORY,
DEPT. OF
S,
e
$
%
"
TRIAXIAL
CIVIL
V, cc
Rao
L,
DATE
ALL STRESSES
%
e
cm
'
G6
TYPE
CELL C'
TEST -
DATA
MASSACHUSETTS
AXIAL
TIME
STRAIN,%
3
/
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RATE
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PATH
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DESCRIPTION
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677
DURING
(21
0)
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vjf
TECHNOLOGY
0-c
PRESHEAR
ELAPSED
SHEET
PRESHEAR
PRESHEAR
IN
OF
u
,o
417
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SUMMARY
INSTITUTE
A,CM2
4fi.e/to,
FINAL
BY
ENGINEERING,
_AFTER
TRIMMING
.303
147
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3
V.or 7Z
A679 .796
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(1) CORRECTED
(2)Au
FOR
FOR
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4
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7
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Jz-
F
__
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_
REMARKS
FAILURE
UNCONSOLIDATED - UNDRAINED
SOIL
TEST
MECHANICS
LABORATORY,
NO.
OF
S, %
INITIAL
5
C
PROJECT
TESTED
e
W, %
C
SOIL 4
DEPT
BY
DATE
ALL STRESSES
IN
L,cm
Vcc
DATA
MASSACHUSETTS
TIME
AXIAL
- 31,
. 437
DURING
Tc
CONTROLLED
0
RATE
B
Au
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STRAIN
11__
STRESS
0
PAT H
1.00
SAMPLE
A
DESCRIPTION
q
AFTER
.
37/
- 7_
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I.
SHEAR
(2)
STRAIN, %
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TECHNOLOGY
1. ocl
.67
PRESHEAR a-c
-
A
(I
OF
3z
E
SHEET
PRESHEAR
PRESHEAR
ELAPSED
INSTITUTE
u
dg*
TYPE CELL
SUMMARY
A,CM2
00
G
A-
TEST -
CIVIL ENGINEERING,
&
FINAL
TRIAXIAL
TRIMMING
P-11:17
. 970
-?
1-
3. /
3.g
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cr
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7
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AT
FAILURE
.!&7
i/2.lip
(1) CORRECTED
(2)au
FOR
FOR
O-3-=o
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-
- --.--
-
-
-
REMARKS:
-
-
-
-
-
-
-
-
-
-
-
-
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-
-
-
-
-
UNCONSOLIDATED -UNDRAINED
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TEST NO
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74-AW
a
DATE.
ALL STRESSES
IN
ef/Cd"r
ELAPSED
TIME
AXIAL
s
G
DEPT. OF
TRIAXIAL
CIVIL
S, % V,cc
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7
g
s% 2 /a 0/0"
INITIAL
FINAL
BY4
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W, %
PROJECT
TESTED
LABORATORY,
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A
SOL
MECHANICS
TYPE
TEST -
ENGINEERING,
L,cm
(1)
[
SUMMARY
INSTITUTE
OF
SHEET
TECHNOLOGY
PRESHEAR
A,cm
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f o/ck
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cc
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0
RATE
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CELLcAS
4
STRAIN, %
DATA
MASSACHUSETTS
c
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STRAIN
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3 .Ir
PAT H
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a-c
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8
*
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7
V
A
DESCRIPTION
q
AFTER
TRIMMING
v I 4=
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REMARKS:
FAIL UR E
UNCONSOLIDATED -UNDRAINED
SOIL
TEST
MECHANICS
LABORATORY,
NO.
PROJECT
TESTED
BY
A.
.//
FINAL
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//
TRIAXIAL
CIVIL
Vcc
TYPE
TEST -
ENGINEERING,
CELL
DATA
MASSACHUSETTS
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0-c
~-29
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.203
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RATE .
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STRAIN
STRESS_
3
C)
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B
C
(2)
SAMPLE
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73
.3I
CONTROLLED
PAT H
PRESHEAR
STRAIN, %
SHEET
TECHNOLOGY
DURING
u
PRESHEAR
TIME
OF
PRESHEAR
IN
ELAPSED
SUMMARY
INSTITUTE
L,cmI Acm2
4y IkQ1
/0LL4
2.
G
DATE
ALL STRESSES
INITIAL
OF
S, %I
e
W,%
SOIL
DEPT.
A
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DESCRIPTION
p
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AFTER
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AT
_
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REMARKS
_
_
_
_
_
FAILURE
UNCONSOLIDATED -UNDRAINED
SOIL
TEST
DEPT. OF
S,%
e
W, %
X
SOIL
CIVIL
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BY
,
DATA
MASSACHUSETTS
DATE6
7
21 GV9
f
TYPE
CELL
C-1
319
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d/
42
DURING
(c
)
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A
DESCRIPTION
qp
TRIMMING
_AFTER
(POO_
STRESS
PAT H
PRESHEAR
52
TECHNOLOGY
RATE
. 7S
G,
(I
AXIAL
OF
SHEET
PRESHEAR
u
c
IN
STRAIN, %
TIME
INSTITUTE
2
PRESHEAR
ELAPSED
SUMMARY
FINAL
NF 3
ALL STRESSES
TEST -
ENGINEERING,
L,ccm
INITIAL
CfE
PROJECT
LABORATORY,
0
NO.
TESTED
MECHANICS
TRIAXIAL
__
__
_
_
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--
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AT
(1) CORRECTED
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FOR
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REMARKS:
FAILURE
UNCONSOLIDATED - UNDRAINED
SOIL
TEST
NO.
MECHANICS
Z/
PROJECTC
DATE
BY
ALL STRESSES
INITIAL
Z.3 .1
FINAL
3Y
G0
DEPT. OF
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W, %
1
SO LJ8C
TESTED
LABORATORY,
S, %
CIVIL
V,cc
2. A
ENGINEERING,
L,cm
f#,
A49g9{
9
-
TRIAXIAL
TYPE
(1)
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TIME
STRAIN, %
O
(.27
25{l
.131
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3.2.
.16
INSTITUTE
TECHNOLOGY
PRESHEAR
A,cm2
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OF
SHEET
DURING
u
Tc
CONTROLLED
RATE
CELL
Au
- A/
) - cpa
(.6
PRESHEAR
a-c
PRESHEAR
8
STRAIN
STRESS
___
A
PAT H
00
-
lb
DESCRIPTION
q
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1.
TRIMMING
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SAMPLE
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b
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MASSACHUSETTS
SUMMARY
(2)
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9
DATA
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IN
ELAPSED
TEST -
H
.197
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26L o
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L
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149".-22.6
1ojZ-9-__3
lo.9
7 -r
12.1
12.7
7
(1) CORRECTED
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FOR
FOR
AT 3 =o
AT
. 232
. zi3
.237
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ZV77
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_
_
_
REMARKS
_
_
_
__
_
_
FAILURE
o"IIIIIIIII
UNCONSOLIDATED - UNDRAINED
SOIL
MECHANICS
LABORATORY,
TEST NO.
C,
-
TESTED
DATE
ALL STRESSES
%
CIVIL
G
n 4- Z
AXIAL
TIME
STRAIN, %
(0)
MASSACHUSETTS
SUMMARY
INSTITUTE
A,cm 2
OF
SHEET
TECHNOLOGY
PRESHEAR
DURING
o'c
u
0 /ap
CONTROLLED
RATE
M-
CELL
IN
ELAPSED
DATA
Lsc
- TYPE
4f
_
TEST -
ENGINEERING,
L,cm
Vcc
0
FINAL
BY
OF
INITIAL
C177Z-
PROJECT
S,
e
W, %
SOIL
DEPT.
TRIAXIAL
(
)
SHEAR
STRAIN
-
PAT H
PRESHEAR
o-c
PRESHEAR
8
-9
7
SAMPLE
(21
I-,
(/3
Au
A
DESCRIPTION
qp
AFTER
.679
STRESS
a
TRIMMING
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76
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--
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. 37
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AT
FAILURE
//.s-.76
,?,
1Y. k
-77
Z
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17-4
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.77
(1) CORRECTED
(2)au
FOR
FOR
_
__7
REMARKS:
Aa- 3 =o
I
1111MIIIIII
UNCONSOLIDATED - UNDRAINED
SOIL
TEST
MECHANICS
LABORATORY,
NO.
PROJECTC 1
TESTED
e
, %'/
INITIAL
4
DATE 12Z
IN
1
Vcc
ENGINEERING,
L,cm
TEST
-
DATA
MASSACHUSETTS
TIME
AXIAL
RATE
F
SHEAR
STRAIN
_
STRESS
__
.
PAT H
/
-c
B
/
.
SAMPLE
3
DESCRIPTION
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TRIMMING
_AFTER
_ _I
. 6_ 7
/._ 1
CONTROLLED
(2)
I
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DURING
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PRESHEAR
(0I
.079
SHEET
TECHNOLOGY
PRESHEAR
/00 i
TYPE
c
STRAIN, %
OF
u
PRESHEAR
ELAPSED
SUMMARY
INSTITUTE
A,cm2
.
Z
G
S, %
TRIAXIAL
CIVIL
*
3 i17J
FINAL
4
BY
ALL STRESSES
A1 ,
DEPT. OF
-
-
.76
2.03 1a
__j
On
w
is
77
.0/L
AT
_ _ _ _ __
(1) CORRECTED
(2)au
FOR
FOR
&a0-=o
REMARKS
_
_L
_
FAILURE
_
~~~~~~~1
UNCONSOLIDATED - UNDRAINED
SOIL
TEST
MECHANICS
NO i
SOIL
W, %
'7
DEPT. OF
S, %
e
FINAL
7I6
DATE
BY
ALL STRESSES
IN
TRIAXIAL
CIVIL
V,cc
j
INITIAL
PROJECT
TESTED
LABORATORY,
j
TEST -
ENGINEERING,
L,cm
DATA
MASSACHUSETTS
Acm2
TYPE
TIME
S
-c
B
SAMPLE
DESCRIPTION
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TRIMMING
.VS
/
z'oi
6791
.3S
700
.W
I
_
*'
AT
A/O
___
19.4
(1) CORRECTED
(2),u FOR
FOR
&a,=o
STRESS_
*.3
._
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A
PAT H
qp
0
SHEAR
STRAIN
(2)
STRAIN, %uA
'/I3
.07?
RATE
3 75
*
PRESHEAR
(I
DURING
CONTROLLED
070
CELL
'
AXIAL
SHEET
TECHNOLOGY
O-C
u
PRESHEAR
ELAPSED
OF
PRESHEAR
J g. 4D oo
M1
GSZv
SUMMARY
INSTITUTE
__._
. V9
REMARKS:
_
_
__
L'
FAILURE
%/A%.
UNCONSOLIDATED - UNDRAINED
SOIL
MECHANICS
TEST NO.
&
W, %
'
SOl1.
FINAL
DATE
BY
ALL STRESSES
ELAPSED
TIME
7
INITIAL
PROJECT
TESTED
LABORATORY,
3
e
/ft
l. Z
/o6
TYPE
G
(a
AXIAL
I
S, %
/02
IN
STRAIN, %
DEPT. OF
TRIAXIAL
CIVIL
V,cc
.0
TEST
ENGINEERING,
L,cm
-
DATA
MASSACHUSETTS
INSTITUTE
2
OF
SHEET
TECHNOLOGY
PRESHEAR
A,cm
ho 1c
u
DURING
Tc
/3
CELL
SUMMARY
CONTROLLED
SHEAR
STRAIN
PRESHEAR
o-c
PRESHEAR
B
(2)
SAMPLE
DESCRIPTION
3dAI3
.~
STRESS
PAT H
.A
AFTER
±i7
/__
___
RATE -
TRIMMING
___/_
/3 7
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507
-1Y7
4/
_
_
_
/
(1) CORRECTlED
(2)au
FOR
FOR
&0-,=o
*AT
FAILURE
.69
REMARKS:
UNCONSOLIDATED -UNDRAINED
SOIL
TEST
MECHANICS
LABORATORY,
SOIL
INITIAL
PROJECT
TESTED
IN
ALL STRESSES
TIME
DATE
Y
(1) CORRECTED
(2)au
FOR
PRESHEAR
DURING
u
O
CONTROLLED
CELL
SHEAR
STRAIN
a
u
V
STRESS_
.-
PAT H
PRESHEAR
a-c
PRESHEAR
B
SAMPLE
A
q
DESCRIPTION
p
_AFTER
_
. Sb
,o
TRIMMING
_
_
LT~
.$,-_
4-77
.41
.
a'
___
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_
1-~94
_
_
_
_
_
-
o
-&
AT
FAILURE
.76
1-.1
- 77
-77
.1.9
12.!t
1:9. 1
.77
-77
FOR
SHEET
TECHNOLOGY
-0
.22
&a=o
2
OF
(21
/3
.23
Itto
SUMMARY
INSTITUTE
RATE
TYPE
I. S7
lo.S'
A,cm
ef9o of.
_
.(o
L,cm
DATA
MASSACHUSETTS
7
(I
STRAIN, %
-*79
TEST -
ENGINEERING,
r
IC
AXIAL
TRIAXIAL
CIVIL
Vcc
l
Zf
G,
OF
S, %
.7
FINAL
Z
BY
ELAPSED
e
W, %
NO.
DEPT
-_-
.76
REMARKS:
157.
Types of Triard.4 Tests.
an elevated bar over letters denoting a type of shear
test, indicates that pore pressures were measured
during shear,
compression test on isotropically normally
consolidated sample4.
compression test on isotropically overconsolidated sample.
compression test on "perfect" sample after K0 consolidation.
Perfect sampling denotes an undrained release of K0
stresses to attain an isotropic state of stress (Ladd
and Lambe, 1965).
CKO-CIOU
compression test on isotropically consolidated sample
after K
Ko,
consolidation, i.e. sample is consolidated to
unloaded undrained to attain an isotropic state of
stress (4 W and then consolidated isotropically to
where
ClJI-CyC-E
4
C
cyclic compression-extension test on isotropically
consolidated sample.
GO-CyC
cyclic compression test on KO consolidated sample.
CK0 U-CyC-E
cyclic compression-extension test on Ko consolidated
sample.
CI-UU
compression test on isotropically consolidated sample
rebound to zero total stress before shear.
CK0 -UU
compression test on KO consolidtted sample rebound
to zero total stress before shear.
1589
Iist of S4!bo)s.
vertical and horizontal total stress
~"mv
vertical and horizontal effective stress
major and minor effective stress
maximum past consolidation pressure
consolidation pressure (isotropic)
consolidation pressures (anisotropic)
effective residual stress after perfect sampling
effective residual stress after actual sampling
We,
e..
4.
void ratio
unit weight
total unit weight
unit weight of water
Ste
ratio of horizontal to vertical effective stress
ratio of horizontal to vertical effective stress when
no strain is taking place in the direction of minor stress
J4
Skemtons A-factor =
"
"
"
during unloading =
Skemtons A-factor at failure
undrained shear strength
PC
undrained shear strength at perfect sampling
Ce
undrained shear strength at sampling
Hvorslev's cohesion parameter
Hvorslevts friction angle parameter
Hvorslev's equivalent pressure
overconsolidation ratio =
or
-
4
159.
* OEquivalent "overconsolidation" ratio =
Ua
strain in major and minor stress directions
pore pressure
residual pore pressure
£4
water content
liquid limit
plastic limit
44~
natural water content
3
depth
preshear crossectional area of triaxial sample
Le.
preshear length of triaxial sample
S
degree of saturation
piston friction
/d- filter strips