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Masters Theses Student Theses and Dissertations
1967
A study of the compressibility of silty soils. A study of the compressibility of silty soils.
Marvin L. Byington
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Recommended Citation Recommended Citation Byington, Marvin L., "A study of the compressibility of silty soils." (1967). Masters Theses. 6807. https://scholarsmine.mst.edu/masters_theses/6807
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A STUDY Or THE CO~~iPRESS I B I LI1Y OF SILTY SOILS
BY . ;)
MARVIN LfeY INGTON -1 &J -f'l
A
THESIS
submitted to the facu 11·y of the
UN IVERS ITY OF ~tl SSOUR I AT ROLLA
In partial fulfillment of the requirements fo: the
Degree of
~lASTER OF SCIENCE IN CIVIL ENGINEERING
Rolla, Missouri
1967
Approved by
~~--~~-(advisor) L._; ' /'/' / .·~~~~~
~~~~.d~.-
ABSTRACT
This study has been conducted to determine the applicabi I ity
of the Terzaghi Theory of Consolidation and to determine the
compressibility of silt soi Is with varying clay content. A pure
silt was extracted from the Lebanon Si It Loam and mixed with
varying amounts of the Onyx Cave II I ite-Chlorite Clay. The
compressibi I ity of these mixtures was determined and an attempt
made to apply the Terzaghi Theory In the analysis,
It was found that the compressibility of soils high in silt
conter1t is very low. It was also found that the Terzaghi Theory
may be applied to mixtures of 15 percent or more clay, for the
materials used.
I i
TABLE OF CONTENTS
Page
ABS l.R/\CT • ••••••••••••••••• I ••••• I •••••••••••••••• I • • • • • i i
LIST OF FIGURES •••••••••••••••••••••••••••••••••••••••• iv
ACKNO\'/l.EDGEr·1E NTS ••••••••• • •• · ••••••••••••••••• , •••• , • • • • v
Chapter I •
Chapter II.
Chapter Ill.
Chapter IV,
Chapter v.
I NTRO DUCT I ON ••••••• , •• , • , , , , •••••••••••••••
REV I EW OF ll TERATURE, •••••••••• , • , • • • • • • • • 3
MATERIALS AND TESTING •••••••••• , • • • • • • • • • 6
TEST I NG PROCEDURE, ••••• , •••• , • • • • • • • • • • • • • I 0
RESULTS•••••••••••••••••••••••••••••••••••• 13
Chapter VI. DISCUSSION OF RESULTS••••••••••••••••••••• 15
Che:pter VII , CONCLUSIONS. , • , •••• , •• , • • • • • • • • • • • • • • • • • • 22
Chap·i·er VIII, RECOMtv1ENDATIONS ••• ,. •• •• •••••••• ••••• ••• 24
8 I B L I OGRAPHY • ••••••••••• I ••••••••••••••••• I ••••••••• "' ••
v 1 TA • ••••••••••••••••••••• I ••••••••••••••••••••••••••••
APPEND I X. I ••••• I •••••••••• I •••••••• :1 ••••••••••••••••• I •
I •
2.
TABLES •••• I ••••• I ••••••• I •••• I •• I ••••••• I. I •••
CURVES • I •••••••••••••••••••••••••••••••• I ••• I •
25
27
28
28
29
i i
tv
Ll ST OF FIGURES
Figure -··' -
Sedimentation Tank for Removing Clay from Sitt· ••••••••••••••••••••••••••••••••••••••••••• 8
2 Typical Dial Reading-Log 10 of Time Curve for Clay,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 16
3 Void r~atio-Log 10 of Pressure Curve •••••• ••••••• 29
4 Coefficient of Permeability-Log 10 of Pressure Curve •••••••••••••••••••••••••••••••••••••••••• 31
5 Coefficien+ of Consolidation-Log 10 of Pressure Curve, •••••••••• , •• , •••••••• , ••• , ••••••• ,., ••• , 33
6 Time to 20% Consolidation-Log 10 of Pressure Curve • ••• , • , , , • , , ••• , • , , •• , • , • , • , •• , • , , • • • • • • • • 34
7 Time to IOC% Consolidation-Log 10 of Pressure Curve.,.,,.,.,.,,., •• , .• , •••. ,, •. ,.,,, ....• ,.,. 35
8 Clay Content Percent of Dry Weight ••••••••••••• 36
9 Primary Comrresslon Ratio-Log 10 of Pressure Curve •• , ••••• ,,,,,,, •• ,,, •••••• , ••• ,,,,., •••• ,. 37
10 Dial Reading-LogiC of Time Curve ••••••••••••••• 38
II Slope of Secondary-LogiC of Pressure Curve ••••• 53
12 Grain Size Distribution Curves ••••••••••••••••• 56
TABLES
Table
Table of Compression Index Values •••••••••••••• 28
ACKNOWLE03EMENT
The author wishes to express his sincere appreciation to
Dr. Thomas S. Fry for the advice and encouragement he has given.
The helpful criticisms and encouragement given by Professor
John B. Heagler are also appreciated. The author also wishes
to thank Howe II Branum, Da I e Sukow and Rohn Abbott, fe II ow
graduate students, for the help they have given in the laboratory
and the inspiring discussions they helped to provide.
The author sincerely appreciated the understanding and
encouragement given by his wife.
v
Chapter I
INTRODUCTION
Soil mechanics has provided the foundations engineer with
an invaluable tool for the solution of practical problems. There
are theories and procedures in soil mechanics which aid in the
solution of problems involving clays and sands. Soils classified
as silt have been neglected as a subject of research and for
publication in the I iterature.
Soils which are classified as silt are lnterm~diate in grain
size between sand and clay. The limits of silt size are
approximately 0.06 mi II imeters for the upper I imit and 0.002 to
0.005 mil I imeters for the lower limit. The upper limit of si IT
size may be taken as passing a number 200 sieve (0.074 mill imoters)
for practical purposes. This definition is for a pure silt.
However, soils classified as silt are very rarely pure since
they usually contain varying amounts of sand or clay or both.
Silt mixed with varying amounts of other soi I constituents
exists in a wide spread area throughout the world. Rather extensive
deposits of loess cover the mid-we5tern portion of the United States.
While this material does not behave as a si It, it consists mainly
of si It sized particles and upon loss of its distinctive structure
it exhibits the properties of silt.
The alI uvial valleys and al !uvial fans in the United States
give rise to another important source of silt and silty soils.
Many of these areas are of 1 imited size, but they occur in great
numbers across the country.
Because of the extensive occurrence of silt and silty sol Is
the foundations engineer frequently faces situations involving
them without adequate mechanics to lead io a well defined solution
of problems concerning bearing capacity and settlement.
It has been suggested by Peck, Hanson and Thornburn that
si It sho~ld be treated either as a sand or a clay depending on
whether it is cohesionless or cohesive.
This investigation is conducted to determine the appl icabi I ity
of the Terzaghi Theory of consol !dation to soils having a high
silt content.
2
Chapter II
REVIEW OF LITERAlURE
An Increase in the effective stress in a soil will result
in a decrease in .the volume of the soi I voids. 1* Terzaghi states
that "every process involving a decrease of the water content
is called a process of consolidation". This observation and
an understanding of the principle of effective stress2 Jed
Terzaghi to the development of a theory of consolidation. This
theory provides a methematical expression for the rate of change
in volume of soil voids with an increase in stress on the soil.
The expression is based on the assumption that the time lag In
consolidation of a clay soil is due to the lnabll ity of th~
water to flow rapidly from the soil 3•
The consolidation process has been divided into initial,
primary and secondary phases4• This arbitrary separation has
been made in order to differentiate the primary portion from
the others, It is essential to define primary consolidation
because this is the only portion for which Terzaghi's Theory
appl ies4•
4 Lambe suggests that laboratory consolidation studies are
of value only for soils of low permeability. Lambe further
suggests the use of a ratio of primary compression to total
compression (primary compression ratio) as an indication of the
portion of the total consolidation considered by the Terzaghi
Theory. -------------1-~--~------~-----*Number designates the references I isted in the bib I iography
3
4
The appl !cation of the Terzaghi equation to consol !dation
analysts is achieved by means of curve fitting techniques involving
plots of the rate of void volume decrease. The most usual forms
used are the dial reading-log of time plot presented by A, Casagrande 5
and the dial reading-square root of time plot as presented by D. W,
6 Taylor • The square root of time plot has the advantage of
decreasing the amount of time needed to conduct a consol !dation
test. The principle advantage of the log ot time plot is the
sharp definition which it gives to secondary compression. Secondary
compression is linear on a dial reading-log of time plot,
Lambe and Dawson7 outline methods for conducting a laboratory
consolidation test. Olson8 outlines the design criteria for
consolidation apparatus and suggests refi~ements to the testing
procedure, Leonards and Ramiah9 report on the effect that duration
of load increment and the load increment ratio have on the results
of consolidation tests.
Van Zelst10 discusses the effect of sample disturbance on
consolidation tests and concludes that the voiume of distrubed
soil relative to the total volume is of principal importance,
Published literature concerned with the Engineering Properties
and behavior of silt is very I imited, Several engineering geology
reports giving the classification and index properties of silts
encountered in Alaska have been publ !shed by the Iowa Engineering
13, 14,15 h th t re of great Experiment Station. Althoug e repor s a
interest from the view point of natural soil deposits, they
contribute 1 ittle to a knowledge of the engineering behavior of
s i Its.
5
Schultze and Kotzias published a paper giving a stastical
16 survey of the compressibi I ity of Lower Rhine .atluvfal si It deposits,
This article is a very brief treatment giving average properties
taken from several hundred specimens of Lower Rhine silts. An
attempt is made to derive an emperical relationship for the
consolidation properties of these si It soils. The compressibi I tty
was found to be rather low with a permeability in order of
-8 10 em/sec, The grain size distribution curves given in this
paper indicate that the actual soils tested varied from 95% sand
to 35% clay with the remainder being si It, The Influence of the
clay and sand on the propert!es of the material tested was not
considered.
Bolognesi and Moretto 17 published a paper concerned with
the behavior and properties of silt derived from loess. This
article describes techniques used for evaluating the behavior of
an eroded and water deposited silt material. A void ratio-log
of pressure curve is shown which indicates a very low compress ibi llty
for s II ty so i I s,
Chapter Ill
MATERIALS AND TESTING
In order to have a homogenous soi I of known or predetermined
grain size, it is necessary to extract each size fraction and then
remix using the desired proportions. The most abundant soil
having predominantly silt size particles and an obvious choice
was loess. Loess from near Jefferson City, Missouri was
6
obtained and the clay fraction was extracted by r·epeated sedimentation
and withdrawal of the fluid which held the clay particles in
suspension. The sedirnented materiel 'r'las passed through a
No. -200 sieve and the fraction passing was silt size material.
Loess is of -Eolian origin and as a result is naarly uniform in
grain size and the average particle diarneter of this loess fal Is
in the upper range of silt size and for this reason does not
filter clay well. The action of dilatency causes excess pore
water to flow out of the sample which can result in a change in
clay content if water flm'li:1g out of the soil carries a substantial
amount of clay. Even at rather high clay contents (20%) there
was en obvious loss of clay during the mixing of soil and water
on a glass plate.
Because of this change in clay content of the sample, a slIt
with a higher uniformity coefficient was obtained and used for
the testing program. This silt was obtained from the southeast
corner of the Tau Kappa Epsilon property, located North of Rolla,
Missouri. The source from which the slIt was obtained is from
the "A" horizon of the Lebanon S i 1 t Loam. This materia I is I i g:1t
br·ownish gr·ay in color and resembles ashGs in appearance. It is
very loose and can be excavated easily by hand. This soil contains
an appreciable amount of coarse organic matter in the form of
sticks and roots. No traces of decaying leaves were present.
The clay used in this study was obtained from a water laid
deposit in Onyx cave at Boiling Springs, Missouri. This clay
occurs as a deposit of relatively pure red clay, stratified at
intervals of about one foot with silt and fine sand. The clay
was concentrated by sedimentation to remove the silt and sand.
This was accomplished by placing the clay in a weak solution of
calgon and stirring it until it stayed in suspension. The sand
and silt settled out rather rapidly, allowing the clay-water
suspension to be drawn off. The excess water was then evaporated
from the suspension by placing it in large pans open to the
atmosphere. The result was a soil containing predominantly clay
sized materia I •
The silt was obtained in a similar manner except that the
clay suspension was drawn off and discarded. In order to k~ep a
good control over the smallest particle size removed, the following
procedure was used. A 95 gallon stock watering tank was ultered
by placing In it a vertical riser pipe connected to drain. The
fl0w of water was controlled by a valve on the drain pipe. A
schematic of this device is shown in Figure I. A mark was placed
25 em, above the top of the riser pipe and the tank was fi I led to
this wark, A small quantity of calgon was edded to the solution
to keep the clay in suspension. The si It and clay mixture were
7
8
-------- ----------------- --- - ~---·- ---
}!ark o~. ;:nk _)---·---··---····-------T-25cm
----------~~------~J --To Drain
~ock Watering
Pipe
Tank
Sedimentation Tank for Removing Clay from Silt
Figure 1
mixed throughly both during fi II ing by water jets, and after
filling, with a paddle.
The temperature of the solution was then measured. Using
Stokes Lav; the time for a six micron part ic I e to fa II from the
surface to the top of the riser pipe, was computed. After this
amount of time h::Jd elapsed a soil hydrometer was placed in the
solution and read and then the valve on the drain pipe was opened.
The water in the tank was allowed to drain dmm to the level of
the riser pipe. This washing process was repeated until the
change in the hydrometer reading became negligible and the wash
water was clear at the end of the cycle.
The material that remained in the tank was then dried and
passed thr~ough a No. -200 sieve.
9
Chapter IV
TESTING P~OCEOURE
The silt and clay mixtures were prepared for testing by
placing a measured quantity of dry clay In an evaporating dish
and adding a sufficient amount of disti lied water to submerge it.
After the clay had bean allm1ed to soak for about twelve hours a
measured quantity of dry silt was added to the slurry in small
increment5, adding water as necessary to allow the mixture to be
mixed 1-hroughly, After all of the silt had been added, the
mixture was occasionally stirred with a spatula and allowed to
dry in the laboratory atmosphere until a very viscous liquid
was obtained. A hand held soil dispersion mixer was then used
for final mixing. With this initial preparation the soil was
then ready to be used for test purposes,
Tests conducted in this work were liquid and plastic li.nits,
specific gravities, and consolidation tests. The grain size
distribution of each mixture \'Jas determined by a hydrometer analysis,
The tests all were conducted in the standard manner except
for a slight deviation from the st~ndard procedure for setting up
a consolidation test.
The consolidation tests were conducted in the following manner.
The consol idometer ring was placed on the base and the upper porcus
stone and silter paper were placed inside the ring. The vertical
dista!lce frOrrl the top surface of the porous stone to the top of
the ring was measured with a dial gage r~unted on a steel block,
The consolidometer ring was "'oighed and filled with soil at
10
viscous liquid consistency. The ring was over filled by about
one ha If inch to a II ow for surface drying under the i nf 1 uence
of a vacuum.
The ring and contents were then placed under a bel I jar and
subjected to vacuum for about thirty minutes. During this period
of time the vacuum \'las released twice and allowed to build up
again, The purpose of this vacuum treatment was to remove as
much of the entrapped air as possible. After removal from the
vacuum the soil was trimmed on both ends of the ring. The top
was trirrmed slightly low intentionally. The ring and soil were
placed on a glass plate and weighed.
The ring was then placed in the consolidometer. The lower
stone had previously been saturated and fitted with a piece of
sl Iter paper. A special sealing ring cut from a piece of semi-rigid
plastic was placed on the top surface of the sample. The plastic
ring was about 0,075 inches in width and about 0.02-0.03 inches
In thickness and sl lghtly smaller in diameter than the internal
diameter of the consolidometer ring. The purpose of this ring
was to prevent extrusion of the sample under the influence of the
stresses developed by the lower load increments.
A sheet of filter paper, trimmed to the proper size, was
then placed over the top of the sample. After the filter paper
was placed the top porous stone was placed and centered. The
consol idometer was then completely assembled by installing the
gasket r t ng and reserv for ring. A reservi or of water was then
placed around the top stone.
II
After· the consol idometer was completely assembled and
flooded, a series of loads were applied to the sample by placing
weights directly on the upper porous stone. This series of
weights consisted of 50, 100, 200, 400 and 500 grams. The amount
of volume change caused by each of these loads was measured by
means of an Ames dial having a sensitivity of 0.0001 inches.
Nearly alI of the consolidation of the sample was complete in
less than four hours after the application of each load increment.
After consolIdating the sample under a load of 500 grams
the r·eserv ior ring was rem:>ved. Using a d ia I gage mounted on a
stem, the vertical distance between the upper surface of the ring
and the upper surface of the porous stone v1as measured.
The consolidometer was then reassembled and placed in a
lever type consolidation loading frame. The remainder of the
test was conducted in a standard manner.
12
Chapter V
RESULTS
The results of the dial reading-time observations are
summarized on Figures I OA to I 0. An observation of the curves
plotted in these figures indicates that the consolidation tests
performed can be divided into three groups. The first group
consists of tests on samples that had a sufficient clay content so
that 0 to 100 percent consofidation could be determined readily
by conventional procedures. The second or intermediate group
consists of tests for which only 100 percent consolidation could
be determined by routine methods. F ina II y, a third group can be
established for which neither 0 nor 100 percent consolidation
could be determined by conventional methods. The latter test
results are for mixtures containing low clay content.
The void ratio-log 10 of pressure curves are shown in
Figures 3A thru 3C. These curves relate the amount of void
ratio change per change in pressure. The three sets of curves
in this figure are arranged in the order of the respective groups
that they fit.
In Figure 8, a curve of co~pression index-percent clay is
shown. This curve related the amount of void ratio change per
Incremental change in pr·essure to the change in clay content.
Plots of the slope of secondary consolidation-log 1o of
pressure are shown on Figures IIA thru IIC. These curves
tndicat8 the effect of changing pressure and clay content on the
slope of the secondary portion of consolidation.
13
Curves of the log 10 of time to 100 percent consolidation-log 10
of pressure are shown in Figure· 7. These curves relate the
effect cf clay content and changing pressure on the time required
to achieve 100 percent theoretical consolidation. Because data
for such a curve required that 100 percent consolidation be
defined this figure only includes the clay contents in the first
and second groups.
As the first group considered allows definition of both 0
and 100 percent consolidation these tests may be treated in a
rnor·e conventional manner. Curves of coefficient of permeabi I ity
log10 of pressure are shown in Figure 4. These curves indicate
the ch.::Jnge in permeabi I ity with respect to change in clay content.
A curve of coefficient of consolidation (Cv) -logiO of
pressure is shovm on Figure 5. These curves relate the change
In rate of compression to the applied pressure.
A curve of primary compression ratio-log 10 of pressure is
shown on Figure 9. This curve relates the relative amount of
primary consol !dation to the applied stress and show the change
in amount of primary consolidation with change in clay content.
Curves of time to 20 percent consolidation-log 10 of pressure
are shown on Figure 6. These curves relate the change In time
necessary to achieve the earlier portion of primary consol idatior.
to the change in clay content and pressure.
Grain size distribution curve for the mixture used in this
study are shown on Figure 12.
A table of mixture properties is sh01'l'n on Figure 13.
14
Chapter V!
DISCUSSION OF RESULTS
There are two parts to a consolidation analysis. The first
is a determinntion of t'he arrount of void ratio change under a
given pressure. The second involves the amount of time necessary
for this void ratio change to take place.
The first portion does not involve an elaborate theory. For
an un i d i mens i ona I con so I i dati on test 1 the measurements of samp I e
dimensions and change in height under load wi II provide the
information required. This information is summarized in the form
of a void ratio-log 10 of pressure curve.
The second part involves a time theory iequiring measurements
of the decrease in sample height with respect to time. Some
type of curve fitting is used to determine the time required for
con so I i dati on. In order to apply a curve fitting method, it is
necessary to generate a typ i ca I curve simi I ar to the one iII ustratC;d
in Figure 2. To develop this type curve two conditions must exist.
A sufficient amount of void ratio change must take place under a
given load increment and this void ratio change must takC; place
over a sufficient length of time so thnt it can be measured by
conventional means.
With silt-clay mixtures of the type used for this study no
difficulty was encountered in generating typical curves for clay
contents of fifteen percent or more. Lo'fter clay contents than this
anount lead to difficulty in producing v curve that could be
analyzed by the Terzaghi Theory. At a ten percent clay content the
15
16
!>.. CIS r-l 0
H 0
Ct-1
.......... (J) (J) p. r-f F-i CIS ~ (.) 0 (/)
(J)
to s 0 •rl H E--i ........
G-1 {/) 0 (J)
+> 0
g rl bO
·rl 0 ::8 H
I ~ ~ orl s::
orl (J) 'd s CIS
orl (J)
E-t p:;
r-f c;j
..-i c:l
r. CIS (.)
..-i p.. !>..
E-t
void ratio change was too smal I to define properly a typical curve.
In order to circumvent this difficulty the lead incrernent ratio
was increased to 1.5, Thts modification to the standard loading
procedure, a greater change in void r·atio per load increment, and
yielded a curve for which Terzaghi Theory was applicable, The
problem encountered with this procedure is that, with increasing
load, the total elapsed time for primary consolidation decreases.
This causes the dial reading-log of time curve to be shifted
horizontally to the I eft. This reslll ts in a sma Iter port ion of
the curve occurring in the region where dial readings can be
taken. The log of time at one hundred percent consol idation-log 10
of pressure curve, Figure 7, readily shows the decrease in time
required for primary consol idaiion with increase in pressure.
This time decrease probably is due to the increase in
hydraulic gradient that occurs when the load increment is increased.
The plot of coefficient of permeability of the specimen remains
nearly constant throughout the test, From the void ratio-lou 10
of pressure curves, Figures 3A, 38 and 3C, i1 can be seen that
approximately equal amounts of void change occur under each of
the higher loads.
Applying the above observations to Darcy's Law. O=k i a,
it is immediately apparent that the coefficient of permeabi I ity
and area are constant. When nearly equal quantities of water
are removed from the specimen for each load increment, and if a
shorter period of time is required fer this to occur, it becomes
apparent that a corresponding change in hydraulic gradient must
develop.
17
For clay contents below ten percent neither the magnitude
of void ratio change nor the time elapse for 100% consol !dation
were sufficient for application of the Terzaghi Theory. The
dial reading-log of time curves produced for these tests have
so I ittle curvature that neither zero percent nor one hundred
percent consolidation could be distinguished.
The void ratio-log of pressure curves provide an important
means of comparing the void ratio changes due to various load
applications. These curves are shown on Figures 3A, 38, and 3C.
The two curves for pure silt are very flat indicating that si It
is only slightly compressible.
If it were possible to place the si 11' in the consolidation
ring at somewha1 higher void ratios, steeper curves would have
been obtained. The maximum initial void ratio Is I imited by the
testing procedure used. The disturb3nce that occurs during
trimming is sufficient to reduce appreciably the void ratio and
thus I imit the maximum possible condition. Van Zelst 10 found
that the disturbance of a clay specimen was proportional to the
ratio of the ring area to the sample volume. The disturbance of a
cohesive soil is in the form of remolding only and no volume
change takes place during this process. The disturbance due to
the shearing action of a trimming tool wil I produce a void ratio
change in a loose granular soil, which produces greater disturbances
than Van Zelst found.
The void ratio-log of pressure curve for five percent clay
shows a very small decrease in void ratlv u~ to a pressure of
2 ki lograrns per square centimeter. At greater pressures the
curve become steeper. This: phenomenon is a I so apparent in the
18
two void ratio-log pressure curves for the ten percent clay
mixture. These curves have a shape typical of remolded soils,
however, the total void ratio change is smal I ~nd the slope of
the straight I ine portion, Cc, is very sma II, The void ratio-log
of pressure curves for the ten percent clay content samples are
steeper than the one for five percent clay. This occurs because
a greater total void ratio change takes place for the ten percent
mix-ture.
It is also noticable that +he ~NO void ratio-log of pressure
curves are approximately parallel above the two kilogram per square
centimeter load. This occurs in spite of the fact that test
number eight was conducted using a load increment ratio of 1,5,
For stresses less than two kilograms per square centimeter, the
curve for test number eight is steeper. The difference in slope
between the two curves, even the I ight loads, is not enough
to lead to a conclusion.
The void ratio-log of pressure curve for the fifteen percent
clay mixture indicates rather large changes in void ratio for
stresses in the one eighth to one quarter kilogram per square
centimeter range. The curve then flattens unti I It reaches the
two kilogram per square centimeter region and then beco~es more
steep. At stresses above 2 kg/cm2 the curve assumes the shape
of the curve for a typical cohesive soil having a low plasticity.
The void ratio-log of pressure curves for the two iv;enty
percent clay samples are nearly parallel. The curve for test
number two has a steeper initial portion than the other twenth
percent curve. This might have been caused by extrusion of sample
19
from the ring during t~1e I ighter loads. Test number eight was
conducted using a sealing ring of the type described previously
and no extrus i or1 occurred.
The slope of the void ratio-log pressure curve is defined
as the compression index* Cc. This quantity is indicative of
the amount of compression that "'iII occur when there Is a stress
increase. A plot of average values of Cc- percent clay gives a
straight I ine, This straight line relationship might not be
true for materia Is other thE~n the ones used in this study.
The straight line relationship probably does not exist for
clay contents much greater than twenth f ivc percent. For a one
hGndred percent clay content the Cc value for this clay is several
times the values shmm for the range of clay content~ tested.
The coefficient of consolidation Cv is indicative of the
20
amount of time necessary to reach fifty pE!rcent theoretical (primary)
consolidation. There is an inverse relationship between Cv and the
time to fifty percent consolidation, thus a large Cv indicates
a small amount of time necessary to rench fifty perc€nt con~0l idation.
This curve A plot of Cv-loglp of pressure is shown on Figure 5.
is of the shape shown by Leonards and Ramiah 19 , which is for
tests performed on a "glacial silty clay". The clay Co!'ltent of
this soi 1 is given in tho paper as h1enth percent.
The family of curves in Figure 5, indicate that a decreasing
amount of time is necessary for consolidation to or;cur \\hen tho clay
content is decreased, At low values of pressure all of the curves
are fairly fla-t. As the pressJJre increases the curves for the soils
with lower clay contents begin to turn upward. As the clay
contents are increased the pressure at which the curve turns up
also increases. This indicates that a load exists beyond which
the time to fifty percent consolidation begins to be reduced at
a substantial ra-te. It also indicates that this load is lo·.-~er for
lower percentages of clay.
21
Chapter VII
CONCLUSIONS
The results of this study point to several conclusions,
some of them may be considered rather genera I while others may
apply only to the material used for this study.
The first, and most read i I y obvious cone I us ion is that the
compressibi I ity of sol Is high in si It content is very lm'l. This
is indicated by the relatively flat void ratio-log of pressure
curves generated in this study,
The compressibility of si tty soils, irrespective of structure,
Is directly proportional to clay content. This is another of the
rather obvious conclusions that are substantiated by the void
ratio-log of pressure curves. No statement can be made concerning
the effect of structure on the compressibility of silt soils because
this study was conducted using remolded soil sample which normally
does not exhibit the effects of structure.
It was found in this study that the Terzaghi Theory could
be appl led to soi 1 mixtures \'lith clay contents as low as 15 percent.
With clay contents of less than 15 percent the primary consolidation
occurred over too shor-t of a time i nte rva I to define 0 percent
consolidation.
For a clay content of 10 percent an increase in the load
increment ratio is effective in increasing the amount of time
required for primary consolidation to occur. This is true up to
the point where the incremental increase is so great that a
reduction in the elapsed time occurs.
22
A r·eduction in the number of drainage faces or an increase
in the height of a sample of the pure silt used in this study
does not sufficiently decrease the elapsed time during primary
consolidation to allow the use of the Terzaghi Theory.
The above conclusions apply to the materials used in this
study. They may be aitered somO\'Ihat if a different material
is studied.
23
Chapter V Ill
RECCJ.4MENDAT IONS
I. Conduct a similar study using natural clayey silts of varying
clay contents and equivalent silt sizes to determine the
effect of natural soil structure.
2. Conduct similar studies using different clays and silts to
determine the effect that clay mineralogy has on the behavior
of a clayey silt.
3. Develop a satisfactory method of determining the consistency
I i m its of s i It so i Is.
4. Develop a satisfactory method of placing a si It sol I in a
consol idometer ring in a loose state. This is necessary
to determine the maximum potential compr€ssibi llty of si It
and s II ty so i Is.
24
8 I BL I OGRAPHY IN ORDEF~ OF-- NOTES
I, Terzaghi, Karl, !heoretical Soil Mechanics, J, Wi Icy and Sons Inc., New York, 1943,
2, Skcmpton, !\,\~.,"Significance of Terzaghi's Concep-t of Effective Stress", From Theory to Prc.1ctice in Soi I ~1echa_nic~, J. \~iley and Sons Inc,, ~Jew York, 1960,
3, Terzaghi, Karl and R.B. Peck, Soi I Mechanics in Ennincerinq Practice, J. VIi ley and Sons Inc., t~e.,., York, 19ih1. ..
4, Lambe, T.~v., ~oi I Testing for Engineers, J. \'ii ley and Scns Inc., New York, 19JI,
5, Casagrande, A., Unpublished Notes.
6. Taylor·, 0,\·J., Fundamentals of Soil r~,~chanics, J, \~iley a;:c Sons I nc~--NcwYor'k,-·n·a-a:-------
6. Olson, R., Unpubl ishod Notes.
9, Leon.::Jrds, G.A. and G.K. Rarniah, "Time Effects in the Conso I i dati on of C I ays", ASTI~ Spec. Tech, rub I. 2511.
10. Van Zclst, T,\'J,, "An Investigation of the Factors /dfecting laboratory Canso I i dati on of C I ays", Proceed i n~JS, 2nd International Conf. on Soi I Mechanics and Foundation EngincGring, Vol. VII, Rotterdam, 1948, p. 53.
II. ~J.eans, R.E. and J.V. Purcher, Ph.Y.,sical Properties of Soils, Charles E. Merri II Books Inc., Colunhus, Ohio, I<J(j:,,-
12. \'Ju, T.H., "Soil Hechanics", Allyn and Elacon Inc,, 1966,
13. ~J.ntt1.::ns, A.C., D.T. Davidson, R,L. Handy, C.J. Poy, "Trcffici ab i I i ty of A I askan S i Its", I ov:a Eno i ncer i neJ rx0er i ~·cnt Station, Gull. No. 186, Dec. 195'J,
14, Lindholm, G.E., L.A. Thomas, D.T. Dcvidson, P,L. Handy, C.J. Poy, "Silts Near Bib Delia and Fairbanks'', Iowa Erv:;iPeerinJ Experiment Station, Bull, No, 186, DGc, 1959.
15. Stump, RJ\'h, R.L. Handy, D.T. Davidson, C.J. Roy, L.A. ThoT.oS 1
"Si It Deposits in ~-~atanuska Valley", Iowa Engince:rin:; Experiment Station, Bull. No, 186, Dec, 1959.
16. Schultze, E. and A,G. Kotzias, "Geotechnical Prooerties of LOI'Ier Rhine Silt", Proceedin(,s, 5th lnternc;tional Congress on Soi I t.iechanics and Foundation Enginccrin;,
Pari s, 196 I •
25
17. Bolognesi, A.J.L., and 0, ~retto, "Properties and Behavior of Silty Soi Is Originated from Loess", Proceedings, Fourth International Gonference on Soi I Mechanics and Foundation Engineering, Vol, I, London, 1957.
Zo
VITA
Marvin Louis Byington was born December 10, 1941 in
St. Louis, Missouri. He received his primary education in
St. Louis County, Missouri. He has attended college at Southeast
Missouri State College in Cape Girardeau, ~1issouri; 1•/ashington
University in St. Louis, Missouri; and the University of Missouri
at Rolla in Rolla, ~1issouri. He received a Bachelor of Science
Degree in Civi I Engineering in May, 1965 from the University of
Missouri at Rol Ia.
He has been enrolled in the Graduate School of the
University of Missouri at Rolla since Septc~mber 196:i. From
September 1965 to March 1967 he held a Gredu3te Assistantship in
Civil Engineering.
The author was rna rr I ed in 1960, to the former Ca I ud i a
Gai I Ar·chibald of ~lebster Groves, Missouri.
At the present time, the author is employed by the Layne
Western Company of Kirkwood, Missouri as a Soi Is Engineer.
27
28
TABLE I
Table of Compression Index ·values
Test Percent Compression
Number Clay Index
2 20 o.oso
3 5 0.036
4 10 0,047
5 15 0,053
6 0 0,014
8 10 0.049
10 0
0,010
0 ..-1 -!.)
Cil p:::
.70
.65
.60
~-55 0
::>
.so
.45
i I
(') ! '
\ I -I
!
ll ', i i
\. "'! i I
~ ~I ~ 'L1_ ~
""'' I~! i '"""•
I
0.1
I I
I I
--1'---.. -N ~ ~ f' t-1'-..
""' I
l~·-· ·,.'/
......... !'---
I 1'-
I I
I I
I I
I
I
l l ;
I I ; I I !
I i I ~ i
I I ! l ' I L__
I I
Legend
0 15% Clay Test 5 0 20% Clay Test 2
I I (:, 2o;la Clay Test 8
-( ~~ I ll f'-.. ~ h~ ~ -..............
t--... ~h Lf--_ ,
~I I'-!I ' I I l ~'- r--............ i
--r-I
. I !'"-. I u I !--..·;.. -,~ ,........_
r-.... ! '-..... ["<~ I
~~· ['-.. .........
""::.. !'--...._ ~ I i '-r--...... ~ I I I
~ ['--.._ ~ I
I >: '+" tb I
I I ·~ I
I t ! '
i I I ~ ! l . ' 1.0 10
Pressure, Kilograms per Square Centimeter (Log Scale)
Figure 3A Void Ratio-Log10 of Pressure Curve
, I
T 1- -'-r-
1-1--
--
r-
I
I
t 100
N \0
.75 !
I i! I 1 I I I
! I r +--I I I
i . I •i I I i I
- I ~
i I I I ' :,
.70 ! i T - -L I Lec;end
I A---1 0 1 O% Clay Test 4 ~ lA I A 1076 Clay Test 8
:j
0 ....1 ...._:, ~
0::
.65
'd ...... 0 :> • 60
·55
.50
!
.,._
1----·
L-.-------
0.1
Figure JB
I
I
v I~ [7-.... r-, i-.. I p ~ ~ !'>
I -------
fA"- I
i--.. I ""' f>--~ r-.....___
~ ""- !-< )._ A
< "';::fJ f' ....... -- _l ______ ~
~A I£....> ..:~- .{_, '-' -v
I
i
I I --· ·- -- J l - --
1.0 10
Pressure, Kilograms per Square Centimeter (Log Scale)
Void Rat1o-Log10 of Pressure Curve
r- -J I I ..
I I I I I
I
i I ~r-
I ·i 100
V.l c
0 ...... +> ~ rc •r-l 0
0.7.5
I
~
0.70
0.65
"-:} -
:> 0. 60
0.55
0.50 0.1
Figure JC
I
i
l
!
-
l --r- I
l - i -r--I I l ! I I
I I i_tffi i '
i i , I ! I
-- -·-
I Legend -i-1-
I
I 0 O% Clay Test 6 +- 1-
I 0 O% Clay Test 10 -r-1-
6-.. 6 5% Clay Test 3 -r-f-. I
-t- ·-L I J I : '
i j~ I'--
·=Wi f--
I : I -I , f--·t-- t- -+-}- 1-- -:'1.. I i I :
-~-- lcl,__~. :\-- I I : I ._/
o- ,L, =:: t---.:1 ;:::::--i- t--r--...?-t-1- i I I I . '1 --1-- I
v· t- , ...... \.-..... ~:t-1---::-~ -I I I
I I -= I
i I I
I i I I I I I I I I I
I I j I ! ! I ! !
I I I I ! I
J..O 10 100 Pressure, Kilograms per Square Centimeter (Log Scale)
Void Ratio-LoglO of Pressure Curve
VI
50
'-0 I 0 ..-!
>< 40 C) ()..) tl)
............
Ns 0
~ 30 >:. ~ or! r-1 or! ..0 m ()..)
~ 20 ()..)
I=Y
~ 0
~ s:::: ()..)
oM 10 C) or! ~ (r. ()..)
0 u
0
I i
I I i
I I I I J ,,
-----.,-I I j I
I
I ! I I
! 1 I
'H-l I I -LL-4-I -·_ rt--r I
I 1 t-+ Legend I
-t-
A 1 0':~ Clay Test 9 I I I I 0 15% Clay Test 5
---~ -t-
I I I I I I I I I I I 0 20% Cl2.y Test 2 Q 20% Clay Test t1
~-
I i I I \ ---r----~----+---r-~-+-+-+-+----------+-----~---+---r--+-~,_~t----------+----~r---~--+--r~~-f-
1 \ I I I I I I
I I : I I I I II 1 I I I I I I II I I l I t I f-
1 I t··-r-- -t-t-
I I *~ -H-rL
-t-rr~-I I j___n_
,............-- i ____:[)-.,-_ I ! I LJ /f-~~LLI ___ IJ rh - -,--r~
I cL I ~j~JH4t~! I ~ I J ~- --Ebk.~. -, ~~:v--r i I l
I I
1
0.1 1.0 10 100 Pressure, Kilograms per square centimeter (Log Scale)
Figure 4 Cofficient of Permeability-Log10 of Pressure Curve
v.r N
"' ' 0 ......
500
>< 400 0 (I)
Cll ...........
C\l s 0
:> C) 300 ~ 0
..-! -1-)
m "d ..-! rl 0 200 Cll ~ 0 0
G-. 0
-1-)
§ 100 orl 0
orl G-. G-. <l.l 0
I
r l
~
·-
I ! I I
I ' I i
I I
Legend
~10% Clay Test 9 015% Clay Test 5 0 20% Clay Test 2 ® 20% Clay Test 8
I
J
:1
/ J
1/
I
/ /
[t{ /
/ ! s !1--i--1-
I •i j;
I ij ,,
i ii I ..-. l I 7 iT
!!
I I I I Q I I I 11 I
I :/ J ' I !/
I/ I 'f
i/ Fl i I / I I
Vi I /-r-1/ J I
' ..-v I v / 7
;; cf ~ I ,/ / ~
..-rll" V/ / .~·1' v
r/ /' - v ..--~ _..--
---l:::::.="~~ 0 0 f'~- .. -;: ~--r-.. ,_.
-i';-· _.7,.==
1
0.1
Figure 5
1.0 10 Pressure. Kilograms per Square Centimeter (Log Scale) Coefficient of Consolidation-LoglO of Pressure Curve
I
I ;
I ;
'
I
I
----i ' I
I
I l !
-
·-
1- 1---!
_j
I
100
VI VJ
til Q)
50
~ 40 g oM :8
s:! oM
~
0 30 oM ~ ct. 'd . .-; r--1 0 tJ)
s:! 8 20 '1:1~ 0 N
0 ~
m s 10 oM 8
0
1 11 1 1 1 1 1 1111 1 1 1 1 1 IIITU u 1 · · -rtTF~~ I ' I l I I I I I II I ! I I I : I I I I ' ! ! L-L~
\ . I I I I I I I I I I I ti I I
Leg 2nd \ \ I
\ ! 1 _L 1 ! \ I \I
r---.-~ I \ i \ \1 \ \,;
\ ~ \ i\ \ i b \I \ \ \
1\
I
1\ I
'\I f'...
___Q I"\:: I \ i~l ~ ~
1 I
'cl) "{,_
"' ~s:k 1 fi~tLJ_~r ~
i
I_
0 15% Clay ~ 20% Clay 0 20% Clay
1 r I t I ¥
I I
!I 'j
;: j_
·I ~
'i 'I
Test 5 Test 2 Test 8
r--~T-.- ___. __
I !
' _L
I I i
i I I 1 I I i 1 ~r ' I
I
I
i I I I I I
l
' LJ~--Jh 1-[ I l:t----'t----L __ cb rr-j I I I I 1!1 I I ! ! iii I I ! I -~-~ ' :JJ 7-':':--==:::r--=·'~.3~4-/>-l-: _,., ~ I I : I I I I !li't .. w ' ,I, ·----- ',______ . :,...-, -l--
0.1 1.0 10 100 Pressure, Kilograms per Square Centimeter (Log Scale)
Figure 6 ,-., • .L- 2 or</ c -, i -'J .L- • T :f p (' ~lme ~0 ·~ onso~ ~a~lon-Dog10 0 ressure vUrve
v ..::>
1000
Q)
.-I cJ 0 100
G)
b') 0 .~
~ 0
orl
~ 10 'd or-i rl J [~ , ... ..... 0
0
0 .J-.)
<1>1.0 s oM [-i
Legend
A 10% Clay Test 4· 0 1 O% Clay Test 9 0 15ot, Clay TE:st 5 b. 20% Clay Test 2 0 20% Clay Test 8
....__ ____ .. ____ .. _____ -~.._.-L-.J.--J.......J...
0.1 1.0 10
Pressu:cc, Kilocrams per Square Centi:r:eter Log Scale
Log10 of Time to 100% ConsolidationLog1o of Pressure Curve
Figure 7
3J
40
"' I 0 .-I
~
N a 0
........... M
~ M
0 0
X (])
'E H
s:: 0
..-1 tf.! tf) (])
F-l p. a 0
0
100
80
60 tf) Q.l ;::$ r-1
~ ....
~ 40 ttl H (])
~ <!l ........
20
0
----- -~ -- ----r--- -- T----------1-------- -----,-----1 I I •
-- -- -- -- -" - ___ ,_ -- -~-- - I
I I 1 ! I I
I
I
I i
! i i
-----;------T--
I
·--- -·-·---- ---- -------.----------- _j ·------'
0 5 10
36
---- __ _._ - ---- -. 1
0
I -l I
--I
I
·• ' I
i
i - -·- --,
Figure 8 Clay Content Percent of Dry Veight
0 ..-1 +> m 0::
s:= 0
..-1 t:f.l U} (\)
H p. g 0
0
>.. H CIS s ..-1 H p..,
1.0
.9
.8
.?
.6
-5
r I I T ' J - I I I I I I . I I I • . 1 1 I r 1 1 ; 1 1 1 1 ' 1 I ~ · I il 1 1 I ,1 j 1
1· rr ""' . I I I I i ' I I . I I i I ! >
- I I ' I ' ~-L 1-H . I ; : I I -~ i ' -r--- i I I I I I I I ~- - I I I I ~ I I ~-<l I I I I I-;- I ~~e"". -~ ! '"1: 1--- " I . : I I ~"" "Q
\..') ' ' "' . --~ i I D 11'\d ~ . I '"-.T~~~-1 : 'v< Cl->•· ~ I I I !>- _ ..... y .,.,. ,.. 1.. Q -I • I . I o,cct~, ~ ~--c.v I
1
! . r "· c p ~ O•f m ~ I !/l\ J I I I ......... r---L ' i I I >- o ___ "'oct_, c-_-·~v .:. cs tC:. 1 ,-v 1
1 • '~ : 1 1 " • ., ' a •r cr.-" '· ' -~ i I \ "'- I -o.;_ ;-~ " 2 n c: • ·' • ·_- ,:::.. v .< _ _ ~ /r I -1\ 4~ --.. ~ .. "" cay re;c " +I
/ \ "i ~ T I T:l .._..(_ I . " ' ' . - . 1'\J I -,r I ~ , ' I , ' ,_
L- ' I 1"1 I' ~I I : : ~ 1':: ,... r= I r, -~--. it ......._ • ! ,__-, I ~' -r---'· 1- ' I ' '- ; I ' ,~·-~ ' "- I ~----~, "' y I '1o - -, I
~ "" '\ I ' I I i
- • -------- ' ;, I "-.. " I ~ I T I 7-S j
~ lu~ 1 1 )',_ i
._ I I r:::::: -~ I I -~- -L- . -+ i ~ ':'. i I ~ I + --, i -~-- I !
I I.L ~- . I 0 I I ! ! I I I ' J I ! l
.1 1.0 10 100 Prl':"ss•Jre, Kilograms per Square Centimeter (Log Scale)
Figure 9 Pr~~ary Compression Rat1o-Log10 of Pressure Curve
VI -...J
38
N
0 z
00 t•l
-~ :> ~ ::) u [1-l
. c::::: 0
-...;t I 0 ~
:< II)
(l)
-5 1:::
•,.{ -1:.0 c:
•.-I "0
t1l '-! P:":
....-< <"J ...... A
900
1000
1100
I,. '1:11 ~--~--1. l'i[l1 1j·~- I I i !i.!;J I . I ! ' _l . ' I .
I I I ' ' I I I I ! I I ; ' ' [1 I I I I I I i 1·. ' . _I:'. I I : I i 'I ! I I . : ' ! i I I r-<-~-- I . I
I. I Ill !il ! i I T li mill! -r-r-H-+-Pl-~JJJ I It I I I I it il I !I I I ' ,. I I II. II I' i ,. II I : [ ! i i i ! i :1 I i : :. i l I i ! ' ' l j ! ' I I . ! I ! ! : : I ! ~-LJ-l......L
i [li-f.-L:-- ! I I I i I ! l T I i I I .1 I ! ! I i ! i i ! · i i ! 1 1 1 I 1 II J r 1--r-IJ ~ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 : ' 1 1 i 1
I 1 I U ! _I J I I ! I I I ·t1'-- . I ! I 1 J i I I n I ! I I I . I : I I i I I I I ! 1 t
I l-l-i l ! I\ I I I 1--rlTnl----i'~-l--~LU I! ls-.o- ik.~}~~~~-l-lllL __ L]_ i ! l l i i,
I
--·----! 1500 L I
1200
1300
1400
I I I I ' I i I I I ' ! I I
A-,. I 'I' ' ' . I I I ·- ·~·----, - j ~--
i 1 I
I I I. ! ! 1
\ i i I I ; I I. ! I I l ! I • i : : I i I ; I I I i ' ! : I I I i : :')iII; ' I\ I' I Iii ,/r;Trl'-1'ill !
1 , , 1 ' 1 1·-~--;-.t-:_u_! r , 1 1 1 1 ~ _ 1 1 I I I I I ! I I I I :I I : i I I '
1 ~ 1 ' ! : 1 , : ' 1 : ; 1 1 1 1 1 nT: r- : I I ~- i ; i I I ! I. : I I I I I ! ! I : I i 1 I I' I I I ' I ' I ; 'I i J
l \ ' : uTI__ : 1 1 1 1 I !!i 1 : ; ' : ! : .i _ : 1 : \ ----r : 1 : -~ I 1 i 1 : 1 1 i 1 1 1 1 : : 1 1 ! i ! _/ ; ! 1 ! 1 : ! 1 ! 1 ' ' I ' ' ' I ' I I ' ' ' ' I I I I ' I ! I I I : I i i I i I i I II II : I I I :0 I I I I II I ! I ' I : I. I ' 1 I l _ l , I I , , 1 •
' ; I :I i : ' i I ! I I I i I I : i i i 'I. ' I I I I I I I I I I ! l . I I I - I I I I I '
' ' . I ' 'I ' I I t-t-l~ I I I :_L_ I ! : I I ! I : I ! ' ! · ! : 1 i : ! ! . : _:. ~ r
' 0.1 1.0 lO 100 1000 10, coo'
Time (minutes) Log Scale
FIGURE lOB. DIAL READIXG-LOG10 OF TIME CU3VE TEST N0.2 20,% CLAY '-" '!:
-"'" I 0 .-4
><: Ill (I)
-5 c:
•.-1 '-'.
bl) c:
•.-1 • "'0 !';) Cl.l ~
...-4 t'<S
•.-I ~
I I 1300 1 i i -I
1400
1500
1600
1700
1800
1900
1 1 1 1 ' t "I 1 1 ' ' 1 ''II ' r IJJJJlL : 1 ' 1 1 ' r 1 1 :-rT 1 , ll F w~L[I ! I I IIJ II t. I I f ! I 1-rn- 1 I I !_l _ _1_ll I I_ LJ1 ! ! I I ! II !1]~-[T-IJJJI!- I I lllT!ll ,--_LJ-11 !i1! I j I I i ill
llill- __ r_~JJJJJ ____ I __ l IIIJ1iJ j __ _l l I! lUI ! i ! ! l I! i !Ill I I I Ill~-~- 1--lll iII 32.¢ -k~~~~4lTII I i i J_f! 11
I !
i
1 111' 1 '11 I 111'1111 I 11111111 I l'j!ljil I llliW I I I i I\ II I iii I I I ill I ,I I I j 1!1 I _Lj IIIII
I I
j I I I I ! \II ! I ! ! I
i I ! i I l i ! ! I ! I I
I I I I I I ill i I i l I i i l I l ! I I ! Lll I l _I I II I I I I ll i! I I L_ l I ! Ill I I I I ! ! Ill i l I r-r11 !
I i II II I I I
o I I I 1 I
I j
I I I '! . ! I
I I I Ill ! I I I ! !
I I I ! ' I',. I I ! ! :!
I , I ' ' 'I I I ! I I i I . ; ~ ! I
!.I I Ill I -Tl I !JII i I !.II! II --; i I ! I !I] i
' I I I I I I I I I I ! ! 11_ I ! ! I i I l ! I
J
I I l JJJ J ! I j ! ! Ill I i I ! ! ! II I I ! I ! l_j I
I I : ! !
i I ! ! I ! j j i I i I I I 11
\ I ! I I I ! Ill !_j_J Ill ! \ I I I I : I ! . ! ~ i ; : i ! I
I I' i I ' . I I I I I ' I! I ' I I I I __ ! ! I I l! I! I I I ! - I ill
I I : I i II' I ' ' ' I I' ' : I I 'I I I ! i : j :
I I I I i II i ! I I I i I i I I I I It' I I I • ' I :; I ' I I I I 'I ' . I I ! I I I ' ' I ' :'I
•. 'l: II I l I ,. 111 i I ~' i I I I I: II,. I II I I I lj!lf ! I t ' I I ~ J ! I ! ' - - 1 ' I • • .
I '
0.1 l.O :.o 1.00 1000 10,000
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Time (minutes) Log Scale FIGURE IOK. DIAL READING-LOG10 OF TIME CURVE TEST N0.8 20% CLAY
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Time (minutes) Log Scale
FIGURE !OL. DIAL READING-LOG10 OF TIME CUSVE TEST N0.8 20% CLAY .::.. \!)
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Time (minutes) Log Scale
FIGURE lmA. .DIAL READING-LOG10 OF TIME CURVE TEST N0.9 10% CLAY \J1 0
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Time (minutes) Log Scale FIGURE ION. DIAL READING-LOG10 OF TIME CURVE TEST N0.9 10% CLAY
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Pressu~e, Kilograms per Square Centimeter (Log Scale) Figure 11A Slope of Secondary-Log10 of Pressure Curve
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Grain Size in Millimeters (Log Scale)
F'lgure 12 Grain Size Distribution Curves
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