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Masters Theses Student Theses and Dissertations
1966
The effect of initial moisture content on the swelling The effect of initial moisture content on the swelling
characteristics of Putnam soil characteristics of Putnam soil
William Howell Branum
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THE EFFECT OF INITIAL MOISTURE CONTENT ON THE SWELLING CHARACTERISTICS OF PUTNAM SOIL
BY
WILLIAM HOWELL BRANUM _,I 4'/-1-
A
THESIS
submitted to the faculty of the
UNIVERSITY OF MIS SOUR I AT ROLLA
in partial fulfillment of the requirements for the degree of
MASTER OF SCIENCE IN CIVIL ENGINEERING
Rolla, Missouri
1966
Approved by
--""'q-~~~~-.J: ____ . 7:,--.,~~(advisor)z;foL ~ /kJ
r2aL~
ii
ABSTRACT
The literature on swell and swell pressure in expansive soils was
reviewed. The effect of initial moisture content on the swelling
properties of untreated Putnam silt loam was investigated by performing
free swell and swell pressure tests on specimens with varying initial
moisture contents compacted to a constant dry density. The free swell
tests were conducted by allowing the samples to swell freely under a low
load (the weight of the plunger and the porous stone in the swelling
apparatus) and measuring the volume change that resulted. The swell
pressure tests were performed using two different procedures: (1)
determining the load necessary to prevent swelling, and (2) reconsolidating
the sample after swell had taken place.
It was found that initial moisture content of a compacted expansive
soil is directly related to the swelling characteristics of the soil.
iii
ACKNOWLEDGMENT
The author gratefully acknowledges Dr. Thomas S. Fry, Professor of
Civil Engineering, for his guidance and counseling in the preparation of
this paper.
Appreciation is also extended to Marvin Byington for his assistance
in collecting the laboratory data.
TABLE OF CONTENTS
ABSTRA.CT •••••••••••••••••••••••••••••••••••••••••••••••••••••••••
ACKN OWI.,E OOMENT • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
LIST OF ILLUSTRATIONS ••••••••••••••••••••••••••••••••••••••••••••
LIST OF TABLES •••••••••••••••••••••••••••••••••••••••••••••••••••
I.
II.
III.
IV.
v.
INTRODUCTION •••••••••••••••••••••••••••••••••••••••••••••••
REVIEW OF LITERATlJR.E ••••••••••••••••••••••••••••••••••.••••
MATERIAL, PROCEDURE, AND EQUIPMENT ••
DISCUSSION AND RESULTS •••••••••••••••••••••••••••••••••••••
CONCLUSIONS ••••••••••••••••••••••••••••••••••••••••••••••••
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PAGE
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1
2
11
18
26
APPENDIX A- RESULTS OF SWELL TESTS.............................. 28
BI BLI OORAPIIY • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • 6 7
VITA. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 69
v
LIST OF ILLUSTRATIONS
FIGURE PAGE
1 SILICA TETRA.IIEDRA.L. • • . • . . . • • • • . • • • • • • • • • • • . • . • • • . . . . . • . • 4
2 ALUMINUNA HYDROXIDE OCTAHEDRAL.......................... 4
3 FORM ELEMENT OF MONTMORILLONITE......................... 5
4 ELEMENTARY MONTMORILLONITE.............................. 5
5 MONTMORILLONITE CRYSTAL. • • • . • • . . . . . . . • . . • . . • . . . . • . . . . . . • 6
6 DISPERSED STRUCTURE . • • • • • • • . • . • . . • . • . • • • . • . . . . . . . . . • . • . . • 6
7 FLOCCULATED STRUCTURE . • . • • . • . • • • . • • • • • . . . . • . . . • . . . . • • . . . • 6
8 GRAIN SIZE DISTRIBUTION CURVE •••....•••••••.•••••..••..•• 12
9 SWELL APPA.RA.TUS • • • • • • • . • • . • . . . . . . • . . . . . . • • . • • . . . . • • . . • . • . 16
10 STANDARD PROCTOR DENSITY CURVE •••.••••••.•.•...•.....•••• 29
11 CCI1PACTION CURVES • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 30
12 DIAL READING- LOG10 TIME CURVES .•••••.•....•...•••...••• 32
13 VOID RATIO- LOG10 PRESSURE CURVES .•••••...••••.....••... 55
14 VOLUME CHANGE -INITIAL MOISTURE CONTENT .•..••.•..•.....• 61
15 SWELL PRESSURE- INITIAL MOISTURE CONTENT .•••.•••..•••••• 62
16 FINAL MOISTURE CONTENT - INITIAL MOISTURE CONTENT . . • . . . • • 63
17 DEGREE OF SATURATION- INITIAL MOISTURE CONTENT ••••..•..• 64
18 COEFFICIENT OF COMPRESSIBILITY - INITIAL MOISTURE CONTENT • • • . • . • . • • • • • • • • . • . . . . . • . • • • • • . . . • • . . • . . • . . . • . • . • . 65
19 SWELLING INDEX- INITIAL MOISTURE CONTENT .•.••.••.••.•.•• 66
TABLE
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II
vi
LIST OF TABLES
PAGE
RESULTS OF INITIAL INVESTIGATION OF PUTNAM SOIL. • • • • • • • • 13
RESULTS OF SWELL TESTS • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • 31
I • INTRODUCTION
Expansive soils are encountered at construction sites throughout the
United States. An attempt is usually made to avoid these soils as
construction materials because of the difficulty in predicting the volume
change characteristics; however in many instances due to the immediate
availability or the high cost of transporting other soils to the
construction site, it is impossible or impractical to avoid using these
materials. As a result of the problems associated with expansive soils,
extensive research has been and is presently being conducted in an
attempt to more nearly enable the engineer to predict swelling character
istics. Due to the complexity of the problem, this investigation is not
concerned with developing any new concepts for dealing with expansive
soils; but instead, it is intended to give an insight to further research
in the same area. If the swelling characteristics of a high volume change
soil can be altered by such things as controlling the initial moisture
content, density or compactive effort during construction, the monetary
savings that result would be well worth the research involved.
Putnam silt loam, a type of soil found in northern Missouri,
exhibits the characteristics of an expansive soil. The Missouri Highway
Department(l)*considers it to be one of the poorest soils found in
Missouri for use as sub-base or subgrade material in highway construction.
This investigation is concerned with a study to determine the effect of
the initial moisture _content on the swelling properties of Putnam silt
loam.
wNymbers refer to entries in the Bibliography.
2
II. REVIEW OF LITERATURE
When soil undergoes the process of consolidation, water is forced out
of the voids and the voids are filled with soil particles resulting in a
decrease in volume. The process of swell is the opposite of consolidation
in that water is taken into the soil and forces the particles apart;
consequently, an increase in volume occurs. This swelling decreases the
shearing strength and ultimate bearing capacity of the soil and may cause
problems very similar to differential settlement.(2
)
According to its true definition, swell can occur only in soils that
contain clay minerals. Bulking of sand should not be confused with
swelling even though an increase in volume may occur with moist sand, as
compared to dry sand. This volume change will take place only if moist
sand is loosely reshoveled. The moisture films may prevent the sand
grains from touching each other once the films are formed, but they cannot
force the particles apart during the process of their formation, as is
the case in the swelling clays.( 3) Consequently, swell pressure will not
be developed either.
Swell and swelling pressure can occur as the result of elastic
restitution on removal of a load, adsorption of water on the surface of
soil particles and expansion of the particles due to integration of water
into the particles.<4) The most prevalent of these is adsorption. An
elementary knowledge of clay mineralogy is necessary to understand the
phenomenon of adsorption.
The molecular structures of clay minerals are very complicated.
However, they can be separated into essentially two groups, (1) the
silica tetrahedron (SI02), and (2) the aluminum hydroxide octahedral
(Al(OH)3). A silica tetrahedral consists of a silica atom surrounded by
3
four oxygen atoms arranged at the apexes of equilateral triangles as shown
in Figure 1. The aluminum hydroxide octahedral (also known as Gibbsite)
is formed in the shape of an octahedral crystal in which the aluminum atom
occupies the center of the structure with the oxygen and hydroxyl ions
arranged above and below (Figure 2). If two tetrahedrals and one octahedral
are oriented as shown in Figure 3, the element formed is the three-layer
clay mineral known as montmorillonite (the clay mineral assumed to be
present in Putnam silt loam). Successive sheets of these elements may be
stacked on top of each other as in Figure 4, forming variations of
montmorillonite. In this case, the bonds between sheets are 0 ions
which are weak thus allowing water molecules to enter between the
montmorillonite sheets.(S)
Montmorillonite does not occur as a perfect crystalline structure.
Instead, isomorphic substitution of bivalent magnesium or iron ions for
trivalent aluminum ions takes place (Figure 5) creating a positive charge
deficiency. Because of this unbalance, various cations such as Na+ and
dipolar water molecules are attracted to the surface of the montmorillonite
particles.( 6)
In addition to soil composition, swelling properties are dependent
upon the dry density of the soil, initial moisture content, and availa
bility and properties of water.( 7) One of the most important of these
factors is dry density. This is explained by considering the number of
soil particles within a given volume. The more particles present in a
unit volume, the greater will be the surface area available for adsorption
of water, as a result, the swelling potential will be greater. This
belief is supported by Leonards(S) in his statement," ..• it was found that
swelling in the presence of water, at a specified confining pressure,
Silica
Gibbsite
Building Block Symbol
I
Figure 1 Silica Tetrahedral
\
Building Block Symbol
4
·I ____ ----11
Figure 2 Aluminum Hydroxide Octrahedral
Q Oxygen e Silicon
0 Hydroxyl ·~ Aluminum
Form Element of Montmorillonite.
Figure 3
Elementary Montmorillonite· Sheets Joined to Form Montmorillonite Particle.
Figure 4
s
Good Bond
Very Poor Bond
Montmorillonite
0 Oxygen
e Silicon
<P· Aluminum
c::::J c::::::J t::::f· t::=::::J c:::J 1=:=:1 c::::J. c:::::1
s:::=:::J c:::J t::::::::::z ~ t::::::::J .c=l t::.=l 1==1 t::::::l
Dispersed Structure
Figure 6
Silicon-Oxygen Tetrahedral Sheet
Gibbsite Sheet
Silicon-Oxygen Tetrahedral Sheet
e Ferric or Magnesium ion
0 Hydroxyl
Figure S
Flocculated Structure
·Figure 7
6
7
increases as the amount of compaction increases." The increased
compaction would result in more clay particles occupying the same volume.
Swelling properties are directly related to the amount of water that
can be taken in by the soil. Since only a certain amount of water can be
accepted by the mass, it is evident that swell potential is dependent on
the initial moisture content.( 7) Seed and Chan( 9) support this idea in
their investigations of compacted clays. They state," .•• samples com-
pacted dry of optimum exhibit higher swelling characteristics and swell
to higher water contents than do samples of the same density compacted wet
of optimum." They indicate that this may be due to structure because of
the fact that investigations with compacted clays have revealed that soils
compacted dry of optimum moisture content are likely to have a flocculated
structure (Figure 7) while soils compacted wet of optimum moisture content
tend to have a dispersed structure (Figure 6). Although structure may
play some role in the swelling mechanisms, the initial moisture content
at which the soil is compacted may be more important.
Swell will not occur unless free water is available. Investigations
have shown that the electrolyte concentration of the water may affect the
swelling characteristics depending on the type of ions in the water and
whether or not there are ions already adsorbed on the soil particles. If
the ions present in the water have the ability to replace the ions ad-
sorbed in the soil, the substitution may appreciably alter the expansive
properties of the soil. An example of this would be the substitution of
Ca++ ions in the water for the Na+ ions adsorbed on the soil particles
11. . 1 (10)
resulting in a decrease in swe 1ng potent1a •
Finn and Strom(ll) list two other factors for consideration; (1) the
void ratio and (2) the degree of saturation. The swelling characteristics
8
of a soil are effected by these two variables because they are a function
of the initial moisture content and compaction energy .
. (12) . . Terzagh1 expressed h~s "mechan~cal concept of swelling" in the
statement, " .•• the flow of water into or out of a soil is exclusively due
to the existence of a hydraulic gradient with a purely mechanical origin."
It is believed when a soil takes in water, causing swell, the water in the
soil is in a state of tension. This tensile stress would explain
Terzaghi's idea of the hydraulic gradient.
Another approach to the idea of swell is the energy concept.(lJ)
According to this theory, it would be best to place the soil in a state of
equilibrium, in other words, the soil would be in its preferred structure
and the demand for water would be satisfied. Soils not placed in a state
of equilibrium would have a tendency to reach this condition resulting in
a volume change. According to the ideas expressed by this concept,
swelling characteristics could be controlled by regulating the density
and moisture content during placement.
The use of some engineering properties to aid in the recognition of
swelling clays and the prediction of their swelling potential has been
investigated by Holtz and Gibbs.< 14) They found that it was possible to
get an indication of the swelling potential of a soil if the colloid con-
tent and the results of Atterberg limit tests were known. The colloid
content is an indication of the amount of surface area of the particles
present in the soil, and since the colloidal particles contribute more to
expansion than any other material in the soil, it follows that the higher
the percentage of colloids present, the greater will be the swelling
potential. The plasticity index is defined as the range of values for
moisture content during which a soil remains in a plastic state. In view
9
of the fact that moisture occupies space in the soil mass, a change in
moisture content would result in a change in volume of the mass;
consequently, since the plasticity index defines a range of moisture
contents, it would be indicative of the volume change characteristics of
the soil. The shrinkage limit is defined as the moisture content at which
a soil mass occupies its minimum volume. This would be a valuable tool
when used in conjunction with the two ideas listed previously since a low
shrinkage limit would indicate that a soil could begin changing volume at
a low moisture content.
Holtz and Gibbs(l4) performed laboratory investigations of swell very
similar to those performed by the author with the exception of measuring
swell pressure in the consolidometer. They found that it was possible to
predict the swelling potential of a soil foundation by duplicating in the
laboratory, as closely as possible, the field conditions of in place
density, moisture content, and load to be applied by the structure and
then performing swell tests on those samples.
The Atterberg Limits were investigated as an instrument for predicting
. . (15) swell1ng potent1al by Seed, Woodward, and Lundgren. They found that
swelling potential could be predicted within limits of ± 33 per cent by
using the plasticity index. The explanation of the relationship of
swelling characteristics of a soil to the plasticity index of the soil has
been discussed previously in this chapter.
Ranganatham and Satymarayana(l6) conducted studies following the same
concept of using the Atterberg Limits for predicting swelling properties;
however, they were dissatisfied with the plasticity index and investigated
the idea of using the shrinkage ratio as a substitute. By definition,
no volume change occurs below the shrinkage limit and the soil is in a
viscous liquid state above the liquid limit; therefore, it would be safe to
make the assumption that the greater the numerical difference between the
liquid limit and the shrinkage limit (shrinkage ratio), the greater would
be the swell potential. By using the shrinkage ratio, Ranganatham and
Satymarayana were able to predict the swelling characteristics within a
range of± 34 per cent.
In this chapter, an attempt was made to give an insight to some of
the problems that are associated with expansive soils by reviewing the
literature that was written by leading authors in this field. It can be
observed that there are many problems in this area. This literature was
instrumental in the decision to research the topic of the effect of the
initial moisture content on the swelling characteristics of Putnam silt
loam.
10
III. MATERIAL, PROCEDURE, AND EQUIPMENT
Material
The material used in this investigation was untreated Putnam silt
loam as found in northern and north central Missouri. It was chosen
because of its high volume change characteristics, because it covers a
large area in Missouri, and because it has a record of poor engineering
behavior.
11
The results of a grain size analysis performed on the soil are shown
in Figure 8. A four per cent solution of sodium hexametaphosphate
(commercial Calgon) was used to disperse the soil for the hydrometer
analysis. In a dry state, there were lumps of soil retained on the number
ten sieve, but after crushing and wetting, all of the material was finer
than the number ten sieve.
An X-ray analysis was performed on the soil by Dr. Norbert 0.
Schmidt in the soils laboratory at the University of Illinois. The
results of this test indicated that the clay minerals were predominantly
montmorillonite with a trace of illite and kaolinite.
Because the Atterberg Limit tests are used frequently to determine
the swelling potential of a soil; these tests were performed. Holtz and
Gibbs,< 14) in their investigations with swelling clays, have compiled a
table by which a prediction of swelling characteristics of a particular
soil can be made if the plasticity index, colloid content, and shrinkage
limit are known. The results of the Atterberg Limits tests, when compared
to the values in the table, indicate that Putnam soil has medium to high
swelling potential.
The results of the preliminary tests performed are summarized in
Table I.
tiD c:: .... Ul Ul qS p..
.u c:: Q)
C,.)
.... Q) p..
100 II - - ; . -~ I . ' Tl j ! I f"':'~ ·--1~ ·-- -···l· -- --+~--:- I -,---~ --- --+-+---·· __J I I I : I ' I I I II
80
60
40
~ -~-----------~~·----1----·r--'~ .' : --~-· :"_l ___ i· ,,:~:~~·
:J; • l~:: ~ :: :::' ·'~T; :I :; j -- '~{ T I .:: :'+: :'H ~I ,,
~----··n--4---+--- ----~~··~~;:·ill~.--·~.·-~·~~-----~ -~-~-1+H ~ :~~ :_:_:: ::: :: : ' ((lf i : := ' ·~ ~~ ) , • -1~~. :I' 1~-~------j-----!~ . ::-~~ ·-·- -··- ··- ... ·---:---- .-- ---t I I I I . : I ' ' i ..... ·- -' . ' -------t-;--,--+--4+--H-+--t~l--+-+--+-r+-----+----+ ····~·-··.·ti=··--:.;...:. ... .l.:t1.·i. ____ !
1
II·~! i ·-·- •1 .~ • 1: ;;•I ~}i •. !' r. !l' .. ·.;[ll/ 1 rill ~II ·!1 11 ·' 1ill 11 ll ,!i •••• ··-~ ·~- .• ' '· ' i, ·. -~~-- . : -~ ' 1 I ' i, I i i l I i '" i • -I-- ', ! : I I : I I I ! I I I ' I ; I
+--++----++-++-++-----++--++__,____:-_++----t-+:::: . :-__ · I:~ r =: =:· -: 11: i 1 .. 11 111 1 1 1 1. ' I :'\.! _ :~ 1 1' 1 ,, • 1!1 1111 i 1 ' I ' • . . 'i I : I ' I ' I I I 11 ! i : i I l I i J'.. • I I i ' ' ' I '
_ _l l : : ! T ----.-~---- -- ---~-E-.·.~~----f _____ :r--~· ~ ~:-~. ' I
~ _: ll II : \ . ' . ~= := ----- i-= ::~- :]1 . :, i -l----1, :--h-l·,---+--:-H~+++--+-+-+--+-i I l I ' I I I I I ~~~~----1-+_;_;_---.-+-+-~-r---l
.. ~~····::.jJ?1=~·1:~~ .. ·, 'tl:=~~-·,· ·::, w . ;tt~=+Y:::l·- ·•- ----·-l=-H=+· .. ~-t; 1 II 1 --1=--~:~~m~~ ----+------!---1---t++---+--+-+
. ~_j~~ =· i : -~·-·· -· ~~i ~~t--1-· -·- 1 1 J : I I I I ~:=·=·-~--·1-~· -~--·1·: -_- ---= _____ . ' I : ~~- t -~ :_ ; : ·::: :::: ~:: :~· , ·. , • -:~ .. :::: :~ . i 1:. i_ i i .: . j ·~ =:~ . -- .. · : 1- :~:- ·=: ~~ -- ~----+~---:'"'1 _,_.1..,!-r!'"~~;;:-f."'ri:----1.- ·-- .... -··· ··-· ·-·- --- -··· ..... -··-,---- . . ' ·- ·-· --- -,-.· -----+-+--'---++--1----4---r--<-+---~ 1 ' . , , • 1 1 ill I I I I · , , ';
I i---+
I
j
j : q-~- ::: ·::: :::: ~~~~ ~: :: .. ~~: :~ =--- ____ ; 1 i:: I I j-1 W~ 1 ' tl' ~ ~· I[ '
11
! 'II : ~~- : . " :::: :::: :II := =: :: ~= .,...i _.....I hTT!i--i-i 1>--+-i -+--+----'-+-+-----+-+----+--~
I ·, ' I ! i I I
. illlh±±l. :_ ~ , c -·-·j·!"- ···· -- · -···j ~ ; : :; : :1 : i 1 1 I · - ~ - -~ ttj:::-_p:jn:;c:tt;.,~ ~ • ~±f±i:J i , - = 10 ~: .• i: .J4l:,_ H!: ! · · •••• .~. :: •··• = +•i=r:::t:=e::1 ':t: .. 1
20~~~~~~~~~~~~~--~~~~~~~~~~-r I
0.1 0.01 0.001
Grain Size (millimeters)
Figure 8. GRAIN SIZE DISTRIBUTION CURVE
1-' N
TABLE I
Results of Initial Investigation of Putnam Soil
CHARACTERISTIC
Specific Gravity
Liquid Limit
Plastic Limit
Plasticity Index
Shrinkage Limit
X-Ray Analysis
Unified Classification
BoP.R. Classification
F.AoA. Classification
VALUE
2.70
58%
28.4%
29.6
12%
Montmorillonite (Primarily)
CH
A-7-6
E-8
13
14
Procedure and Equipment
The soil was pulverized so that the largest size fraction would pass
the number ten sieve. The crushed material was allowed to air dry for a
minimum period of three days at which time the hyd~oscopic moisture con
tent was determined. Varying amounts of water were mixed with four pound
samples of soil in a Lancaster mixer in preparation for compaction tests
used to determine the optimum moisture content and maxi~um dry density.
This was accomplished by using the standard Procto~ test procedures in
which the soil and water mixture was compacted in a four inch Proctor
mold with the motorized Hogentogler tamping device. The hammer weighed
5.5 pounds and was allowed to drop from a height of twelve inches. An
attempt was made to place the soil in the mold in three equal lifts
tamping each lift with 25 blows of the hammer. The portion of soil
protruding out of the mold was kept below a ma~imum of 0.25 inches.
Samples were discarded if the protruding soil exceeded this li~itation.
The value of maximum dry density was found to be 91.5 pounds per cubic
foot at a moisture content of 21.5 per cent. An attempt was made to use
this value of maximum dry density as a constant fo~ all the swelling tests
performed by allowing a variation of not more than+ 0.5 pounds p~r cubic
foot. Whenever a compacted sample had a dry density that varied by more
than+ 0.5 pounds per cubic foot from the ma~i~um dry density, th~
sample was discarded and another sample was prepared. This procequre was
repeated until the dry density for each moistur~ content was within the
prescribed limits.
To determine the compactive effort required to obtain ma~imu~ d~y
density at any moisture content, a systematic p~ocedure ~as followed to
determine the values of dry density for different compactive e{fo~ts at a
15
given moisture content. This was accomplished by compacting the soil in
three equal layers tamping each layer with 25, 30, and 35 blows per layer
at the same moisture content. This process was repeated for moisture
contents of approximately 18, 19, 20, 21, 23, and 24 per cent so that a
family of curves could be plotted. From this family of curves, it was then
possible to select the number of blows per layer required to give maximum
density at a predetermined moisture content.
Free swell tests were performed on each specimen by trimming a sample
into a swell apparatus as shown in Figure 9 and supplying water to the
sample. The samples were allowed to swell under a load of 0.2 pounds per
square inch (the weight of the plunger and porous stone) until no notice
able change occurred over a twenty-four hour period. The total elapsed
time for this to occur varied from four to seven days; however, in most
instances, no further swell took place after four days.
Swelling pressure was measured by determining the load required to
prevent swelling and reconsolidating the sample after free swell had taken
place.
The normally accepted method of applying enough load to keep the
sample from swelling was accomplished in a Farnell unconfined compression
machine. The samples were compacted in the Proctor molds to maximum dry
density at varying moisture contents, trimmed into the swelling apparatus
and placed in the unconfined compression machine so that the loading head
was just in contact with the plunger in the swelling apparatus. Water
was then supplied to the sample and the swelling pressure was exerted
against the loading head of the Farnell machine. The loading head was
attached to a calibrated proving ring so that the load could be read
directly off the dial gauge and swelling pressure computed. The samples
Cap--
Porous Stone
Soil Sample
f\\\\"j WI &I
16
~--Plunger
I I I I I I I I I
____ J L_:__ Swell Ring
Figure 9 Swell Apparatus
Sleeve
"--Plastic Tube
Base
left in the machine until no change in load was recorded over a twenty
four hour period, as in the free swell tests. The total elapsed time
required for this was relatively close to the time required for the free
swell tests.
The second method of determining swell pressure was accomplished by
consolidating the samples after they had been allowed to swell freely.
17
The samples were prepared in the same manner as those in the first swell
pressure test. However, after the samples were trimmed into the swelling
apparatus, the void ratio was computed and they were allowed to swell in
the same manner as the free swell tests. After swelling had stopped, the
apparatus was placed into the Fairbanks loading frame and consolidated to
the point where the void ratio was less than the original void ratio of
the sample. For the sake of uniformity, all consolidation tests were
ended after the application of the 8 tons per square foot load. The
swelling pressure was then determined by selecting the pressure that would
be required to produce a void ratio equal to the initial void ratio. This
value was found from the void ratio - log10 pressure curve (Figure 13) .
18
IV. DISCUSSION AND RESULTS
The compaction curves discussed in Chapter III that were used to
determine the compactive effort required to obtain maximum dry density
at varying moisture contents are shown in Figure 11. As can be ob
served, the curves are somewhat irregular in shape. This is probably
due to the slight variations in moisture content. Because the procedure
was very time consuming, the tests were not repeated if the moisture
content did not vary more than± 0.5 per cent from the moisture content
attempted; therefore, the curve for each moisture content is only an
approximation. However, these curves were quite useful in determining
the compactive efforts required for the preparation of the swell test
samples.
The results of the swell tests performed are presented graphically
in Figures 14-19 and in tabulated form in Table II.
From Figure 14 it can be observed that as the initial moisture
content of the compacted soil increases there is a general decrease in
the percentage of volume change that occurs. This was discussed in
Chapter II; however, a more thorough explanation of this trend can be
made on the basis of two somewhat related concepts, (1) the surface
energy of the soil and (2) the engineering properties of the soil.
According to the surface energy concept, the soil particles in a
given volume have a deficiency of positive charges. A definite number
of cations or water molecules is required before this charge can be
satisfied. Assuming that the water used in this investigation was free
of cations and that the water molecules alone satisfied the charge
deficiency, there would be a restricted quantity of water necessary to
reach internal equilibrium within the sample. An attempt was made to
19
keep the dry density of the soil as nearly constant as possible and even
though some slight variations did occur, it is believed that they are
insignificant insofar as this discussion is concerned. It is assumed
that the same number of soil particles would be present in a unit
volume of soil if the dry density is a constant. If these assumptions
are made, the same total volume of water would be necessary to satisfy
the positive charge deficiency in each sample tested; therefore, if
each sample had been compacted completely dry or with the same initial
moisture content, all of them would have had the same percentage of
volume change after addition of water. But, this was not the case in
this investigation. Since every sample was compacted at a different
initial moisture content, each sample had a different requirement for
water to reach internal equilibrium. As this initial moisture content
increased, the amount of additional water required to reach equilibrium
decreased. This resulted in the occurrence of less volume change with
increasing initial moisture content.
The problem can be approached using the idea of engineering
properties in much the same manner as discussed above. The Atterberg
Limits have been cited previously as being good indicators of the
swelling potential of a soil. It was stated that between the shrinkage
limit (minimum volume) and the liquid limit (viscous liquid) most of
the volume change occurs. According to this statement, a definite
amount of water is required to increase the moisture content from the
shrinkage limit to the liquid limit during which time swelling of the
soil mass would occur. Theoretically when the moisture content is near
the shrinkage limit the soil would have its greatest potential for
swelling. It follows then, that if the initial moisture content were
above the shrinkage limit, the soil would have less potential for
swelling and would possibly exhibit less volume change. However, it
should not be overlooked that some of the water present in the mass
will occupy void spaces and will not cause appreciable volume change.
A more detailed explanation of the preceding statement is necessary to
clarify the relationship of volume change to the amount of water
entering the soil during expansion. The change in volume that occurs
20
in an expanding soil is not necessarily equal to the volume of water
that penetrates the sample. If voids are present in the compacted soil,
some of the water that enters the sample will fill the voids and no
change in the overall mass will result. Only when the soil particles
start to adsorb moisture will the sample exhibit swelling character
istics. Figure 16 is a graphical representation of the relationship
between the calculated final moisture content (the moisture content at
the end of expansion) and the initial moisture content. It can be
concluded that this computed moisture content is independent of the
initial moisture content except in an indirect manner. The initial
moisture content governs the dry density of a soil when compacted at a
standard compactive effort and in this respect only does it have an
effect on the final moisture content. The results of the swell tests
indicate that the calculated final moisture content varied only slightly
from test to test. This is explained by considering the change in
void ratio. As stated previously, volume change occurs when water is
adsorbed onto the surface of the soil particles. Therefore, the change
in void ratio is caused almost entirely by this adsorption and because
it has been assumed that the number of soil particles in each sample is
a constant, all of the samples should attain the same moisture content
after swelling has occurred.
From Figure 15 it is evident that an increase in the initial
moisture content results in a considerable decrease in the swelling
pressure that develops. Therefore, it appears that the greater the
volume change that would occur in an unconfined unit volume of soil,
the greater would be the swelling pressure if that soil were prevented
from expanding.
21
There is a difference in the results of the two methods used to
determine swelling pressure. Essentially, the values of swelling
pressure determined from the results obtained from the Farnell un
confined compression machine are lower than those obtained from the
consolidation tests. This can be explained by considering the physical
aspects of the two tests. In the consolidation test, water is forced
out of the soil resulting in a volume decrease. In the Farnell machine,
water is adsorbed by the soil particles but a volume increase is pre
vented because the loading head keeps just enough load on the sample to
prevent expansion. A factor that should be considered in this
discussion is the change in void ratio of the soil. When the soil is
allowed to swell (before it is placed in the consolidation loading
frame) the particles are forced apart thereby reducing the density and
increasing the void ratio. As a result, not only is the amount of water
required to fill the void spaces satisfied but also internal equilibrium
of the soil mass is reached.
In the Farnell machine the sample has access to free water;
however, the sample does not change volume. The results are an increase
in the degree of saturation and no change in the void ratio and dry
density. Because the void ratio remains constant only the water re
quired to fill the voids can enter the sample. It is doubtful that
internal equilibrium of the mass is reached. As a result the sample
does not reach the same moisture content that it would if allowed to
swell freely.
Some points that are evident in the results of the consolidation
tests are discussed below.
22
It can be observed from Figures 12 and 13 that a change in initial
moisture content and the variations of compactive effort required for
maximum dry density cause considerable differences in the consolidation
characteristics. Beginning with Figure 12a, the dial reading - log10
time curves have the appearance of undisturbed preconsolidated samples
for low loads {up to and including 1/2 ton per square foot). The curves
for the loads are almost flat (an indication of preconsolidation) up to
the curve for the 1/2 ton per square foot loading but the curve for 1
ton per square foot loading increases in slope indicating a possible
structure breakdown at a preconsolidation load of less than 1 ton per
square foot. It would seem reasonable to assume that the preconsoli
dation is a result of the compaction energy delivered to the soil during
preparation for testing. Although the compactive effort was varied to
obtain maximum dry density at different initial moisture contents, the
preconsolidation load on all samples appears to be about 1 ton per
square foot. Apparently as the initial moisture content varied, the
amount of compaction energy absorbed by the pore water pressure also
varied so that the preconsolidation load remained nearly constant.
The degree of saturation of each sample should be considered in
this analysis. It can be observed from Figure 17 that in all cases
the initial degree of saturation was less than 80 per cent. The
sample should be at or near complete saturation before one of the basic
assumptions made by Terzaghi in his theory of consolidation is
satisfied. In case the sample is not saturated consolidation is quite
rapid because of compression of the gasses and deformation and
rearrangement of soil particles. This is another possible explanation
for the flat dial reading - log10
time curves discussed above. It
should be noted that in Figure 17, the curve of degree of saturation-
initial moisture content approaches a straight line with a positive
slope. This is to be expected because as the amount of water in the
soil increases the degree of saturation increases, all other factors
remaining constant.
In Figure 18, the coefficient of compressibility, C , generally c
decreases as the initial moisture content increases. A constant value
of C was expected for all tests because the dry density for each c
sample was nearly a constant. The trend established in Figure 18 may
be explained by considering the variation in initial degree of
saturation. As the initial moisture content increased in each sample,
the degree of saturation was also increased; as a result, the wetter
samples more closely conformed to the assumptions made by Terzaghi
that the samples are saturated at the beginning of the consolidation
test.
From Figure 13a, it can be observed that the void ratio - log10
23
pressure curve is similar to the ideal curve for an undisturbed sample.
As the initial moisture content increases, it appears from Figures 13b
to 13f that the curves approach the ideal curve for a remolded
sample. Since all samples were remolded such a trend was not expected.
It appears that at lower initial moisture contents the soil is in an
energy state like that of a flocculated structure while those samples
at higher initial moisture contents tend to approach the dispersed
24
structure. This would be supporting evidence for the statement made by
Seed and Chan(ll) that samples compacted dry of optimum tend to have a
flocculated structure while those compacted wet of optimum tend to have
a dispersed structure. This may also explain the reason for the de-
crease inC with an increase in initial moisture content. c
Again, by observing the void ratio - log10
pressure curves, close
attention should be directed to the values of the swelling indices (C ) . s
These values are remarkably constant. In Figure 13d, the loading cycle
was interrupted after the load of 4 tons per square foot had been
applied and consolidation allowed to take place. The sample was
decompressed and then recompressed to 8 tons per square foot. It can
be noted that the slope of the decompression curve (the swelling index,
C ) is approximately equal to the swelling index of the second s
decompression curve; also, it is nearly equal to the vaiues of C for s
the other test samples. This was quite disturbing at first because it
would indicate that regardless of the dry density and the load applied
to the sample, the rate of swelling would be a constant and also the
volume change that results at a particular initial moisture content
would be almost completely independent of the dry density. This
concept would tend to disprove the theory which states that the greater
the number of clay particles present in a given volume at a constant
moisture content, the greater will be the volume change. It has been
concluded that the theory involving the relationship of volume of
solids to volume change characteristics does hold and that the trend
that has been established in this testing program is due to the change
in degree of saturation. If this is true, the effect of the degree of
saturation prevails over the effect of dry density and tends to be more
25
critical than dry density. By considering this aspect, it would appear
that by compacting expansive clay to some greater compactive effort
regardless of the moisture content (within reasonable limits) it would
be possible to keep the swelling characteristics constant even though
the density is increased. Assuming this is true, increased strength
and increased ultimate bearing capacity is obtained without increasing
the swelling properties. This concept could be a very important
consideration when working with expansive soils.
The graphical representations of the results of the swell tests
show some irregularities. This is probably due to the variation
allowed in dry density of± 0.5 pounds per cubic foot. Also the small
size of the equipment used may have had some effect. Slight
disturbance of the free swell samples could result in an error of two
or three dial readings which would cause an error of approximately four
per cent or more in the final results.
Even though it was nearly impossible to compact each sample at
exactly the maximum dry density at the several initial moisture
contents attempted, it is evident from the test results that the
initial moisture content, void ratio and degree of saturation are
critical factors to consider when dealing with expansive soils as
construction materials.
V. CONCLUSIONS
The object of this study was to determine the effect of initial
moisture content on the swelling characteristics of untreated Putnam
silt loam. After reviewing the available literature on the subject
and analyzing the test results, the conclusions discussed below can
be made.
Swelling pressure and volume change characteristics of Putnam
soil are directly related to the initial moisture content. As the
initial moisture content increases the per cent volume change and the
amount of swelling pressure that will develop decreases.
A soil sample at a given dry density has a definite potential for
swelling. There is a definite volume of water that can be adsorbed
when the soil is wetted at the shrinkage limit. This volume of water
is not necessarily equal to the change in volume of the sample but is
dependent on the void ratio and the degree of saturation.
26
The results of the two methods employed for measuring swelling
pressure follow the same trend; however, the consolidation method tends
to give a more conservative answer from an engineering viewpoint than
does the method using the Farnell machine. The method employed in
practice would be dependent on the actual conditions that exist at a
construction site.
It can be concluded that the swelling properties of an expansive
clay can be altered by controlling the initial moisture content, dry
density, and degree of saturation. The degree of saturation may be
more critical than either the dry density or the initial moisture
content.
It appears that Putnam silt loam is in a flocculated state at low
moisture contents and approaches a dispersed structure with increasing
moisture contents.
27
APPENDIX A
RESULTS OF SWELL TESTS
28
,..... M
.u ~ .......__ ctl .0 ~ ._, ~ .u ~ ctl c:: ~ ~
~
92
91
90
89
88
III~Ii~'"fllli_ I_-';_-_ ::_~=1:-~::j~~::i-=~ .... L ........... - ~-·· --- --· ---- -·-· ··-· --·- -·-- -·-· -·-· ··-· --·· ··--- ...... -·-·-·····J~---1--"-·-~---
::: ':~:- ::~1<m~ :::: ~: :::: =: ::: :::: :: : :::: .::: :·: : ::. :: ::: :.r-'il ::::j:::: :::.: ~:::- =~: .:::::. ::::.: :::: ::::: -:=:-: :::: :::: ~=::\:::: :_~::-=::: ::::: ::== =:~: :=:: :~:::j:=~: :·~: ~:~
': c ~t-~ :_~ -=~ =; :~ ~- -_ -·,, c. i: u:m ·•••·· m} ]· ~~~- ~- ;:, = ·- -~ ~~= ~~~- =. =. ·--~1 < ::~--. H.- =~-...... ·~,.,.k•-••·•=~·,m·;;·;=~~·~···m• ;.~ ;;: ~;p: :; .~ ·• •A= ~~ -~: :;:: ;;:• ;":~ ~~ .. i- .• \1~: ~.- .--~· ; : •:: .= .. : :::: c.-.: :: j:::: .::c . "· c..--:c: .• :- :::: :c.:: :-::. :c=: :::: "C: . :: ••:• ::~-. '-"• :=-"> ;:_;_: ·_:.:: :.::: ::_:__: ___ : _:-:: =~== -...: .. ~=- :.::=-.-: :_:_:_ -~-==·: :-:::::- .:-·::: ~=~~ :::~ :_:~ -=.2.:·.:..··: .... ~-~- :_:_: .. -___:_ '
r- ---· ---.
t•" ··-· ,_.-. ---. ; --~ ~ ... -
~:~ ~~~
j:::: 1::::
-··· ! ....
----~- --·v ·1 -----1·----1--- · -~ ····1· ·- ·1 · · ··1···- ·1····1 ···· ·t ·- · -~--· ·1 ·x·1··- ·t· ·- -~--- j ·---~-~ ------- ------- --· ~--- ..,_~ .... - ----- ----- ----- ......... ----- -~- ...... __ ---· ------ ... ---- --~- ·--~- ........ ---------- ---- --· ---- -----· ---- ..... ---- -·--· ......... ----- ~ ....... ~--- ···- ... -~-- ---- .... -._ ....... _.. --~~-- .. ---- ··•·· ·--- ·---~ --·· ..... ··•· ·--- ·-- .. - .. -~ _,. ....... ~~--- -------- ·_: · __:_~- ... - --:r-:_:: :-:...- -:~~~-i~-!":
~ = = = v; = =~ ~~:G__=:i: ___ i:=-.=t-:3~=-==~ t::=~?=-=~i~~~~-~::~~r::::t:~:::l~=: :~~:~i=~~t-===t~:::±::f1: . . . . . -.. -t- ~-=--=i::.:.:t-:-·---i---t-..,~--P--.-=1·~- t·; :.:: t --. -i -~ +- t--- -i: --. t :_- --t- --- t----. ·1-.- ·1--., ·1--.- .. ---1---.--·: ll- · ·-1 ··· · ~ --~.:-:---=-t:..r.:-_.1 .. _--· :t:- · · ~ · · · · ~-- · ·1·- --1 . - · t- · --1--- ·t·-. ·_1·-- ·j· -·- ~ -. - -·j·-- ·1· --_ -1·.-- j·- -:/:1 ::~: =-=-=t=-t=~:1t=:~~~ :::1:1.::.?~1~:-:.:1 ::::l ::::1.::::1: ::.:1-:::::f: <1:.:::t==-::1::-i:~i:::i::-=.::. -· ·¥- ·{ ----·i-~--#~--m-~--1---~----·t.·· · ·i····· ·1··· ·1· · ··t··-·i--··1·~-t-- -~-- -1--. ·1····1··-1·---I-:~~- :.:: .:.::: :::: ~ ... - -:::::::.: :!.:: .. ~.:: ~:.~--- ::·:..: =~·:·: ::·:: ::.;.: :.·:_: ~--=-= .:.:.:: :::.: ·:.:..:: :.::.: ~::.-: -·~.:: ;=r_;.
... . ...... ---- ~-- --- --..--· -:··· ~-· .... ---- .... -·-· ·---~---· .... ····- .... -···· ·-·· ·-- ··-- ,,.......
IIIII tl ~II II~ I~~- !11~11 ~~~-~ ~~~ i~~~ ~=~ ~~ ~~= =~~ ~~~ :=:: .~~~~- ~~~~ ~~~ ~~~-~ ~~~: ~.~~~ ~~~: :~~~ ~~~j ~~~_: :.:-; t=r~ =:=:= ?~~~ ;::
!•: c:;···c··_·:·lr:~·r:·:· c1:, :· ~·····:::·s··: ~·~j-· y~:?;:-\~?" 1:::: :::: :::: :::: =:::: === ::::: ~=: -~~ :t: :::: :::: ::~-:: :::: ::~-: :::: ::::: :::: ~~=:: ::-::: ~== .:::: :::~ 3 ...... ·~-- -·-: ........... ·-·· ----- ........ _ ~----- -· ____ .,._ .......... ~ .......... _ ~ ... ~- ___ ... ---- ........ ---- -......... -·-· .... __ , ........ ·--··· ---- ---
\E~~ ~i~: ~~-= ~i~ ~-=: ~. ::::i g:: :~~ ~~~ :=~~ ~~ ~=:- -~~~ ~~== ·~~~ ~~~+~~= ~~-~~ ~~ ~~~~r~: ~~~~ ~~~ 19 20 21 22 23 24
Moisture Content (%)
Figure 10 Standard Proctor Density Curve
N \.0
96 -
95 -
94 -
~ M 93 .1-J
4-4 ........... .
tf.)
.0 92 ~ ~
:>... .1-J •r-l 91 tf.)
t:: <l) t=l
:>... 90 H t=l
89
88
87
86
'
Moistute Content
~ 18 % 19 %
0 . 20 % 21.5% 23 .%
0 24%
te+i=+ -~
q:: r·
r
1-l- t-!J ! . l-
t i- t-H ± -
T :+ ··t
'I.;+J: . ~-1i=tl ;- +
I
25 30 35
Compactive Effort (B l ows/Layer )
Figure 11 COMPACTION CURVES
30
TABLE II
RESULTS OF SWELL TESTS
Swelling Pressure Swelling Pressure Approximate Initial (tons/ft .2) (tons/ft.2) Moisture Content (%) % Swell (Farnell Machine) (Consolidation)
18 12.4 1.02 1.23
19 11.6 0.89 1.05
20 10.2 0.84 1.00
21.5 7.8 0.69 0.88
23 7.4 0.51 0.75
24 6.2 0.43 0. 70
Degree of Saturation (%)
60.2
60.8
63.6
69.3
74.5
79.2
c c
0.67
0.58
0.52
0.49
0.42
0.38
c s
0.098
0.098
0.105
0.100
0.097
0.090
\.I..)
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I 11 I ! 11/ ~ iW 111l II dl!'ll li P! i I· f,, !t I 1,' 1111 iilr ';rll iTt [i· , 1
I 'l ! I I ., h I Ill !I, ...... il IW!tl' '1 1 11111 [f;iiq I ,,. ',!j, I '111,:1_ .. _ ... : 1!1--4-HI-+++HH-+-lM+H+Hf++!++l t lit• 11 I ' 111. 1 ii?J 1 11:1 ~ 1 11 1 .. ·n,ll' 1 111 .. , 1 1 . r ·- -Tit , ·r-- l~ ·-" ! :'1 lilt i 1
I :111 II! I; 11 1 1 I ,1 ll11 !1i 11 i T' t ·l 1 t~illl ''I tl~ . .!! ~H+ut4....;.. i-<- · -
lilt I' I ' l I I I I I I Ill i II Ill i I I ' I ,,, I I I !, IT J f !II I I i I II ll ' I ~ '
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' Ill•'· I II llltP · !lifT ~tJ 1 till'! , 111 ~ ,, , 1 II If ·HIHI' ,,, ~~ 'n 1 11 1 11• '! :;-tttft :-r.r·r;1 i": "
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!•1 11 . li 1 , ' ' 1 mn 1 ' 1 Ill· ' · ~-r~l_Lt 1 . • F =~~~~~~1~~::::++!+i:*ttttr.l!l 1 I til llill I I !! ill illll!l,utiiliilUifirii -~ ,----
1 ;-+- - KJ .hll '~-r ..... ~ ·I I I I j I 1--1- 2 rr ' . .!. r· . ~
tl--4-++++-~--t+~--+++H+Hi+!'+H- I ~~ ' II 1 ' 1r-+ 0 2 tons If t ,..~-r :;.+-
~~ . ~ I; , I l 1, jl I ! j; · ,t-- It ;tl f-: ~ .. 'I I Ji 'I
1 2 ~!'!' , ~-- a 4 tons 1ft , ,.~~ rrm ·~--' i 1 t-- lill'lfli ':
boo ' I I I !Il l- I ~~ 11 -il" II 1111 Ill !Ill I ll !I IIlii: 1111 11 I iff! H11111illl !I t 1! ,·.
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I ' 11 I I I li;·lr! t•, ··.1
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~-hi-HM++++++Hf-H+if+l++ttt1 l . I' I I Ill H+lf+l-l++ll I I f++H+I I i 11' ~ 1.!1! - u rU- .,.!. .. •Li· ....
, · 111 , ~ 1 " liT 'I rr I _ '-
1 , 1:! ' 1m" 1 111 nl· .. . , 1 ' iJ ~-. ~ , 'J II 111111 '
I :-. I •I I 1\ II 11 !' \I I 1 ~-+-++-~-+-"H+++i-I+H++++-H+, 1 1 1 111 :11 I • I 1 ;n 11 ·, ' ·
-+-++++1+1-f+H+H-f-1,~,... ; I I" I I Ill' I I .ti .... ~ .... 'Ill II jill' I II' I Wi '1 ':'- 11m 1 '"': 1111 ;11···
'II I I ,,,, 'I ft I II ,,, l'itl I .. . ,. 1111 I If :II ltflltl!ll:l
-+-H-"H-++-H+++H+tttttt+l+ I II \\ ; ,p... it :II II II II ' I I ' I II II 1!11 .I 1- I '' IIIII II I• ' 1111' .. .!!o-
r I il I mr I . . j I ... --- -l ''I I I I ml! ,!.1 i ,, I ,, I p I 'Ill I ~ r.
II I' ,,, I . ,, ' I I i'il ij' 1 I ' '· :....~-1 ', I I I I I'
I
0.1 1.0 10 100 1000
Time (minutes)
Figure 12j DIAL READING - LOG10
TIME AT A MOISTURE CONTENT OF 20 PER CENT
.f:.....
1100
,..... """ ' 0 1200 ,......
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en <1)
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0.0 1300 ~ ~ "0
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II II lt•lto!i lltll~'·i 1: I ,,, _oil I I I .:11 L!.L!.,.. ~~---_- .. ~- I I~ l•l~itLLn-,!.. r-+' ~-···1-... I I I ,1\i ·II~ ' II III \III II iII I!!' I I 11 11' ll:i T. , ,;: r I fl ' t~' I :L~ ., n l .. t-t-H++++tttttt+Hrtttlf •,.1, I 'II I lll ll lli 1iil''' 111'11'11· I 11!1''11'' ' 'W.';l!l ff-.-- 11 J! . trtr ~-=- i ,-·-1-+-+++-if++-H+i+i+l~ I :w IIIII II II 'I .II I ; ill " : I II h rr 1- ·- I : trr '-r-- I tL fl \ "·-r IT1t'~-- '
1 1 'I 1 11 11 111 I"' .1 1 11 " , - 1 I ''ill :~ • 1 ;I I lL.~. i II riTf r lfft; l~-t 1 IT.r , ,,, illl l!li' I iII ll. I I I "~_r.· ·.· - 1, ;~ .j~ .. ~ ~ ~- ~ ·-1!1 Ill flW !It 111 111 if• ill I' tW, r, t~~" rf 2 I I
. 1HI!I,I Ill 11•.1 lll ill -,,_,, I ~~l~.: I ~ 0 8 tons/ft f. ~:.· 1. \I II' , r(:~;... I Il l lit., @~.. I 1!!· !U: I~ 11 '-· "' I Ill I I II I II 111 ; I I f 'IIi." I 1 ' I ,, I'·· r:- ~ . I '' . . ol -- I I I I I I.~· in·· I I ,.:. .• I +l ~ 1,!. ····.. I •It '.' ·-· ...
1 111 .... II:Jl'~~i' 1 ill:¥,~~ 1 ·~ -· ,.Lll'r .... , .J: .~ .... I 1 l!ill"l ~~ I lR:uJ' •,1 j; lidf~ !'''1rn ~~.11'' I lt 1 lilrlii 11•!_ :--- .... ~ I ftfW!If I '!:.·'!. lll~l t.:~· ! : .. '"T
I ! 1111 o:j l1 1 I I "" I II I . f II • lj f.;' I 11: 'I 1 I lo[ I I 'I
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I I 1!1 1 il l i W\ _ 1'7 •. 'i_c ~ ~ :~ 1' Tf' j 1·~ 1 : il : :r;: . it : : ; .: :~ I I I I I lll'i! I I '''"'.IIi'" I ' iJ !!lilt' II, ffi, r:- f~, til '1'· tl ,,, f-
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I I I' 1.111 I I'll' II "''' r~)lt r,.;..~ ~! : l tf• lli I • 1' r"l
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I i .! I l~ii(' fi•!l' • ' 1 ' ll l!,ill'l:~ llli!1 fY:~ 1 1'11,';r i 1 I 11 I' 1'n ~ 1 ; • tr ,. ,, 11 , · i : .h ,,1 • . 1 1rr
fl ;., 1 I
0.1 1.0 10 100 1000
Time (minutes)
Fig~e 12!t DIAL READING - LOG10
TIME AT A MOISTURE CONTENT OF 20 PER CENT
~ N
I 1!! 1 11 I I 1 1•"1, r
,, f ~~;:,_r~~~~~~j~,ttt ·- · --!+H-I+l+++H-·+i-llil'l.ifr+,,;; ···• ;-· ttu f~· · ·-· +r+t+t·H· H+HI!I i i~- ··: . fT II ITh ~
' mnmUIIE!J'Ri i ·· LIIU !LhliTLWliliLilllutJ]J ilil:L[J.:.mTimJJ.L~~~JJJlDllWlilllliUlliuhuu;:! ·~ ! !!i· ' 1 ' 1 • ... . . . ' . I I II I 11111.1 1111 1111! 1 I ': I ·j ljjl l lll_
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10 100 1000
Time (minutes)
Figure 121 DIAL READING - LOG10
TIME AT A MOISTURE CONTENT OF 21.3 PER CENT
·l"
+:-o w
400
,...... ..:t
I 0 .-f
Ei ~
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rr
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T TT T rr:1 1~ ~ ;r -, · · .. 11~: -~ ~- llfT! 'U. -~+ 1- · '_! 1 , ~"" F:r:: I I I li I Ill irll1'il.l ill I ill Iii II" ill. I I _hrt lf1 Hli ''.. . . TfT '.! ti I ' w I lf : ll!!H!~~j : Jd lUI i!ll . U~ lfl ~ ... l;. " Lit .J. ~... .
mtilill -, ifn1 liiWJ!Iilllllli; 11tth_' ~~ llli .Jwill.u..~~~;:.lit~~_uu,!; l ~:~_·. l .. 111111 ' I 'Ill' li ITTitlJ ~ j I@ h till ~1\~~ I[._ ·-. t., •• , .. . , .•.•. 1111[: II I 1111 1: llLIUH~u)ui' .; l..: !L !.'' 1111 ql rt
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I PTTTT 1111111111 I 'ITilf'i ' l T Fir ·w·r;:rrt:
10 100 1000
Time {minutes)
Figure 12m DIAL READING - LOG10
TIME AT A MOISTURE CONTENT OF 21.3 PER CENT
.£
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700 ,......
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~ .!:: 800 (.)
~ ~ ..._, 00 ~ ~ ~ ~ Q.)
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.... I 1:111 I ill 'li ill, i 'lli 11.1, I l\\11 ni ,.. \I II,\ I \ii} U. ~i.! ;li lt W'i; -~ I 't :~ _:r !_~· :: .. ~ .. .. , , ,... I u ifliiT!i !IL 1 1111 1111 ~ 11 11 ' ITi!li: tu ~ u ~w iT '1
1 '' ~ u.. i:il ;t. · ,;n,,, 1 111.1 --.u. 1 iJiilf 1 IIP·dt''' 11 11 1 ,1rrit;>· 1 "''i' : 1 Tl. ',
1-1-+-1-H-!+H+H+I-f+H+H+Hffifll lrf.. I I 11!1 dl 1111111 !II llil llll: . - ~' I r !.J.L_ ,g; ij Ullll) ~· ··' ,. I I l. .. :·r- · .. :L p . 1, llf'itl . ~ , ~~~~~u I' 1 ilt !l~"' M ~l~~ 1·a 1 t~;.i.~.:. ,:r . ~ ... :- ..
1, ,,q,, lli' ,.,,_ · ~ , 1!:·~.~ ·II tl li,, ,.,, n: , ~~~ ~ ~~~~-!l. , r rl .. r. ~~~~ 11,r ·:. ~· 1 1. ii! ltlf. . l;il . ,,,il~~ I \~litl~i lliu'•il.n~ If jl["~l .. .. 1., .•.. , ... 1 , .~ , 11 "' td I 11lf 1 ::r,.r r4 1 1 il l/~ lin n '''1 ·m ·w , ~~- ·;; .... + jll i I· I I I r!l.ll I i i Ill I I lit.!• .. ~.::j !J.l. i [I ~ ~l~~-~ I:M'·III ~!! !U ~~. I!~, ;,;1.1 Ill·· .. !i ,!! •.. I I i Iiili:
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>-+- 4 tons I ft r Ill I' ; ~~- lrJ!i m! :N' . ~ _-.., ·:·: .... ... 'j ... ;···
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- - +l"f+rt II!~·~ "l~'llli l l ilt,~i-· ~j~~-~~ L1 lLt.h~ .... ~-4 h:l!l .... _ .
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0.1 1.0 10 100 1000
Time (minutes)
Figure 12n DIAL READING - LOG10 TIME AT A MOISTURE CONTENT OF 21.3 PER CENT
.p. VI
700
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. 1
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....... , w.-~4++-+-Hf-H+H+Hittlttt 11111111 JJ~ rr 1111 1111 ,,II I "n ,w r·n ~ i !ill ~~ II' '''i '· ·n II n~. ,,, ,. I r I , w. ·i• lin,' I I I '~. ~Wffim~~lm#l nr_u 1 ,
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i 1 I II I ~~+'''' 1• ' ~ lfr..J, I fi ~ IlL;~~·~- 1l mi!Jb. :~ Reload Curves 1 !1 '!1111 !!1 ··il\(~~~r·~~~ ~~~~~ J.~~Lfh.-~~~-~~~ f·~;!·, .. ~ ~ 2 I' I I In ' ! I' !• ~ I I I I I Jl >I• I ..;, I ' I I /fy I ,, h.-~ r- 1/2 ton/ ft 1 ! 111
' 11!; 11 1 :llf111!' 11 tl~ 11'. . 11· .... tH' ;r·1 ;- .. 1\!:.·~;··lr ·--· .. ,~
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0.1 1.0 10 100 1000
Time (minutes)
Figure 12o DIAL READING - LOO lO TIME AT A MOISTURE CONTENT OF 21.3 PER CENT
.p(1\
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II II I ill I i I II ITI I I
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, I I i 'l'i!· q I II I I 11 1 11, I~
I I I I I I 'I I
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l i I' I•
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I '' ~-o-'' I I I II
IIi~- 11.11 I I!· ,1• ·•I
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ill. i 1 11 nn liP ,,
I I !]"w-~ -I I I
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rl l:l ili!l'!iil llll1llll1 1111.11,
IIIIi' ; I' I
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111 Iii! II I .... ~ i!l! I dl' l!li
I " II I I I •jl !lll
11!1/lt/'11 1'•1. lll illlill
I~ !ll lill·:l ·,I ill ~!I'., II' 'i 11/:1,
1000
2 Pressure {1bs./ft)
I I II' 'I' I 111 1 I ':'1: II. •li I
I 1 I ·II', I I 111!11~
~ 11 ,_ 11l I ,_
, .1 ,1. _ ,, 1-
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r--
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t f-1-1-
i h ~ I
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I II-, _ I .....
I 'I I II' I I !IIi II
I II II ' . ~ r-
I ,1•1111~1 I ll\ l lil
~~ i ~l l-
I II· •11.
10000 ... '
Figure 13b VOID RATIO - LOG10 PRESSURE AT A MOISTURE CO~ENT OF 19.2 PER CENT
\Jl 0'1
0 ..-4 .&J ~ tx: 0.7
"'0 ..-4 0
::>
0.5
ftttl¥.ttt-
iiti!t:l I l lll llll l llll l llll l llii ll illlili
1111'111 illFffi ~
o · 3 -111111 111111111 !l llllli:III'::J::T: llillllllilli: l' :;:r·:'l l' 11 11'111 ~' !jJJIIi l'" !JJI:!:'
100 1000
2 Pressure (1bs/ft )
-
r\ ~
' 1\ ii
1'1·;
10000
Figure 13c VOID RATIO - LOG10
PRESSURE AT A MOISTURE CONTENT. OF 20 PER CENT
Vl ......,j
0 ~ .&-1 ctS ~
"0 ~ 0 >
1.0 , fTTiliiiiT,-~n . , l lll d·il,, ,, , ;~ 1 1 ''' ' '''I I JIII I III ILII il !i l'l P l illi l ill l ld~ ' '"' ' '' lllillTT!Tiffifl-::millliT!FWIIifni!TlTil Tl l ll lll l!l ll llll ll llii'Til 'll!l llll li il illllillli lllm
!ITffiliTT.r::'" ·;1 TITT ;n m~ , 1 1 rn 1: "'n: n~ rr 1 !1fnl ,q·, .r:, I I l llll l l lliTi"" "!!-- lTT '" ~i· ' II I! ll iiJ,, I I Ill' Ill I ill' '· - I r-;. - :I i I I 11 ' ! ' I! I I I ' " "I•
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lqJI !1111' "''"" , llrii.Jii I ~~'1 111 • 1lllli 11 II·' 11, .,,, ,: ,,, . ' llli' p:: I ldl il • ' d/l i! JJI 11',1 :J t• ·I , m~ d IJ.J I I. / iJ !Ji ~
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l llll l llllllllll lll ll ilill8l~ II !J III II III!II III illirffitF :, ,:,~Wwl' ffr.TTilr T;: !l·lnmm:l"'''q' 1 ,, ~ 11 '1, llllliJlJ>!llllDf,I ,Td;rnmm:H,ir -' ·'
ll lili l ii: J 'II' I IIII ITTl1lffiilliliTITTT~ ilTJnFiflJn!J:!l Jflll l lll ll ll l. . l l :iiW ~ illl ii iii iTITilr i JI ,! l l IIl i i i ll l illl~li J oi: J llll m l 'l ,, l,ili
d il l!i' l llll l lll! l lill l iiii i "!,II Jll l ll li l llll ll ill l llll l ,! 1'1~1 l iii l 11il 11 111' 1"•• • .• ,,lllTII J.J.,, I t•l I I ll l l llll llll n i~ 'i llll l :li' l '' 1 ;;:11111r~
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100 1000
2 Pressure (1bs./ft)
10000
Figure 13d VOID RATIO - LOG 10 PRESSURE AT A MOISTURE CONTENT OF 21.3 PER CENT
VI 00
1.0 '':II ' n ~:
I : · ~ ~ I II•
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1000
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Figure 13e VOID RATIO- LOG 10 PRESSURE AT A MOISTURE CONTENT OF 22.9 PER CENT
\J1 \0
1.0 I r I !II I I'll
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Figure 13f VOID RATIO - LOGlO PRESSURE AT A MOISTURE CONTENT OF 24.5 PER CENT
(j\
0
,.... t-o! '-'
Q) bO = "' ..c u
~ ..-4 0 >
15
10
5
::~-=..::: __ ;: ;..::.:: ::::i::.:: ! :~~:=r=t~a---r --t--+---~--+--1--~--~--r--+--
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__ __. __ _ t---+- --~-
18 19 20 21 22 23 24 25
Initial -Moisture Content(%)
Figur.e 14 VOLUME CHANGE - INITIAL MOISTURE CONTENT
~ ......
I
1.5 ""' N I I .. ~ -........
C1)
~ I
0 I ' .. '""'
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en en C1) ... p..
.-4
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til .
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18
. ' :~ ~
I
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~ Results of Consolidation Tests
I
I 0 Results from Farnell Machine
.... -
I I I I I
I <
I
I I
I
I I
I<
I -
19 20 21 22 23
Initial Moisture Content (%)
Figure 15 SWELL PRESSURE - INITIAL MOISTURE CONTENT
... -· ~ ..
. 24 25
~ N
,..... ~ _, ., = Q) ., = 0 u Q)
~ ., Ctl ~
~ ,.... ~ ~ ~
31
30
29
l :==t=== J¥7¥~~~~ - - ,----- ,--.1·--- - - -- - ·-- -·-- -- -- -- ----- ---.---- - --· ·-·- --·-- ---- +-- +--+---- . --_:: _J :~ :_; --l-- ---- 1--, =:1 -t -~-
. ........... --
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-- .
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-- ~--- -~-- -
j}m --~~-
t--,-+--
.:.~- --+~ -~
18 19 20 21 22 23 24
Initial Moisture Content (%)
Figure 16 FINAL MOISTURE CONTENT - INITIAL MOISTURE CONTENT
±=:: ~,-
25
0'\ w
,..... ~ '-"
c= 0 ..... ., t1S
~ ., t1S
tf.)
~
0
Q) Q) a.. co QJ ~
80
75
70
65
60
I t =, ~ - • ··~
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--
---+------ --. - • - - - - - -- ~
;:~~ -- -- --. ~- ....
: • :-- _ _ ---- --.
:::::1:=--:-: I :::..--J:=:----
18
!--
·-+---
1-
~ !==:::--
r-- -
-· :::.~ ~ ~~~~..::t-:=::j :-:'.:: ~ .. ..
19 20 21 22
Initial Moisture Content (%)
-~--- -1 ··- ·--t-·1- . - t-- - -
23 24
Figure 17 DEGREE OF SATURATION - INITIAL MOISTURE CONTENT
- --
25
~
- -
"' +'
,..... (J
t.> '-"
~ .&.J ~ ...... ~ ~ ~ (1) (1)
C1.l ....
~ t.> ~ 0
.&.J ~ C1.l ~ (J ~ ~ ~
C1.l 0
t.>
0.7
0.5
. 0.4 ..
0.3
·--- · .. •t=-:-:-t.:~~f.:.:. . :+--=-t-=-=~-J .:.:.: ~ --·=1:: :_:1- •t::~.::J ~::
I
18 I
19 I
20
- ~~-
21
=+==!- -·-+=--- ~ - ·-=+=-·. ~- ~-l
22 23
Initial Moisture Content (%)
~ t--·
t-- --- •.
24
Figure 18 COEFFICIENT OF COMPRESSIBILITY - INITIAL MOISTURE CONTENT
--_......, __
_.._
25
(j'\
V1
,..... C1)
t.) '-'
>< Q)
"0 ~ H
bO ~ ~ ,....4 ,....4 Q)
~ en
0.11
0.10
0.09
:-:-:1':':'-:-±-::~~L.:..:....+_:_:__ ~ : ...i.:.~·~~~:~~:$_:~8:::f~:_:i~~==T--=-=-
I
18 19 20 21
••-=t• ---
---
22
Initial Moisture Content
- -- ----t - ·•- -~ - -- · -. -·· • • • -
23 ·24
Figure 19 SWELLING INDEX - INITIAL MOISTURE CONTENT
·"--i--71-..=:t=-
25
~ ~
BIBLIOGRAPHY
1. MISSOURI STATE HIGHWAY COMMISSION, Geology and Soil Manual (1962).
2. TAYLOR~ DONALD W., Fundamentals of Soil Mechanics, John Wiley and Sons, Inc., New York (1948).
3. TSCHEBOTARIOFF, GREGORY P., Soil Mechanics, Foundations and Earth Structures, McGraw-Hill Book Company, Inc., New York (1951).
67
4. SEED, HoBo, MITCHELL, Jo Ko, and CHAN, Co Ko, Studies of Swell and ~ Swell Pressure Characteristics of Compacted Clays,
Paper prepared for presentation at the 40th annual meeting of the Highway Research Board, January, 1961.
5.
6.
7. '4<-
8.
9.
SCOTT, RONALD F., Principles of Soil Mechanics, Addison-Wesley Publishing Company, Inc., Reading, Mass. (1963).
HEAGLER, JOHN B., JR., Personal Communication (1965).
PARCHER, JAMES V. and LIU, PING-CHUAN, Some Swelling Characteristics of Compacted Clays, Journal of the Soil Mechanics and Foundations Division, Proceedings of the American Society of Civil Engineers, Vol. 91, #SM3, May, 1965.
LEONARDS~ GERALD Ao, Strength Characteristics of Compacted Clays, Paper #2780, Transactions of the American Society of Civil Engineers, Vol. 120, (1955), page 1421.
SEED, Ho Bo, and CHAN, Co K., Structure and Strength Characteristics of Compacted Clays, Journal of the Soil Mechanics and Foundations Division, Proceedings of the American Society of Civil Engineers, Vol. 85, #SM5, Oct. 1959, pages 91-92.
10. TAYLOR, Ao Wo, Physico-Chemical Properties of Soils: Ion Exchange Phenomena, Journal of the Soil Mechanics and Foundations Division, Proceedings of the American Society of Civil Engineers, Vol. 85, #SM2, April, 1959.
11. FINN, WILLIAM D. and STROM, BJORN, Nature and Magnitude of Swell Pressure, Highway Research Board Proceedings, 37th Annual Meeting, Vol. 37, (1958).
12. TERZAGHI, KARL, Theoretical Soil Mechanics, John Wiley and Sons, Inc., New York, (1943) page 333.
13. DOBSON, DALE E., A Study of Chemical Stabilization of the Swell Properties of Putnam Soil, Thesis, Missouri School of Mines and Metallurgy (1963).
14. HOLTZ, Wo Go and GIBBS, H. J., Engineering Properties of Expansive Clays, Soil Mechanics and Foundations Division, Proceedings of the American Society of Civil Engineers, Vol. 80, Oct., 1954.
15. SEED, H. B., WOODWARD, R. Jo, JRo, and LUNDGREN, R., Prediction of Swelling Potential for Compacted Clays, Journal of the Soil Mechanics and Foundation Division, Proceedings of the American Society of Civil Engineers, Vol. 88, #SM3, June, 1962.
68
16. RANGANATHAM, B. V. and SATYANARAYANA, B., A Rational Method of Predicting Swelling Potential for Compacted Expansive Clays, Proceedings of the Sixth International Conference on Soil Mechanics and Foundation Engineering, Vol. I, University of Toronto Press, Sept., 1965.
VITA
William Howell Branum was born on September 8, 1941 in Hornersville,
Missouri, the son of Lloyd P. and Borease Ro Branum. He completed his
primary and high school education in the public school system of
Hornersville and he graduated from Hornersville High School in May, 1959.
He enrolled at the University of Missouri at Rolla in September,
1960 and received a bachelor of science degree in civil engineering from
that institution in January, 1965. At the same time he was commissioned
a second lieutenant in the United States Army Reserve.
In January, 1965, he enrolled as a graduate student at the
University of Missouri at Rolla to pursue a course of instruction leading
to a master of science degree in civil engineering.
He was married to the former Judith Ann Edmonston of Hornersville,
Missouri in 1963.
69