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Scholars' Mine Scholars' Mine
Masters Theses Student Theses and Dissertations
1960
Effect of a lime-cement additive on the physical properties of a Effect of a lime-cement additive on the physical properties of a
podzolic clay soil podzolic clay soil
Raymond H. Frankenberg
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Part of the Civil Engineering Commons
Department: Department:
Recommended Citation Recommended Citation Frankenberg, Raymond H., "Effect of a lime-cement additive on the physical properties of a podzolic clay soil" (1960). Masters Theses. 2675. https://scholarsmine.mst.edu/masters_theses/2675
This thesis is brought to you by Scholars' Mine, a service of the Missouri S&T Library and Learning Resources. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected].
EFFECT OF A LIME-CEMENT
ADDITIVE ON THE PHYSICAL
PROPERTIES OF PODZOLIC CLAY SOIL
By
RAYMOND H. FRANKENBERG
A
THESIS
submitted to the faculty or the
SCHOOL OF MINES AND MErALI.URGY OF THE UNIVERSITY OF MISSOURI
in partial fulfillment of the requirements :ror the
Degree of
MASTER OF SCIENCE IN CIVIL ENGINEERING
Rolla, Missouri
196o
---------------..----
ACKNCMLEDGMENT
The writer wishes to express his grateful appreciation to
Professor John B. Heagl.er, Jr. of the Civil ~gineering Department,
Missouri School of Mines, for his invaluable advice, guidance and
constructive criticism throughout the course of this work.
The writer is indebted to Professor E. w. Carlton, Chairman
of the Civil Engineering Department, Missouri School of Mines, for
his encouragement and review of this manuscript.
Appreciation is also expressed for cooperation given by
the various staff members or the Civil Engineering Department,
Missouri School ot Mines.
Acknowledgment is due the officers at Fort, Leonard Wood for
their assistance in mixing and placing a 200 foot test section of
soil-cement-lime road base.
ii
iii
TABLE OF CONTENTS
PAGE
ACKNCMLEDGMENT •••••••••••••••••••••••••••••••••••••••••••••••••• ii
LIST OF ILLUSTRATIONS ••••••••••••••••••••••••••••••••••••••••••• iv
LIST OF TABLES •••••••••••••••••••••••••••••••••••••••••••••••••• v
INTRODUCTION•••••••••••••••••••••••••••••••••••••••••••••••••••• 1
REVml OF LITERATURE •••••••••••••••••••••••••••••••••••••••••••• 4
MATERIAIS •••••••••••••••••••••••••••••••••••o••••••••••••••••••• 16
EXPERIMENTS AND EQUIPMENT••••••••••••••••••••••••••••••••••••••• 18
MOISTURE-DENSITY RELATIONS TEST ••••••••••••••••••••••••••••
UNCONFINED COMPRESSION T.EST ••••••••••••••••••••••••••••••••
•••••••••••••••••••••••••••••••••• FREEZING AND THAWING TEST
WETTIDG AND DRYING TEST ••••••••••••••••••••••••••••••••••••
18
19
19
20
DISCUSSION OF RESULTS••••••••••••••••••••••••••••••••••••••••••• 34
SUMMARY AND CONCLUSIONS •••••••••••••••••••••••••••••••••••••••••
APPENDIX A
APPENDIX B
APPmIDIX C
APPENDIX D
••••••••••••••••••••••••••••••••••••••••••••••••••••••
••••••••••••••••••••••••••••••••••••••••••••••••••••••
••••••••••••••••••••••••••••••••••••••••••••••••••••••
••••••••••••••••••••••••••••••••••••••••••••••••••••••
38
40
43
46
51
BIBLICX3RAPHY •••••••••••••••••••••••••••••••••••••••••••••••••••• 53
VITA•••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 54
FIGURE NO.
l
2
3
4
5
6
7
8
9
10
11
iv
LIST OF ILLUSTRATIONS
Grain Size Accumulation Curve Taken from Thesis of Judson Leong••••••••••••••••••••••••••••••• 25
Mold, Compactor and Jack••••••••••••••••••••••••• 26
Specimens Curing in Moist Room••••••••••••••••••• 'Zl
Typical Failures••••••••••••••••••••••••••••••••• 28
Riehle Universal Testing Machine••••••••••••••••• 29
Freeze-Thaw Specimens Arter 3rd Cycle•••••••••••• 30
Freeze-Thaw Specimens Arter 9th Cycle•••••••••••• 30
Freeze-Thaw Specimens Arter 4th Cycle•••••••••••• 31
Wetting and Drying Specimens Arter 3rd Cycle • •••• 32
Wetting and Drying Specimens Arter 9th Cycle • •••• 32
Wetting and Drying Specimens Arter 4th Cycle •••••. 33
TABLE NO.
1
2
3
4
LIST OF TABLES
Results of Moisture Density Relations Data••••••••
Results of Unconfined Compression Test••••••••••••
Results of Unconfined Compression Test Taken from Thesis of Judson Leong•••••••••••••••••••••••••
Results of Unconfined Compression Test Taken from Thesis of Judson Leong•••••••••••••••••••••••••
v
22
01 INTRODUCTION
During the past three or four decades, various laboratories
and highway departments have been conducting research and investi
gations concerned with improving the properties of soils to be used
in base course construction. Such ilaprovement of soils, termed
"stabilization", consists of increasing the overall strength or
stability of the soil, as well as the resistance of the finished base
to destruction from weathering action. The methods of soil stabili
zation in most conunon use may be classified as falling into the
following three general categories:
(1) GRADATION STABILIZATION
Stabilization by this method consists of supplying to the soil
any portion or part; of the material necessary to complete a pre
determined gradation requirement. Thia method is the most common in
present d~ construction practice, as evidenced by the many miles of
gravel roads built by this means and the thousands of miles of con
crete and bituminous surfacing built upon bases of graded materials.
(2) CEMENT STABILIZATION
Cement stabilization consists of combining Portland Cement
with common soils to produce a hardened, durable base course. This
process has been highly successful throughout the United States,
especially in areas where granular types of soils predominate. Where
this method has been used in areas of predominate~ c~ soil, o~
moderate success could be claimed.
02 (3) CHEMICAL STABILIZATION
Lime hydrate has been used for centuries as a chemical stabi
lizer ot soils and is gaining in popularity at the present time.
However, as more information is becoming available concerning the clay
colloid traction of natural soils, stabilization by use of many other
chemical additives are being investigated. Most work along this line
is still in its experimental stages. An example of this type of
stabilization is a 100 foot test section in Northern Missouri,
sponsored by Monsanto Chemical and the Missouri Division of Highwqs,
using Phosphoric Acid as the stabilizing agent. This was completed in
October 1958 and no information concerning its success or failure has
been reported at the present time.
Much research and experimentation has been carried out on clay
soils with lime as the chemical additive. This work has not been
c ons:i.dered totally successtul since the improvement in clay soil
characteristics due to the lime additive alone, although very good,
may not be permanent.
When Portland Cement is used as the sole additive, invariab~,
the cement requirements of fat clay soils have been excessively high,
and the work required to mechanical.JJ disperse cement into clay soils
ot this type bas been excessive.
Prior investigations carried out by the Missouri School of
Mines Civil Engineering Department gave firm indication that a small
percentage of Ca(OH)2 added to an illitic type of clay acted as a
flocculating agent. Flocculation of the clay caused changes in its
03
physical characteristics. Name4": (1) Lowered the Plastic Index,
(2) Increased the angle of friction, (3) decreased the percent of
shrinkage, (4) increased cohesion and (5) increased the friability.
Comparisons of the properties of a clay soil treated with Ca(CH)2 to
those of a granular soil show marked similarity. These comparisons
indicate that clay treated with Ca(OH)2 should be better suited for
cement stabilization than cla..vs without previous treatment.
The object ot this research is to obtain data and information
from laboratory tests concerning the effect of combined lime and
cement additives on the physical properties of illitic clay soils.
REVIEM OF LITERATURE
The earliest forma1 experiments in the United States using
hydrated lime as a stabilizing material were performed by the
University of Missouri, in cooperation with the National Lime
Association in 192.3 (1). The objective of the research project was
to determine the feasibility of treating clay soils with hydrated
lime to prevent them from sticking to the wheels o! the moving
vehicles, thus allowing travel on soil roads during the wet seasons
04
of the year. It was reported that, 1'The clay- and lime mixture does
not stick on the wheels of passing vehicles but smooths out and packs
much more quickly than does the untreated clay"• This to the writer's
knowledge was the first report on the use of lime as a stabilizing
agent.
The resu1ts of laboratory research conducted by the Engi
neering Experiment Station of Purdue University, sponsored by the
National Lime Association, was reported by Mr. A. M. Johnson (2)
during the twenty-eighth annual meeting of the Highway Research
Board in 1948.
The first pa.rt of the report describes the Atterburg Limit
tests on 25 fine-grained soils, with no admixtures, and with two and
five percent ot hydrated lime. In each case, lime was mixed dry with
the soil, and testing was begun immediate~ after the addition of water
to the mixture. It was found that the plasticity index of soil, whose
natura1 plasticity index is less than 15, increases with the addition
of lime. Soil with a plasticity index higher than 15 decreases in
plasticity with addition of lime.
(1) All references are in bibliography.
05 The results ot the same project were reported by Professor
K. B. Woods (3) at the thirty-first Annual Convention ot the National
Li.me Association, with the addition of a series 0£ unconfined com
pression tests on fine-grained soils. Specimens were prepared in the
Proctor mold in the standard manner, compacted at their respective
optimum moisture contents determined in the compaction study. Speci
mens were prepared with soil alone., and with two and five percent
lime added. Three series or unconfined compression tests were run.
In one series, the specimens were tested immediately after molding.
In the second series, specimens were tested after being removed from
the molds., and cured tor seven days on porous discs,which permitted
water to rise by capilla.r.v action through the specimens. In the
third series, the specimens were taken out ot the molds and placed in
an oven at 1400F. tor seven days, after which they were placed on
porous discs in water to permit wetting by capillary action. The
specimens were loaded in a testing machine until failure occurred.
The test results indicate that fine-grained materials subjected to
the above curing conditions have a marked increase in strength with
the addition or two and five percent lime.
Mr. c. McDowell and Mr. w. H. Moore (4) or the Texas Highway
Department conducted experiments on lime-soil .mixtures by unconfined
compression and triaxial tests.
Seven soils with plasticity indices varying from 18 to 45
were prepared, followed by seven dqs ot moist-curing. Specimens
prepared with soils whose plasticity indices 0£ less than :30 were
dried at l40°F, but those prepared with soils whose plasticity indices
06 of greater than 30 were air-dried partially, since complete drying
might cause these specimens to crack. Curing was followed by
capillary wetting, some for ten days and some for thirty days. No
mention was made as to the moisture content of the specimens at
compaction. The ultimate unconfined compressive strength of the
specimens were compared with the u1timate strength ot an untreated
crushed rock specimen which was considered good flexible base
material. Results showed that the ultimate compressive strength of
untreated specimens were below the ultimate compressive strength of
the crushed rock specimens. But the ultimate compressive strengths
of all the lime treated specimens were much higher than that ot the
crushed rock specimen. Percentages of lime used ranges from three to
nine percent. 'nle following were the conclusions drawn by McDowell
and Moore:
(l) Soil-lime stabilization has a definite application in
highw~ construction !or the improvement of certain subgrade and
flexible base material.
(2) Many natural soils are suited to lime stabilization.
The identical materials proposed for use should be subjected to pre
liminary physical tests.
(3) Good proportioning and mixing of constituents are
advantageous.
(4) Compacting moisture should be at, or slight~ below~
optimum moisture content tor the compactive ef£orl employed.
(5) A high degree of compaction is or critical importance.
(6) Suitable curing procedures are important.
07 (7) Application of a wearing surface is desirable.
Tests to determine effect of lime on the cohesion of soils
were made by Mr. R. F. Dawson (5) using the Hveem Cohesiometer. A
red clay gravel known to exhibit large volume changes, with liquid
limit ranging from fifty to sixty-five percent and plasticity index
ranging from about twenty-five to forty percent were used in this
experiment. The six inch diameter specimens, with various percentages
of lime added, were compacted with two different compactive efforts:
namely 6.63 feet-lbs. per cubic inch and 13.26 ft.-lb. per cubic inch.
The compacted cylinders were placed under a one-psi. all around
pressure and permitted to saturate by capillary action through a
porous stone. Curing time ranges in age from zero up to four months.
Specimens were tested immediately on removal from the moist room.
From the test data, it was found that cohesion increases (1) as the
time of curing increases, (2) with the increase in compactive
effort, and for this particular soil, five percent of lime gave the
highest cohesion. Dawson emphasized the benefit of long curing by
saying, "Tests for accelerated tensile strength, such as the
cohesion-meter test, have traditio~ been unrealistic for lime
stabilization in the construction field unless some unusually long
curing periods were used. While the results obtained here show a
considerable increase in strength up to a period of tour months, they
also indicate that the strength increase would be expected to continue
far beyond this period; and it might well be expected that a curing
period of six months to a year or even longer would give much higher
strength than those currently indicated. The increase in strength
with age is due to the fact that lime gains in strength through
pozzolanic action and that carbonation takes place slowly"• The
mixing of cement with soil in road construction was not used until
19.32, when South Carolina State Highway Department experimented with
a soil-cement mixture using it as a base material. for light traffic
roads (6). Mixtures of Portland Cement with top soil and with sand
were molded into pa.ts eight inches in diameter and 1 inch thick.
08
On exposure to the weather it was found that the cement top soil
mixtures resist disintegration from rain much better than soil alone
or the cement-sand mixture. Subsequently soil-cement blocks, two
feet square by eight inches thick were made on a driveway to study
their resistance to weather and traffic. The quantity or cement used
was l, 21 3 and 4 bags per cubic yard or soil. The mixing was "done
by hand and sufficient water was added to make the mixture plastic"•
Ten months later it was reported that "all show lfear apparently in
inverse proportion to the amount of cement they contain"• sma11
blocks were cut from each specimm, and boiled for 15 hours. It
was observed that "no softening or disintegration occurred, but the
soil without the admixture of cement softened rapidly on exposure to
steam."
The first field experiment was constructed in December, 193.3.
A section ot sand clq soil in place was pulverized, and cement
applied to the surf'ace at one bag per linear foot ot twenty feet wide
roadway (7). Soil and cement were mixed dry, sprinkled, mixed wet,
shaped and rolled. A few pot-holes were reported after a year o:r
service, but there was no indication of general breakdown.
09 Before the construction of another experimental road section,
an intensive laboratory study o:t soil compaction and of resistance of
soil-cement mixtures to repeated wetting and drying, freezing and
thawing, was made. It was reported that "with one exception the
soil-cement mixtures have higher densities, or dry unit weights,
than natural soil.It
Durability tests were of two types: (1) the specimens were
.first subjected to repeated wetting and drying and then (2) subjected
to repeated freezing and thawing which also included wetting and
dcying. From the laboratory tests and experience on previous experi
ments, it was decided to use six percent of cement in most of the
:field work plus one percent for loss in placing and mixing.
The test section was constructed in the summer of 1935. A
temporary wearing co~se of cut back asphalt and sand was applied
soon a.tter the base was completed. The section was inspected
during the Spring and was reported 1tto be in good condition, w.t.th no
failures except in two small poorly constructed areas where cracking
and small pot-holes had developed." Tests of cores from this section
indicated that mixing of cement was fairly uniform. Average com
pressive strength at 86 ~s was found to be 480 pounds per square
inch. Mills also states that "durability tests cl.ear~ indicated
the benefit 0£ adding cement to raw soil."
Mills did not attempt to draw any definite conclusions at that
time. He states that, "the action of weather and traffic will in
time evaluate the worth of this method of stabilization. The present
indication is that treatment of soils with Portland Cement has
appreciable merits and is possible and comparative~ economical for
many light traffic roads in South Carolina."
Research on various factors ini'l.uencing physical properties
ot soi1-cement mixtures was carriedout by the Portland Cement
Association (8).
10
A large variety of soils were obtained and nine aeries of
tests were made to determine the influence ot various factors upon the
compressive strength and resistance to wetting, deying, freezing and
thawing ot compacted, hydrated soil-cement mixtures.
Preliminary tests using standard wet-dry and freeze-thaw tests
were made to determine the cement requirement for each soil.
In series 1, effect of density on the quality o:r soil-cement
was investigated., the quality being the evaluation o:r the resu1ts or
wet-dry, freeze-thaw and unconfined compression tests. In order to
vary the density of the specimens, the number of blows during com
paction were varied. All three methods of evaluation showed that the
quality of the soil-cement showed marked improvement with the increase
in density. Although all the different types of soil-cement mixtures
were benefited by increased density, the silty and clayey soil-cement
mixture showed the most benefit by increased density. In series 2,
the effect or molding moisture content on the quality o! soil-cement
mixtures was studied. Specimens for wet-dry, freeze-thaw and com
pression tests were compacted below and above the selected baseline
moisture content using standard method of compaction. Since the
compactive effort was constant and the moisture content varied, the
density of the specimens also varied. Felt explained, "the data
indicates that the effect or moisture content overshadows the ei'i'ect
of the differences in density.n The wet-dry, freeze-thaw and com
pressive strength data, when considered together, indicate that for
maxi.mum ef'£ective strength f'rom the cement-sandy soil, the mixture
should be compacted at optinru.m. moisture content or slightly drier
whereas silty and clayey soil-cement mixt,ures should be compacted at
moisture content one or two percentage points above the optimum
moisture.
11
Series 3. During construction, damp mixing of soil-cement mey
continue for two hours or more. This series was a laboratory study or
the effect of prolonged damp-mixing on the soil-cement mixtures.
Soil-cement was damp mixed for periods of 21 4 and 6 hours and molded
into test specimens. Water was added to the dry mix in equal incre
ments of' 20 minute intervals. Af'ter each addition of water, the
mixture was stirred for about two minutes. Wet-dry, freeze-thaw and
compressive test specimens were molded at optimum moisture content
using standard AASHO compaction method. Data show that optimum
moisture content increased and the maximum density decreased as the
length ot mixing time increased. Wet-dry and freeze-thaw test data
for these soil-cement specimens show that the losses of weight
increased as the length of the damp-mixing period increased. Although
results of compressive tests in this series is consistent in most
cases, strengths decreased with the time of nd.xi.ng.
In Series 4, investigations were made in order to determine if
the degree of' pulverization effects the quality of soil-cement mixture.
12 Specimens were compacted at optimum moisture content, each containing
O percent, twenty percent and forty percent lumps retained on a
No. 4 sieve but passing a one inch sieve. In one set of specimens
(A), air-dry clay lumps were added to the ndnus No. 4 mixture which
wa.s at optinmm moisture content. Specimens were molded immediately.
In the second. set (B), air-dry clay lumps were added to air-dry mi.nus
No. 4 material.. Water was then added to the total mix to bring it to
optimum moisture content. Thus, in set A, the clay lumps had less
opportunity to absorb moisture during the mixing period than in set B.
It was found that specimens of set A had less resistance to alternate
freezing and thawing than set B. Felt stated, "In some cases complete
failure occurred by disruption of the specimens of set A as the dry
clay lumps absorb water and swell during the curing and the testing
periods. When the clay lumps were damp (set B) and thus in a swelled
condition at the time of inclusion in the test specimens, the un
pu1verized soil had little ha.rmful. effect.11
In Series 5, a study was made to determine the comparative
performance of mixtures made with air-entraining and non air-entraining
cement. Data from wet-dry and freeze-thaw tests showed there was
relative~ little difference in test data for the two cements. Com
pressive strength data also shows minor differences between the
strengths obtained with two types of cement.
Series 6 was made to determine the effect of cement content on
the quality of the soil-cement mixtures. Specimens were compacted at
optimum moisture content, with cement content of six to thirty-four
percent. Specimens were subjected to ninty-six cycles or wet-dry and
13 freeze-thaw tests. The compressive strength and resistance to wetting
and drying and freezing and thawing increased as the cement content
was increased. Depending upon the soil, gener~ good quality mix
was obtained wlth cement cortents in the range ot eight to fourteen
percent. Mixtures having unusually high compressive strength and
excellent resistance to alternate freezing and thawing and wetting and
drying were obtained 'With relative)¥ high cement content of about
twenty-two to thirty percent by volume.
In Series 7, compressive strength testa were ll'.ade to study the
effect of high-early strength (Type III) cement in soil-cement mix
tures. Specimens or sandy and silty soils, each with six, ten and
fourteen percent of cement were molded at optimum moisture content and
maximum density. Optimum moisture content and maximum density tor
mixtures containing Type I or Type III cement are f'ound to be
practicaJ.l.¥ the same. Specimens WE-re broken at ages of 1, 2, 3, 4,
6, 7, 101 14, 28 and 60 days. For both soil types the early age
strength was consistently greater for 'lype III tha.n for Type I, and
in nearly all cases the sixty day strengths were also greater for
Type III.
Mixtures or soil with a small quantity of cement added in order
to reduce the extent to 'Which the soils shrink, swell and lose
strength, are called cement-modified soils by Felt. In Series 8 and
9, the influence of various cement contents in altering the properties
ot fine-grain and granular soils were studied.
In Series 81 samples of clay soils tor the determination or test constants and grain size were compacted at optimum moisture content
14 These specimens were cured for seven days at 100 percent humidity.
Part of these specimens were pulverized to pass a No. 10 sieve for
hydrometer analysis, and part was pulverized to pass a No. 40 sieve
for determining test constants. The results of soil constant tests
showed that cement effectively reduces the plasticity index and in
creases the shrinkage limit of clay soils. Resistance to penetration
was tried on a compacted cement-modified soil specimen and cured tor
seven d~s at 100 percent relative humidity. Specimens were compacted
three 1ayers, using fifty-six blows ot the ;.; lb. hammer on each
layer. Cement-modified soil specimens showed a great increase in
resistance to penetration.
In Series 9, the effect of additions of re1atively smal1
quantities of cement to granular materials was investigated. Two
methods of tests, namely, the penetration test and the soniscope
test on specimens at different ages and after various cycles of
alternate freezing and thawing, were used. Three granular soils
containing various percentages of silt and clay were used in these
tests. From the results of soil constant tests, great reduction in
plasticity was observed. The specimens for penetration and soniscope
tests were retained in the molds and placed in the moist room.
Several specimens of each cement content were molded so that they
could be tested after various ages in the moist room and after various
cycles of alternate .freezing and thawing. Thus, the tests permitted
a study or the effect of cement content and time of curing on pene
tration and pulse velocity and also a study 0£ the deteriorating
effects of freezing and thawing. Even with relatively low cement
content, a higp. value in reistance to penetration was indicated from
the test results. Freezing and thawing reduced bearing resistance
15
for the mixture containing 1.5 percent ot cement; but mixtures con
taining three percent or more ot cement showed no deterioration during
the .freeze-thaw tests. The pulse velocity as indicated by soniscope
did not decrease significantly during the freeze-thaw test, again
showing good resistance to deterioration. The pulse velocities for
soil cement mixture increased with increased cement content and with
time o:t moist curing.
MATERIALS
Materials used in this research were soil., hydrated lime and
cement.
Soil: Al1 ihe soil used in the experiments was obtained from
a farm owned by Mr. John Heagler., Sr. located about seven ndles
southeast of Rolla on Highway u. s. 72. The soil is from the B
horizon, and may be classified as a reddish yellow Podzolic soil.
The reason tor selecting the soil i'rom the B horizon is clearly
stated by Mr. M. C. Spangler ( 9). He states "this lower horizon
usually contains finer-grained materials and often is much more
surface-chemically active and unstable than the soil either above
16
it or below it. These characteristics render the B horizon extremely
important in highway a,.'l'}d airfield design and construction or other
work in which the foundations are located near the ground surrace.n
The specific gravity of the soil was determined in accordance
with the Standard Method 0£ Test !or Specific Gravity of Soils.,
ASTM Designation: D854-52 (10) 1 and was found to be 2.60.
A liquid limit test conducted in accordance with the tentative
method of test for liquid limit of soils~ ASTM Designation: D423-54'f
(11) and was round to be 35.5%.
The plastic limit was determined in accordance with the Tenta
tive Method 0£ Test for Plastic Limit and Plasticity Index or Soils.,
ASTM Designation: D424-54T (12), and was found to be 19.0%. Plastic
index= 35.5 - 19.0 = 16.5.
Grain soil analysis 0£ the soil was performed in accordance
with ASTM Designation: D422-54T {13) and the grain size accumulation
17 chart was plotted in Figure 1. This soil, with eighty-six percent
passing No. 200 sieve, a Liquid Limit of 35.5% and a Plasticity Index
of 19, is classified as A-6 by the American Association or State High
way orricials Classification (14), and it is described as "a plastic
clay soil usually having seventy-five percent or more passing the ?fo.
200 sieve~ Materials of this group have a high volume change between
wet and dry states. This group index values range from 1 to 16, with
increasing values indicating the combined effect of increasing plasti
city indices and decreasing percentages or coarse material."
The PCA Soil Primer (15) describes group A-6 soils as "soils
possessing little internal .friction and have low stability at the
higher moisture contents. These soils are not suitable for use as
subgrades under thin flexible base courses or bituminous surfaces
because o.f large volume changes that are caused by moisture changes,
and the loss of bearing power after the entrance of moisture. The
heavier A-6 soils may require insulating courses to prevent excessive
concrete pavement distortion or mud-pumping. All .flexible-type bases
must have an insulating courses of A-1 or A-2 soils, stone chips, etc.,
or soil cement to prevent the clay !rom working into the flexible base,
thus destroying its load-carrying capacity."
tlydrated Lime: The hydrated lime used in the experiments was
ordinary commercial grade, manufactured by Ash Grove Lime and Cement
Company at Kansas City, Missouri.
Portland Cement: All cement used in the experiments was Type
I Portland Cement, manufactured by Ash Grove Lime and Cement Company at
Kansas City, Missouri.
EXPERIMENTS AND EQUIPMENT
The .following experiments were performed in order to
evaluate and compare the changes in physical properties of the
selected clay soil, by admixing a combination of hydrated lime and
cement.
1. Moisture - Density Relation Test
2. Unconfined Compression Test
3. Wet-Dry Test
4. Freeze-Thaw Test
The experiments were performed with: (l) untreated soil, (2)
soil with a two percent lime additive and 6, 8., 10 and 12 percent
cement additive, (3) soil with a four percent lime additive and 4,
6, 8 and 10 percent cement additive by weight.
The compactivo effort used in all samples was the standard
Proctor compaction.
Air-dry soil passing a No. 40 sieve was used in all of the
above tests. In each case the soil, lime, cement and water were
mixed for three minutes in a. Lancaster counter batch mixer.
~ t9£. Moisture Densitz Relations: ASTM Designation: D558-44.
The soil used for this test was air-dry soil passing a No. 4 sieve.
The apparatus consisted of a 1/30 cubic foot mold with an
intemal diameter 0£ four inches and a height of 4.6 inches; a
metal ramm.er having a two inch diameter circular face and weighing
5.5 lb.; a sleeve and hydraulic jack for removing the specimens from
the mold; a scale sensitive to .Ol lb; a 100-g. capacity balance
18
19 sensitive to O.l g.; and a lancaster counter batch mixer for mixing the
lime, cement, soil and water.
The procedure used for finding the optimum moisture content of
the various soil-lime-cement mixtures was in a. cordance with A.S.T.M.
Designation: D558-44. The results of these tests and graphs are shown
in Appendix A. The optimum moisture content and maximum dry density
tor various admixtures are shown in Table l.
Specimens for uncontined compression tests, freeze-thaw test,
and wet-dry tests, were compacted at their respective optimum moisture
contents, which were determined from the moisture-density relation
tests. The specimens were all compacted using standard Proctor com
paction. The specimens were then cured in a moist room for seven and
twenty-eight days.
Unconfined Compression Tests: For the unconfined compression tests~
eight specimens were prepared for each percentage or admixture. Four
of these specimens were tested at seven days and four were tested at
twenty-eight days. The specimens were loaded at a constant rate or
.l inch per minute until failure, using a Riehle Universa1 Testing
Ma.chine with ranges of Oto 3,000 lb., 0 to 6,000 lb., 0 to 12,000
lb., 0 to 30,000 lb., 0 to 60,000 lb. The 12,000 lb. range was used.
The results of the unconfined compression tests are shown in
Table 21 and graphs of the results are shown in Appendix B. Typical
failure or the specimens are shown in Figure 4.
Freezing-and-Thawing Test: For the freezing-and-thawing test, two
specimens were prepared £or each percentage 0£ admixture. One of the
specimens from each mixture was used for the brush test, and one
specimen was used for the volume change test. The soil used £or the
freezing-and-thawing test was air-dry soil passing a No. 4 sieve.
The tests were carried out in accordance with A.S.T.M.
Designation D560-44. The results of these tests and graphs are
shown in Appendix c. Figures 6, 71 and 8 show specimens while
testing was in progress.
20
Wetting-E-Drying ~: For tlie wetting-and-drying test, two
specimens were prepared for each percentage of admixture. One of the
specimens ~om each mixture was used for the brush test, and one of
the specimens was used f'or the volume change test. The soil used for
the wetting-and-drying test was air dry soil passing a No. 4 sieve.
The tests were carried out in accordance with A.S.T.M.
Designation D55-44. The resu1ts of these tests and graphs are shown
in Appendix D. Figures 9, 10 and 11 show specimens while testing was
in progress.
21
MAX. DAY OPTIMUM MOISTURE DENSITY CONTENT LB. PER CU. FT. PERCENT
Natural Soil 102.7 19
Soil+ 2% Lime+ 6% Cement 99.6 21.7
Soil + 2% Lime + 8% Cement 100.5 22
Soil + ~ Lime + 10% Cement 102.2 20.5
Soil + 2% Lime + 12% Cement 99.5 22.2
Soil + 4% Lime + 4% Cement 97.4 22.5
Soil + 4% Lime + 6% Cement 99.1 21.5
Soil + 4% Lime + 8% Cement 100.9 20.1
Soil + 4% Lime + 10% Cement 100.5 22.5
TABLE 1
22
AVG. OF 4 SPECIMENS AVG. OF 4 SPECIMEllS 7 DAY 28 DAY
ULTIMATE STRFSS ULTIMATE STRFSS MIXTURE P.S.I. P.S.I.
Natural Soil 48 48
Soil+ 2% Lime+ 6% Cement 210 255
Soil + '4 Lime + 8% Cement 2.35 280
Soil + 2% Lime + 10% Cement 255 395
Soil + 2% Lime + 12% Cement 270 46o
Soil + 4% Lime + 4% Cement 215 42.3
Soil+ 4% Lime+ 6% Cement 340 620
Soil + 4% Lime + 8% Cement 475 685
Soil + 4% Lime + 10% Cement 525 820
TABLE 2
7 DAYS 28 DAYS ULTIMATE STRESS ULTIMATE STRESS
MIXTURE P.s.I.
Natural Soil 46
Soil+ 2% Lime 63
Soil+ 4% Lime 75
Soil + 6% Lime 92
Soil + 8% Lime 99
Soil + 10% Lime 101
Soil+ 2% Cement 58
Soil + 4% Cement 69
Soil + 6% Cement 99
Soil + 8% Cement 109
Soil + 10% Cement 106
TABLE 3
RESULTS OF UNCONFINED COMPRESSION TESTS ON SOIL AND
VARIOUS MIXTURES OF SOIL-LIME AND SOIL-CEMENT
P.S.I.
48
8.5
104
124
126
131
95
107
148
155
157
23
COHESION C FRICTION ANGLE ¢ MIXTURE P.S.I. DEGREE
Natural Soil 17 16.6
Soil + 2% Lime 21.5 23.9
Soil + 4% Li.me 24 • .3 .31.4
Soil + 6% Lime 24.5 36.2
Soil + 8% Lime 25.0 .36.6
Soil + lOt Lime 25.5 .36.9
Soil + 2% Cen:.ent 19.2 25.s
Soil + 4% Cement 22.8 29.9
Soil + 6% Cement ,o.s 29 • .3
Soil + 8% Cement .31.7 29 • .3
Soil+ 10% Cement .30.5 .31.2
TABLE 4
RESULTS OF CONFINED COMPRESSION TESTS ON SOIL AND
VARIOUS MIXTURES OF SOIL-LIME AND SOIL-CEMENT
24
25
100 u.s. Standard Sieve Size 200 100 70 40 30 20 10 4 . I I . I . . I I t '
I I
l I I ' I 1• : I . ___.. - . I I ' I I I . t . I I I I
90 l ---. _ ......
i-- I
I I I I J I 1--· f--1' r I I .... ~ I I I I ! 11
I I I I I
BO I v· I I I I . I I I I l I
I I I I I I
I '
I .. v I ' i I I I I I•
I I I I
70 I ~v ' I I I I I . I
I / I l I I I I I I . !
tlD 60
~ •rf Ul 50 IQ Cd
'14 -t) 40 d Cl)
I
/ I I I I I I 1 I . I
1
/ I I I ,_
I l I I I I I v I l I I ' [,I . I I I '
Ir' I I I I .
l I 1 ~ y I I
I I
i' I I I I I I l
~ I I I I
/" I
I I l . I
: ! ;I I o . I I I I C)
'"' 30 ~ / I I
I I I
I i ,I I I I I I
I . I I
/ l I I ,. I I . I I I
20 ., I I I I I I ~
I I I i I
I T
I I 11 I l I I I l I
10 I 1 I I I' IJ I j I I I I I I .
I I I I ! '. I I I . 0
---. l I I 11 i I: ' I
0.001 0.01 0.1 1.0 10 100 1000 Grain Size in Millimeters
I CLAY SILT SAND
Fine I Coarse GRAVEL BOULDERS
FIGURE 1
GRAIN SIZE ACCUMULATION CHARI'
26
FIGURE 2
MOLD, COMPACTOR AND JACK
27
FIGURE 3
SPECIMENS CURING m MOIST ROOM
FIGURE 4
TYPICAL FAIWRES
28
29
FIGURE 5
RIEHLE UNIVERSAL TESTmG MACHmE
30
FIGURE 6
FREEZE-THAW SPECIMENS AFTER 3rd CYCIB
FIGURE 7
FREEZE-THAW SPECIMENS AFrER 9th CYCLE
4 <¥., L,,...., E.
41., C~fVIE!vT
FIGURE 8
FREEZE-THAW SPECIMENS AFTER 4th CYCLE
31
32
FIGURE 9
WErTING AND DRYING SPECD!ENS AFTER .3rd CYCLE
FIGURE 10
WETTmG AND DRYING SProIMENS AFTER 9th CYCLE
33
FIGURE ll
vmrTING AND DRYING SPECIMENS AFTER 4th CYCLE
34 DISCUSSION OF RESULTS
From the resu1ts obtained by Mr. Leong in his thesis work it
was apparent the.t Calcium Hydroxide materi~ affected the physical.
properties of the soil. The effects may be summarized as follows:
(1) 1ow percentage of Calcium Hydroxide decrease the P.I. ot the soil
to acceptable values (1ess than seven), (2) increase the angle or friction to va1ues comparible to sand, (.3) increase the friability of
the soil, (4) increase the cohesion to some extent, (5) decreased the
volumetric change from twenty-one to six percent.
From the same thesis it was evident that the cement additive
performed changes of a different nature: (1) up to ten percent cement
by weight would not bring the P.I. down to acceptable values, (2) the
increase in the angle o:r friction was thirty percent less than that or the same amou."'lt ot calcium Hydroxide, (.3) ver:, little or no effect was
noticed on the f1•iability of the soil, (4) increase in the cohesion was
up to forty percem more than that by adding the same amount ot
CaJ.cium Hydroxide, (5) ver:, little effect on the percentage of volu
metric change.
It is evident f'rom the work done by Mr. Leong that both the
Calcium Hydroxide and the cement impai~ properties to the soil that
are extreme~ valuable. The next logical approach was to attempt to
superimpose some or those improvements, given individually by cement
and lime, by adding both materials to the soil. This investigation
then was made to detennine the properties of a soil-lime-cement
mixture with standard. strength and durability tests.
35
It was not felt necessary to check the P.I. ot the combination
cement-lime-soil. mixture since previous work indicated that even two
percent Calcium Hydroxide lowered the P.I. to acceptab1e values. It
was apparent during tho mixi.ng of the lime-cement and soil that the
much sought for friability was obtained and that the cement was much
more uniformly dispersed through the mix than ~-a.sever possible in
this soil when it was the only additive.
The LCS mixture was compacted in standard proctor molds,
ejected and cured for the necessary time as required by ASTM
Designation D-559-44 Wet Dry Test ot Compacted Soi1 Cement Mixtures
and ASTM D-56o-44 Freezing and Thawing Test of Compacted Soil Cement
Mixtures. The strength tests were per£ormed. on specimens after 7
and 28 da.}'s 0£ curing since there are no specifications tor this test
on cement-soi1 mixtures in this country. There is a European require
ment that compressive strength should be at 1east 250#/sq. in. after
7 d~s of ~oist curing (Soil Mechanics for Road Engineers HMSO 1958).
Appendix B contains the data obtained from the compressive
strength tests on the cured specimens. Tab1e 3 was taken from Mr.
Leongts paper and indicates the strength 0£ soil-lime and soil-cement
specimens at various percentages of each added to the natura1 soil.
Table 2 gives the strength values at 7 and 28 days for addition 0£ L-C
or various percentages. As can be seen by comparing the two tables
the combination 0£ lime-cement always have higher strengths than
either lime or cement alone or the sum of the lime and cement
strengths lihen the same total additive was used. From Table 2 it can
also be observed that two percent lime additive with various percentages
36 o.f' cement was not as ef£ective as the four percent lime with 1esser
percentages 0£ cement, that is two percent lime and eight percent
cement gave strengths of 2.35 psi, whi1e four percent lime and six
percent gave strengths of 340 psi. This was expected since Tab1e 4
indicates that the most effective percentage increase in friction was
obtained. with £our percent, Calcium Hydroxide additive.
Appendix C contains the data obtained from the Free~e-Thaw
Tests. The freeze-thaw test as established by ASTM D-560-44 is a.
test designed to measure the durability of the stabilized soil. under
rugged temperature change conditions. Maey- investigators contend that
the test is too exacting and does not give a fair measure of the soil
ability to ho1d up urder natural conditions. The test consists ot
determining the percent weight loss of a specimen a.£ter twelve cycles
0£ freeze-thaw. The specifications require that no more than seven
percent; 1oss may occur after the twelve cycles.
Graph 5 represents% weight loss versus number or freeze-thaw
cycles and indicates tha.t with two percent lime, on4'" specimens
containing twelve percent cement will withstand the entire test se
quence and. pass the specifications. Graph 6 for four percent lime
with various percent of cement veraus weight loss versus £reeze-thaw
cycles indicates that as low as six percent cement m.q be added and
fall wel1 into the specifications. When lime a1one was used to
stabilize the soil no specimen passed the test, and when cement o~
was used a total ot twelve percent cement was required.
37
The volume change measurements were taken on contro1 specimens
of each admixture. Graph 7 indicates that the only specimen in the
two percent lime group to pass the ASTM specification 0£ two percent
maximum volume change was the two percent lime twelve percent cement
specimen. Graph 8 indicates that a1l specimens with f'our percent
additive passed the specification requirements.
Appendix D contains the data obtained f'rom the Wetting-and
Drying Tests. The Wetting-and-Drying Test as established by ASTM
D-559-44 is a test designed to measure the durability 0£ the stabilized
soil under rugged moisture change conditions. The test consists 0£
determining the percent weight loss of a specimen after twelve cycles
0£ wetting-and-drying. The specifications require that no more than
seven percent loss may occur after twelve cycles.
Graph 9 represents percent weight loss versus wet-dry cycle
and indicates that with two percent lime~ only the specimens with ten
and twelve percent cement passed the requirements. There were no
graphs made for the specimens containing £our percent lime with 4, 6,
8 and 10 percent cement since the ;four percent lime and four percent
cement only had 1.5 percent loss and the 6, 8 and 10 percent had no
measurable loss.
Volume change measurements were taken on control specimens 0£
each mixture. But the volume change f'or the two percent lime plus 6,
8~ 10 and 12 percent cement and the four percent lime plus 4, 6, 8 and
10 percent cement specimens were almost impossib1e to measure.
38 SUMMARY AND CONCLUSIONS
The data obtained in this research can be used to show the
advantages of adding a sma.11 amount of lime to soil-cement mixtures.
The comments which fol1ow summarize the general conclusion derived
from the resu1ts of the various tests.
(1) Cement-lime admixtures do not affect the moisture-density
relations or the soil to any great extent. The optimum moisture
content is increased slight:cy, and the ma.ximum dry density is decreased
slightly.
(2) When lime is added to the soil it increases the £tlability
and makes it possible to add cement with much less mixing.
(3) F1occulation of the soil reduces the plastic properties
of the soil when wetted and reduces the shrinkage and swell
characteristics of the soil as the moisture content .fluctuates.
{4) Comparison of strength between soil with lime plus cement
versus the same soil with o~ lime or cement indicates that the
combination of the two additives more than superimpose their strength
characteristics on each other. That is the strength of the soil
stabilized with four percent lime and the strength of the soil
stabilized with six percent cement added together is less than that
or the soil stabilized with tour percent lime plus six percent cement.
(5) Freeze-thaw characteristics are greatly improved with the
combination additive. Approximate~ fifteen percent additive is
required~ when it is the o~ additive, for the soil to pass the
freeze-thaw tests whi1e four percent 1ime plus six percent cement
more than adequately withstood this test.
39 (6) Wet-dry tests indicate that f'our percent lime plus four
percent cement is sufficient additive to withstand this series of'
tests. Two percent lime plus ten percent cement will sut:Cice. It can
be seen that lime great~ enhances the ability of the soil-cement to
withstand this test.
(7) The cost of actual construction will not be increased
since the additives may be put in the soil simul.taneous~ and achieve
the results required. The decrease in total percentages 0£ additive
necessary decreases the overall cost of the additives and the cost of
handling. It shou1d be an economical method worthy of field use.
This laboratory investigation indicates that the soil can be
modi.tied f'avorab4r by a lime-cement admixture. Also, indications are
tha.t four percent lime is more effective than two percent lime in
lowering the required cement content.
Different soils possess diff'erent chemical. and physical.
properties. Therefore, for any particular soil encountered, some
laborator.r investigation ot the soil nnl.St be conducted before any
field work is attempted.
40
APPENDIX A
TYPICAL MOISTURE-DENSITY RELATIONS GRAPHS
HO 5:)6 :O)CS PER INCH THC FREDERICK POST C:O CHICAGO ILL
41 I
I
•All!' I -- I I I I I
-L I
_..>- ------v I
~ I / I I .
'"~ ~- -- V"' I~'
W'V / ...... ~
'.> I/ ~~ .. .. .. "I~ :,
.. \ '~ \ &J ,_. l. ,_ ... ~
i) r\ ,U n \ I> :, ro ~ ti: -, z i. rim. IDJ ,c, ,n~ rF' ~T ~n~ p lr:1 ~I l'I J iV ~n I I"" ~ z IAA Pl '"R ~· N" ~ I m ~, 11s:; s:' -- E~T ~l J r-.i I - 1--
~ Vf 'RC t11c .... DF IY ) E' -'Ti tr, I 1nl Nr ,s OE:~ ~lJ ~IC FnnT - "~ '/) :!I! n OT Ut IU M hi( Tl ~, ,·n• ITI .f\J. ,. = ?I 7 )/._
" I"'\ --,. ,_ .. -- l I
,..._ --m 15 ,n 25 ?O
PE ~R ~F' NT u ln1! - ~ - - N•• ,. I I ..... I I .I 1111 I I t
NO 536 SXS PER INCH THE FREDERICK POST C:O CHICAGO ILL
42 I --+-
I i ! I -· I i
-I --1--
I I
! ----t-
-
-, ,.._ ·--
I _.,..... --,,,,,, - r--....... - ~ r,,....
~ ) ........ ,.,. I
" ~ ... v' '"" ~
~ ........ '--- ~
~ ~ _. ... ",
~ -
" ~-.V-· ~
:x: ~ T fP ,.. j I l!s; AC M " _ .. , - ~~ ~ 'J• 1•np ~
~t L .. "' .... .. , ,.., ••• ~A.' 11 -1iu! T c:i~·r - :• ,-- " I :t I hll I ~
l. - -- -- I ;
"""' ~
c:r II I IIM ~ j lNr I ..... - ft ·, I\.. -· "' '~ i - )s:' ~ r s:~ IT ur, ·~· r111 ~r: ~ -, I ru I ._1\.1 I
--· ~
- ... --~··-- VE AC m ~ - ~ ~l 1!'111:! IU)' I, ii .___ ~-- lM P.( Ul.1 n~ Pl ~D r'II t:ur ,= hn'" ....... -· · " ,,IJ ---
"""} 0 bT Ml JM Mi ii~ rt RE l: UN ·~ I\IT·•: IJ 0/11
>-I 0
---1n " ~"' ~" ::in I'S:: Q I ~s: JT u, \IC: TII gr: r.1 r\N II .. toll
43
APPENDIX B
GRAPHS OF PERCENT ADMIXTURE VERSUS 7 DAY AND 28 DAY STRENGTH
NO 536 SXS PER INCH THf; FA~DERICK POST CO CHICAGO IL\,•
-~ I N P( iU~ rn~; ;)F' R c.r Ill RE ,~r M :SI Nt Nl I 11
.... r~ . (~ .. ~ <n - ---I ~~ I '~ '',J :~ ~~ _() C) <:> - I
~
v
.. ... -
i ... I
...... -- rij --- -· j) -,u ~ hi - \ ' ~ - "'. \ " ~ i\.
- t> I "n " \ ',
5 'I .. - ~ ~ ~ \ z _. Iii..
~ i1'1 - !: ~ ]: ~ ~ r11 \ '\ I H - ., - 'I I ..:;. \-~
,-
~ )
C> '7 :I ~ d J;lf m n .. ~ ~ W,. ~ -- .., .... .I\ - 2 N u ~ I ti>
......... - \: 7 m \,n ~
I ~ ~1 :J? ~ rz \, "\.'G ~a - ~
µ r,i ' t> ., :"O \'- ~
y, -4 ..., z - · .... ' =i i"f
.,, 'f.i. \II. - ~ - \ '\
- \ "' " \ ~ t,:>
0 •. 4 -·- ~ """-' :~
I t, I >
NO SH SJCS PER INCH THE FREDERICK POST CO CHICAGO IL.I.,
- -H " I •o IN i\~ :'."-i I t, ... .., 11 .. ~IF' ~ :n URI • I \Jr. H ... rL> OJ .. ~ 01 c ~ -~ <>
-< t) \ > ~~ ~~ H () ' I ' ., ,., 1
0 () () , -
t I
... , -I
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,.,._ '
I "I'... '--- ,-
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': n- ""', """' .... ~
~ .,
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~ ~.ti~ - "~ p m . " ~( r,.. __ """ ~ "--~
... ~ rJ)
..... s: I ' "7 ~ !!. ~ - _JI K I' I - :::> :1
;o ~ 7 ~ - - ", ,,
H - ij - "} ~ i ,,, 'II rl'I " " ..... I "'-. r-,....._
4
l> !> -- z ~ ~ - ~ - _. ·n ~ I'..~ - 0
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:"'. 1,-4
\ ., ..... ,. I)
...__ - . . ... I .. I ('.
i\) ~
I ~. I~
~bi
46
APPENDIX C
GRAPHS OF RF.SULTS OF FREEZE-THAW TESTS
NO SH HS PER INCH THE FAEDERIC:K POST CO CHICAGO ILi.,
~ 0
" ii % u
0 u
= 0 Q,
it u ! Q w a: ... w ~
% u ! IC w Q, .,. x
"'
IIO ., Ill
0 i:
--
(I'
' ~ --E (!
~ .... ;, ~ -n,
lL -
-
r-li-t-t-+-t-~~1-J__j_v-_ _kL~~ J/
-v
,u n- L rnt1tC::'""A ~•T
v I
/ v
I
/ I/
/ I/
I
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o\<?'
/
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J v
I/
, '/
I
- • ·-· 11t.-- ,_
IC 0/0 1~EI ~Er T
~-r'~1,h--t-11L-f--~1 ~~--+--+-j_Ll=
0 u
= f ~ u ! 0 w ae .. w :z ...
!IC
! IIC w ... "' IC ua
IO ., Ill
0 i:
I
II
~ let ~ Ir'\
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~
e UJ r)
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f-1 ~ c:;
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I I I I I
' J I I I I I I '
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I I I I
I I j I I I I/
}1 ~ .'7 j ~ I
F RE 1E: ~E Tt !A' w ~y
G Rt Pl ~ NJQ. -'
--q ~
I
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~C.:,I itJ/ ;~ .. , .. ~,
01'
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j N DT t:': I T lu~ l\/0 n c, r rt. int ~· ,m :,n•
I . hr rl nn m P-n :: 111 n~ IP I -1,=, ( ,I llll
I .,
in vr , I II 'nO
j
I or= R1 ~r: ~T V( )I IIV J:' r--... lU I~:-I VJ:'~ ,~, ·~ I
~ ..... - I- /J: T ~I\ LAI ~v "'I I=' - -
\\ IT ~ ~ I ~n NS ITJl N ...
n ~o PE .. R Cl ~NT LI ME Al DD Tl VE
l~ c~ in Iii I~ ~I •r:
NO SH HS PER INCH THE FAEDERIC:K POST CO CHICAGO ILi.,
~ t. Ji Ii,., t. I l'I ' , u -L M ::. ~ t" i A I H,j i:.
_co (fl rD -~ -
~ ~! jZ ~ ..... ~
~ ~ t:! ; p 5 ... .,, ~
= . ~ n ..... 0 ~
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51
APPENDIX D
GRAPHS OF RESULTS OF WETTING AND DRYING TESTS
NO 536 SX5 PER INCH THE PREDERICK POST CO CHICAGO, ILL
BIBLIOGRAPHY
1. McCauatland, E. J., Id.me in Dirt Road, Pit and Quarry, Vol.. 10 No. 5, PP• 9.3-95, June, 1925.
2. Johnson, A. M., Proceeding, High~ Research Board, Vol. 28, PP• 490-507, 1948 •
.3. Woods, K. B., Lime as an Admixture for Base and Subgrades, Paper presented at the .31st Annual. Convention of the National. Lime Association, 1949.
53
4. McDowell, c. and Moore., w. H., Improvement of Highwq Subgrades and Flexible Bases by the Use of Hydrated Lime, Proceeding of the Second Internationa1 Conference on Soil. Mechanics and Foundation, Vol. 5~ PP• 26o-267, 1948.
5. Dawson, R. F • ., Special Factors in Lime Stabilization, Highway Research Board, Bulletin 129., PP• 10.3-llO., 1956.
6. Mills, W. H., Road-Base Stabilization with Port1and Cement Engineering News-Record, Vol. 115, PP• 751-75.3, November 28, 19.35.
7. Mills, W. H., Stabilizing Soils with Portland Cement, Experiments by South Carolina State Highway Department~ Proceeding, Highway Research Board, Vol. 16, PP• .322-.349, 19.36.
8. Felt, E. J ., Factors In.tluencing Physical Properties of SoilCem.ent Mixtures, Highway Research Board, Bulletin No. 1081 PP• ]JS-162, 1955.
9. Spangler, M. G., Soil Engineering, International. Textbook Company, P• 29, 1951.
10. ASTM Standard, Part .3, American Society for Testing Materials, PP• 1786-1788., 1955.
11. ASTM Standards, ibib., PP• 1769-1773•
12. ASTM Standards, op. cit., PP• 1774-1776.
1.3. ASTM Standards, op. cit., PP• 1756-1766.
14. Standard Specifications for Highway Materials and Methods of Sampling and Testing, Part I, PP• 45-51, 1955•
54
VITA
Raymond Frankenberg was born January 'Zl, 19.33 at Washington,
Missouri. His elementary schooling was received at St. Vincents
Parochial School. After graduation from elementary school he worked
on his rather' s farm until April of 1952.
In Apri1 of 1952 he enlisted in the United States Arm:,' and
served for a period of 24 months, of -which 16 months was served at
West Point, New York. During his Army career he received his high
schoo1 diploma..
In September of 1954, he enrolled at the Missouri School of
Mines and Metallurgy, Rolla, Missouri and received a B. s. Degree in
Civil :Engineering in January, 1958.
Upon graduation he accepted a position on the Mechanics
Departroont Staff at the Missouri School of Mines and Metallurgy,
pursuing concurrently a course of studies leading to the Degree of
Master of Science in Civil Engineering.