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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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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

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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

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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~'

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.. \ '~ \ &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

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~ ........ '--- ~

~ ~ _. ... ",

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: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 ---

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>-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

.. ... -

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...... -- rij --- -· j) -,u ~ hi - \ ' ~ - "'. \ " ~ i\.

- t> I "n " \ ',

5 'I .. - ~ ~ ~ \ z _. Iii..

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,-

~ )

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......... - \: 7 m \,n ~

I ~ ~1 :J? ~ rz \, "\.'G ~a - ~

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y, -4 ..., z - · .... ' =i i"f

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- \ "' " \ ~ t,:>

0 •. 4 -·- ~ """-' :~

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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 ~ -~ <>

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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'

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~ .... ;, ~ -n,

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v I

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I

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- • ·-· 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

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0 i:

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f-1 ~ c:;

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I I j I I I I/

}1 ~ .'7 j ~ I

F RE 1E: ~E Tt !A' w ~y

G Rt Pl ~ NJQ. -'

--q ~

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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.