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'Leir Affinity
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Jituuinous Haterials

A Zuésis Sucmitted to
The Laculty of
Michipan State Callere

of

Agriculture and Applicu Science

by
Janes L. Alvard David J. Hall D. Duane tau h
happen C. Bissell Donald A. Harlatt Sidney P. Vagner

Canuiuates for the Degree cf

bachelor of Science

June 1956

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Dreface

Tn tne field of tbe Civil Fn_ineer, there is
a Vreat need for practical research, especially in
that portion of the field dealing with low cost road
building. We Lave chosen for our thesis ”A STUDY OF
MICHIGAN SOILS AKL CLAYS AND THFTP AFFTNTTY FCD ETEU-
MINOUS HATFPTALS” uecause we feel that we can add
to the mark already done in this field, by studying
the statility of twelve typical soils, treated nitn
different percentawes of emulsion, Ctt-uack and read-
oil.

Because of tne snortness of time and the quantity
of naterial to CB covered, we six have goined towether
for the purpose of makin¢ a mere reunced stucy of
twelve typical Michigan soils.

We take this Opportunity to thank Professor
Linney for nis aid, criticism, and patience in working
with us as an adviser; also the Civil Engineering
Departuent fer tLe use of their equipment and library.
Re are also indesteu to the Stancerd Oil Company of
Tnuiana as uell as the American Lit nuls Ccmpany fer

supplyinu us with road-oils, cut-packs, and emulsions.

Introduction

TLG develornent of universally applicable
means of stacilizing soils is undoubtedly tie most
important thinU we now have to consider in the low
cost construction field.

In the United States alone tLere are over three
million miles of roads, of WhiCh the majority are of
earth construction. Beside the use of the theory of
soil stasilization for the finisled roads, engineers
are now considering the reasons way concrete pavements
fail. The main reason is the lack of a suitatle
subyrade and applying the frincirles of stabilization
to the suborade befOre the concrete slab is laid.

Since we are located in the State of Michigan we
will liiit this study to tne soils of Michi an. There
are over sixty thousand miles of dirt roads in this
State; some of then are trunhline roads, btt the
na40rity are roads used to connect farms with the
narnet centers, and it is to these roads that we will
dev0te our tile.

To make oar test real and to lave some meaning,
we nave collected a total of twelve soils from scat~
tered locations in the loler peninsula and each will
se tested individually.

is must keep in mind the fact that having devel-

Oped a netnod which is applicable to one class of soil,

we cannot take LL18 data to a new location and apply
it without understanding the new coneitions and
still expect to nave the same set sfactOry results.
The matter of soil stasilisation new Le divided
into two parts, one where tue character of the soil
is changed Ly methods such as varying the clay con-
tent, the sand content, etc., and the other that of
susstitttinb in the re_ticular soil sons material
that will preserve the characteristucs of tie soil
anen it is at its sest noisture content. Tt is a
sell known tact, tltLouUn not nicely epyreciated,
tnat alnost any soil tnen at the rivht .ater content
will support very neavy loads with out little deform-
ation. If LL18 condition could to taintainod the year

urfaccs as in

around- havinp the Hell packed sn'oth

C,

U:

LLB early sunnor instead of the mud holes and dusty
suriaces- or, puttinpit another way, if the soil

could se so treated tnat it would not to Changed in
volune throuvhout the year, tfere would as little need
for yavenent other tran a tgin neariny course to take
care of the a rasion.

Asptaltic Iroducts, ae fave taken emulsio s, cut-

’Jn

sacks, and road oil), awe used in tt 8 connection with
the View either of surrounding a layer of earth when at
its nest tater content so that the water can bet neither

in nor out, employinu a heavy asphalt coatinc, or of

replacing the moisture tnrcu_hout by a suitaole low

vis‘csity asphalt product. fie have undertaken to
try toth of tnese methods in this survey.
Sand and 01a; are two very common soils and are

widely distri uted. Sand—01a» mines Lave been made

3
tnat have proven satisfactory and further study on the
s sheet will undouoteoly orinL better results in the
future.

Let us first study the ingredients me till use in
our min. Sand consists of ninute perticles of rock;
then dry it is very u1staole oecause it has little if
any power of cenentation uecause it UFCGP§CBS no fur-
ther decomposition; when wet to the right deLree it
is very staole as noted by the sands of Daytona peach,
oeacuse the sand particle mecomes surrounded with a
iilm of moisture which tends to hold tne particles
tooether. Thus we can see that a gure sand road, while
it mi,nt be all right in set weatner, oecomes of no value
as a load-peering surface during dry weather.

On he other hand, if the natural soil is clav me
have a hard compact road uurin; the dry season, because
clay possesses a cementing cuality, out in the net sea-
son the clay eecomes plastic and sticky, depending on
the water content, and is incapaole of supporting
WBiULt.

A nihture of the two in tne right propertions,
however, hives wnat is inown as a ”sand-clay” road and
is fairly staole the year around. We intend in this

study to take tne natural soil, wnich may or may not

~l

ea or the right proportion of sand and clay, and .v
surrou din, the garticles uith astraltive material
retain the troper tinder and produce a sta-le surface.

The theory of sta_ilization, Lnen, "is the addin;
of an adhesive that will furnish films LOre suustantial
than moisture alone by ternarently QGSZPCJiRQ the clay
and colloidal preportiss reszonsiole [or detrimental
volume chanve in the soil min ure.”

Previous investigations have taken samples secured
irom snort stretches of existing roads those firuness
and waternresistinu qualities were noted in contrast
to the prevailinU earth roads. Tn these tests top soil
(soil skinned from LLB suriace of the field to shallow
depths) was used. Tt uas thoubtt that from lent culti-
vation such deposits had UCUGPLCRB wCEtgePinb, eater
separation and the probable influence of organic acid
whicn pave to then their superior consistency and
bindinu stauility. he in our eageriuents will try to
find what is in the soil and what has to be added to
make a QOOd sta-le road.

In a wood sta.ilized road the essential constitu-
ents are coarse abyrebate and soil mortar. TLe mortar
includes coarse sand, thich sup lies hardness and in-
ternal friction, fine sand and silt (passin, a g6 sieve
and retained on a270) which are interspersed with the
sand to provide intednent, and clay which on tie sur-
face of the sand and silt acts as a cement providinb

cohesion. The action of this mix when moist is to have

the clay expand enouph to fill the voids and leave the
sand URUiSLUPde. Likewise too much hater would cause
the clay to estard to the eitent Cf dislodginu tie sand
particles, causing the entrance of more water and
causing loss of stacility.

Almost all the r_seercn that has tern done L88 been
«ith the use of asyhalt euulsion, which has proved iair-
ly satisfactory in the applications that have been tried
in road construction so far. We will yo further in this
study with euulsion and will also try sevtral miies
usinU cutuachs and road oils.

A definition of a few of the terms that us will
use in our study mivht te helpful to the report at this
time .

Emulsion: A comuination of water and an oily sub-
stance made misciole with hater thrcu h the action of a
saponifyinL or other aLsnt.

Cutuack: Petroleum or tar residue which have been
fiuhcd eaCh uith its own or similar distillates.

Poad oil: A bituminous material with an asphaltic
case fluhed with soft lu ricatinf oil.

We have Cone still further into this suuuect Ly
testing for the cheuical content of the soil Ly a
Special analgsis worked out sy the soils departuent of
Michivan State Col-eye. This procedure has never teen
tried uefOre to our knowledge and we Will endeavor to
see if tnere is any connection betweci the cheniaal

content of a soil and the success or failure of the

(’3

road stability.

Because of these reasons, we Lelieve that there
is much need for experimentation on this type cf road
conSLruction.

Soil stauilization is very econcm cal, first,
cecause we use the natural soil uithout the addition
of further inbredients and we will also limit ourselves

to a total of five per cent of asphaltic material.

m

Application of the asphaltic materi 1 can as made

cold, doing away with the necessity of heating the

‘

KJ K.’

tsphalt and the a rebate. The heating cf the aspialtic
materi l is a can erous practice in the herds of inex-
perierced operators oecause of the volatile nature of
the material and the iact that further distillation

and chemical action mi ht take place with more heat than
necessarV.

Application of the emulsion especially and Cf the
oils and cuteacs to some extent may as made during rainy
or damp weather tecause of tne necessity of having a
certain amount of water film around the particles so
as to carry the cituminous material for complete
coveraue.

There is much less Chance for "bleeding” of the
asphaltic material during LOt meathcr tecause cf the
minimum amount used and the method of complete cover-
ELVG .

The eigense and necessary engineering is Legt at

a minimum due to the simplicity of the structure.

Tt is nith these thoughts in mind

uade the followinb study.

11
PROCEDURE

The procedure of investigation followed was two-
fold in nature, having standard recOgnized tests as
one part and experiments of various natures as the
other part. The standard tests, consisting of several
divisions, were handled in such a manner that the
method could be easily and quickly applied to any road
to give the physical, chemical, water-resisting and
other characteristics of the soil. Now having the
properties of the soil, the experiments that were carried
out attempted to establish definite relationships between
the soil prOperties and stabilized soils using road oil,
cutback, and emulsion to provide an economical method.

No strict rules can be devised for sampling soils
because the manner of taking the sample will always
depend on the nature of the problem involved and
application of test results. The twelve soil samples
used in this testing Operation, however, represent the
lower peninsula of Michigan. As the amount of soil used
in this system of analysis is very small when compared
to a field or portion of a field problem, the field soil
samples should be selected with care from representative

llocations.

Composite samples are preferable to single soil

\

Samples because experience has shown that soil constituents

Vary considerably with soil locations. Usually marked

T2

differences in this respect will be found between soil
samples taken from 310pes, knolls, and low Lands.

also due to soil weathering processes, a soil naturally
forms layers called horizons, having marked differences
in physical and chemical prOperties. The twelve soils
handled in this project are of the above mentioned nature.

As a general rule, six sampling spots, spaced about
equal distances apart along the section and staggered
three on each side of the road bed, give fair representa-
tive samples. Mix the soil obtained from the six sampling
spots to form one composite sample of the road. Having
the twelve composite samples, the soil samples were
thoroughly dried in air and any lumps or clods were broken
with a rubber covered pestle. A representative test
sample of the quantity required to perform the desired
tests was selected by the method of quartering.

From the quarter sample, the following tests were
run: water-asphalt preferential test, chemical analysis,
physical analysis, sieve analysis, and soil fines. For
brevity, the soils are designated by numbers. .

The water-alphalt preferential test is usually
intended to determine the water-resisting properties of
a soil to be stabilized and is made on a sample of dust
passing a two hundred mesh sieve. Fifty(§0) mls. of
heavy fuel oil, sixty to seventy percent aSphalt, heated
-'to 1400!. is placed in the sample bottle. To this is

added ten grams of dust passing two hundred mesh sieve.

13

The bottle is then placed in the hot water bath and the
mixture stirred for five minutes with a mechanical mixer,
(Fig. 1-) revolving at a speed of 1500 r.p.m. After five
minutes, one hundred (100) mls.of distilled water of
140°F. is added and the mixture again stirred for another
five minute period.

After the sample has had time to settle and the
water become clear, the amount of clean dust in the
bottom of the Jar (Fig. 2.) is estimated and recorded
as the percent of total dust separated. If tne dust is
of satisfactory quality it will remain in the oil and no
free particles will be observediin the water at the bottom
of the Jar. The dust retained in tne oil may cause all
or a portion of tne oil to settle to the bottom, after
a certain.lengtn of time. If dust is of a poor quality,
showing a strong affinity for water, the dust will be
concentrated in the bottom of thejar, having separated
from tne oil. The test is reported by estimation the
percentage of dust which separates. Using these terms, 0
Percent separation would be entirely satisfictory; 100
percent would be entirely unsatisfactory. At the present
it is considered that a separation up to 25 percent may
be tolerated.

The chemical analysis was carried out according to
methods described in "Technical Bulletin No. 132; 8011
Testing; October 1935" by C.H.Spurway. As many of these

tests are very sensitive, they are easily contaminated;

 

hence, 1
neceSSa:
read by
color c
results
face t1
the co
For pr

sectia

accord
tiOns
and '
Hignw
were
The 4
Spec

BdVe

Dar
mat
ide
in.

Sn]

14

hence, pure chemicals and clean glassware apparatus are
neceSSary for good test results. The test results were
read by comparing the color of precipitate witn the
color charts of the bulletin, and for comparing the test
results witn the color charts, except wnere otherwise noted,
face the lignt, place the tube on tne paper adjacent to
the color, and view the solution in tne tube lengthwise.
For practical interpretation of the test results see tne
section in the bulletin on interpretation of test results.
The physical analysis of the soils was handled
according to specifications given in “Standard Specifica-
tions for Highway Materials and.Method of Sampling
and Testing" adepted by tne American association of State
Hignway Officials. Also, tne sieve analysis and soil-fines
were tested by methods devised in the above specifications.
The tests carried out are listed below according to
specification or test number to simplify the work and to

save timb.

Plastic Limit............T. 90
111an LinitoOOOOOOOOOOOOT. 89
Mechanical Analysis..;,;,1, 88
Plastic Index..........;.T. 91
Shrink38600000000000OOOOOT. 92
Sieve Analysis...........T. 27

Of all the various experiments tried in tea second
part of the investigation only those that contributed
materially to the work will be discussed because several
ideas and methods that were attempted failed absolutely
in.tneir aim or proved of no value whatsoever to the
subject. To include in the prodddure the large number

that failed would merely cause confusion; consequently

 

only the
be expla
and stab

results.

15

only the methods giving results of worthwhile nature will
be explained. Capillary attraction, water absorption,
and stability were the projects that showed feasible
results.

Capillary attraction between the twelve soils and
the road materials was investigated in view of the fact
that such attraction.would be evident on a stabilized
soil. Road oil was poured in five test tubes until a
half inch was contained in each tube, care being taken to
pour the oil in such a manner that none touched the sides
of the container. To tube number one, a small portion,
equivalent to one half inch in the test tube, of dry soil
was placed directly on tOp of the road oil and tamped
firmly but not too firmly to cause the soil to be forced
by pressure into the oil. Half-inch tamped layers were
added until a total height of four inches was reached.
The capillary rise of the oil was measured every twenty
four hours until the maximum height of rise was reached,
which on the average required three weeks. The four
remaining tubes were handled in the same mnner except
that the soil samples contained four, eight, twelve, and
sixteen percent of water by weight. All twelve soils were
tested by the above procedure using road oil, cutback, and
emulsion, giving one hundred and eighty samples for
comparison.

In order to run absorption and stability tests, soil
lariquettes had to be prepared and weathered. Five hundred

grams of dry soil, selected by quartering, was mixed with

16

the necessary percent of water to bring the soil between
the range of its liquid limit and plastic limit; the
addition of water greatly aided in coating the soil
particles with road material and brought moisture content
of the soil nearly to normal conditions. Two percent

of road soil and material by weight was added to the
slightly wet soil,thbrcugnly mixed by hand until all the
sail particles were coated with road material. after
mixing, the mixture was allowed to stand until all excess
water had dried out or evaporated. Three, four, and five
percent of rOad material batches were made using again
read oil, emulsion, and cutback as the road material and
all twelve soils. Five percent being the highest percent
up to which it would be economical to use.

Having lost all the water that would evaporate or dry
out, the batches were compressed into briquettes by the
compression apparatus shown in.Figure 3. Dividing each
batch into three parts, three briquettes were made to be
tested later. Each one third of the batch was pressed and
rodded into a two inch diameter by four inch high
cylindrical mold and then compressed at a totallcad of
one hundred and forty pounds for two minutes without
extruding around the compression cylinder. The rodding
consisted of tamping the soil ten times with a one half
inch circular tamping rod while soil was being placed into

the m01d3 e

17

after compressing the samles were forced from the molds
and dried to constant weight in an oven maintained at 140°F.
for twenty four hours. From the oven, the samples were
allowed to weather in the air until all cracking and
shrinkage had ceased.
The equipment for the absorption test consisted of
a common ordinary flat bottomed container filled partly
full of water with a stiff wire screen at large mesn
supported by bricks at the elevation of the water surface
on t0p of the screen, a heavy white blotter was placed
thereby forming a water mat similar to earth. The
container was also equipped with a water-feeding device
which maintained the water in the container at constant
level at the surface af the diatomecous blotter surface.
The previously dried samples were placed on end on
the wet surface of the blotter and the container covered
and sealed against loss of moisture. The sample briquettes
were weighed when placed in the water container and at each
twenty four hour interval until the briquettes reached a
constant weight which required from twenty four hours to
five days according to the different combinations of soils
and road material. By comparing the original weight of
the sample with water absorbed sample, the waterproofing
qualities of the combinations could be ascertained.
at the end of 168 hours, the samples hhich had been
subject to absorption tank were tested for stability, care
being taken to prevent any loss of moisture until tests

WGIB run.

18

The testing device consisted of the following: a heavy
cylindrical mold two and one-sixteenth inches inside dia-
meter by five inches in height was fitted with a tool steel
disc in one end which small perfectly fit the inside dia-
meter of the mold. In center of disc, a circular aperture
having an area of exactly one square inch with the edge
of this aperture tapering outward to leave a cutting
edge of the face toward the inside of the mold was fitted.
a plug, equal in thickness to the aperture and entirely .
closing the aperture was provided. The plug was placed
in the aperture and the sample to be tested firmly pressed
into the mold until in perfect contact with the disc and
plug at the bottom end. a cylindrical steel plunger two
inches in diameter and six inches long was then placed
on tOp and a pressure of a few pounds applied, the load
released and the plug removed.

The entire ensemble was then placed in a vertical
position under the traveling head of a hydraulic com-
pression machine (Fig. 4) equipped to measure the lOad,
which is applied. The bottom of the disc and mold was
placed on a device which allowed extrusion of the sample
extruded. The load was applied on the plunger at such
a uniform rate to press the plunger into the mnld at about
one inch per minute. As the plunger goes down, the
maximum total load exerted by the compression machine was
observed and recorded. This total load was reported as

stability of soil mixtures in pounds per square inch.

From the above investigations, the following data

and graphs were compiled.

‘9

 

 

 

 

 

 

'

 

Fl'
JCI‘C‘.

E

Pv

Name

Vvaurlfir'

Plvord

Hall
Faugh

Rayner

AlVOPQ
hissell

hissell

Enulsion-

Road Oil~

Cut Lack-

Numser €011

8011 Table

Name of Soil

1 iillsoale PB Jonesville
2 Naponce Silty Clay Roam-
C. F. K9110;

a Van Buren- C-UOpizon Sauiatvck

a Fox Stupgis- Eze"-a8”

5 Longcrce Type Mackinac Co. 70.
Veach Strong, Mich.

6 “cselawn Sandy Loam- Brown
horizon ia’- ‘"

7 box (pa; Sandy Loam A2, C.F.Kello¢v

8 Hillsdale Hiami

9 Ontcnagcn Clay C. Horiscn— Papaht
lateral at 8 ft.

1C Hillsuale Jonesvill: Ese"-28"

ll Hillsaale 3. Miami

12 X

Bitumen
Bit-U-Mals Ecil
Stabilizer AE—D
Standard Asphalt road Oil fa
Stanolihu Cuteack Asphalt

Surface Treatment

OTL

C‘

sl

(\7

I U

Soil .1 Hillsaale fl: Jonesville
Soil gs Longeree Tppc O Veatch

Trulebtiva ti on

Sidney Wagner

 

This
gravity of
data is tn

fi Wat

/

f"**~//‘””“"/ I’M E/ I”

23

soil #1 Hillsdale a2 Jonesville

This soil was a reddish brown in color having a specific

gravity of 1.02 and particles uniform in size.

The following

data is the results of the tests that were made on the soil.

Liquid limit 00000000000
Plastic limit

............l4.0%
.........12.8%

Shrinkage 0....OOOOCOOOOOOOOOIOOOOOO 6.2%

Percentage of sand ........
Percentage of clay .......

.........27.6
....10.0

Percentage 0f811t 0.0000000000900006204
Percentage of total which passed

Plastic index ...........
Field moisture ....

200 mesh sieve .......29.3
.... 1.2%
0013.5

Capillary action

 

 

ngg 911 Emfilsign Cnthggk
fi Water ise fi ‘ater ise $ Water Rise

 

 

 

 

 

 

 

 

 

 

 

 

 

0 2a" 0 o" o a“
4 " 4 1/8" 4 12"
8 2 7/8" 8 1/8" 8 IX”
12 2a" 12 k" 12 1k“
16 2%" 16 a" 16 12“
Water Absorption by Briquettes
p
Rggd 911 ~
w s. hilt: 72 Hrs.
Dry Wt. Wt. 4 Hrs. fi Absorption
2 177.7 “” --- --- 000
3 200.3 --- —-- --- 0.0
4 167.9 --- --- --- 0.0
.5 181.5, --- --- --- ”
__§mnlsione
2 205.3 205.3 206.1 206.1 0.39
a 141.7 141. 142.3 142.3 0.42
4 170.9 170.9 171.3 171.3 0.255
5 212.6 212.6 212L8 4212-8 9 994,
2 --- --- --- --- ---
3 194.1 194.4 195.1 195.1 0.515
4 242.8 243.6 245.7 245.7 1.15
5h _1§1.1 13;.4 p183.5 ._183-5 0.2134

 

 

 

 

30110. 01'.
f lateria.

U14>WN

it
of 0.95
contail
in Pea

tests

R086
%

:gooho

Stability of Briquettes

 

 

24

 

Road Oil *__ Emulsion ‘__ Outback
$~Material Lb/Sq.In. fiffiaterial Lb/Sp.ln. $.Material Lb/SqTTn.
2 1550 2 1920' 2 ---
3 1610 3 2300 3 2100
4 1700 4 3500 4 2710
5 1730 5 7530 5 2830
Chemical Analysis

Nitrate 2 P.P.M.

Phosphorous % “

Calcium 0 "

Magnesium 5 "

Iron 35 "

Chloride O "

Potassium 10 "

Intensely acid Ph. 3

Soil # 5 Longrie Type.Mackinac O.Veatch

This soil was a dark gray having a specific gravity

of 0.98 and fine uniform particles although the soil

contained a great deal of material similar to that found

in peat swamps.

The following data is the result of the

tests that were made on this soil.

Linlld. limit 0000...

Plastic li

Shrimage 0.0.0.0000

Percentage
Percentage

mit ceeoeeeooe

of sand

of clay ............

00000000....

Percentage of silt ............

Percentage

Ro d Oil
3‘ Water F135

0 23w

4 23“

8 2 3/8"
12 n

1 6 275"

passing 200 mesh

Capillary Action

sieve .
PIBStio ind-ex 0.000000000000000
Field MOiSture 0 0 0 0 0 0 0 0 0 0 0

Emulsion
fi ater ise
O 0 fl
4 1/16"
8 3/16“
12 '"
1 6 a"

35.0%
0.0%
4.8%

22.8
7.6

69.6

26.6
35.0%
36.7%

Outback

fi a er

0

4

8
12
16

ise
‘u
‘11
‘11
1 1/8"
I“

25

Water absorption by Briquettes

 

ROAD OIL
p Road Dry Wt. at Wt. at Wt. at Percent
Material Wt. 24 Hrs. 48 Hrs. 72 Hrs. Absorption
2 143.9 144.1 144.2 144.2 0.708
3 155.1 155.2 155.6 155.6 0.323
4 144.8 145.0 145.3 145.3 0.345
5 179.8 180.1 180.0 180.0 0.111
EMULSION
2 160.8 164.3 165.7 165.7 3.05
3 135.4 137.8 139-7 139.? 3.18
4 180.0 181.6 181.9 181.9 1.06
5 138.9 139.3 140.1 140.1 0.79
CUTBACK
3 139.5 140.0 140.4 140.4 0.641
4 174.9 175.3 175.8 175.8 0.515
5 174.4 175.0 175.8 175.8 0.805
Stability of Briquettes
Road 011 Emulsion Outback
f Material Lb/Sq.In 96 Material Lb/Sq.In. 96 Material Lb/SqJn.
2 900 2 2290 {X ---
3 1290 3 5010 3 1540
4 1380 4 6960 4 3100
5 1450 5 9560 5 3260

' Chemical Analysis
10 P.P.M.

fl

Nitrate
Phosphorous
Calcium
Magnesium
Iron 4
Chloride
Potassium
Strongly Acid

333::

ooomom

Ph. 5

. 5W! 8!. that}.

 

.......H’C~A .3 u.iV. JVWHA‘

-, vat,

 

 

26

The water perferential test made on both soils indicated
a very strong affinity for the oil with very little soil
settling to the bottom of the glass jar. According to a
careful estimate, the percent separation of both soils was
around ten which is entirely satisfactory.

Figures lb and 5b show the trend of the capillary
action of the road materials as they pertain to the two
soils. It is noted that the road oil showed the highest
capillary action in each sample with a maximum rise of four
percent water for soil one and of twelve percent water for
soil five. Following the road oil, the cutback and emulsion
are in the order named and again the highest capillary rise
takes place at the same water percentage for cutback as
for the road oil. It is thought that the water percentage
for greatest capillary rise should be near the liquid

limit as happened to be true in the above cases. The
emulsion shows very little tendency to rise which probably
is due to the fact that the emulsion contains water thereby
the evaporated water out of the soil is partly replaced by
water from the emulsion. Neither of the soils show a

Inore effective capillary action over the other.

The results of the absorption tests prove that in
both soils the waterproofing qualities of road oil stand
alone when compared to the emulsion and cutback.

Although the road oil mixture had the greatest capillary
action and the best waterproofing qualities, it had the

'Poorest resistance to shear with the emulsion mixture

 

 

27

acting in the reverse order of poor capillary rise and
waterproofing but showing the greatest stability. All
the mixtures increase in stability as the percentage of
road material is increased.

Observations concerning the physical and chemical
tests show the following: Both soils contained sufficient
sand, approximately one-fourth, which appears of necessity
to provide stability along with enough clay, seven to ten
percent, to give the sand a binding material. Also each
soil contained over twenty five percent passing the 200
mesh screen which gave sufficient filler along with sand
and binder. Each soil was strengly acid in.nature and
high in iron content, indicating soils of that nature
can be stabilized economically with a bituminous road

material.

       
 

 

 

     
             

 

     

 

       

     

 

         

 

 

 

 

    
  

 

   

 

 

  

 

    

 

 

   

 

 

     

 

 

 

 

 

 

 

 

     

 

     
                         

 

 

   

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

  

      

 

         

 

 

 

 

      

 

 

     
 

 

  
       

 

 
 

 

 

 

 

 

        
 

 
       

   

 

 

 

 

          

 

 

 

 

 

 

 

 

 

       

 

  

 

 

 

   
 

 

 

 

        
 

         

 

 

 

 

 

    
   

 

   

 

 

 

 

 

          

               

       
 

  

 

 

           

 

 
 

 

  

 

    

 

 

 

 

       
  
 

 

 

  

 

 

    

 

 

 
      

 

 

    

  

 

 

     

 

 

      

 

 

      

   

 

 

 

 

    

         

 

 

  

               

 

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. . fl» Itkdéuflcrr. . ....luEhlan'iluJII-tn a

..m

   

8011 3; Naponce Silty Clay LCLm
5011 f? Fox “pay Sandy Loam

Tnvustivation

c;

James L. Plvcrd

28

 

.Jahtulli Ail'tllu'llt'x‘h‘ui“
‘5. . ,. . . x

. m
[It

 

Soil is

The results cf tLe preliminary tests cn Soil f2

are as f011U\" 8:
Physical

Licuia Limit ----- :8. C
plCLuLiC TJi“.1L----éo.:':.)

Plastic Tnuex—---a4.lfl
Ficlu ‘ucistupe--—CQ.C:
Shrinna e Liiit--l/
Clay ------------- UOo::
Sana ------------- l7.tfl
Silt ------------- 17.8”
PassinU LoCC ————— 89.&GH

Kaponee Silty.Clay Loam

Cut-314.1 cal

I

I

Calcium ------- z C p.p.m.
Chlczides ------ a; p.p.m.
titrates ------- ‘5 p.p.n.
Can anese ------ C
Ammonia -------- C
Haynesium ------ 7 p.p.m.
Cap. cnates ----- Rig;
DOCaSbium ------ C
Aluminum ------- l p.p,m.
Tpon ----------- lC r.p.m.
Nitrites ------- C
Phospxerus ----- C‘-
Suliates ------- C
Acia Pe3cticn-- Stronily
alkaline
pH 2 S

This soil has a hibh clay ccntert and in its

natural state fits in a

grsctically no stcncs nor op anic matter and Ew

stasle When cry,

soon becaze very unstasle.

Soil {7

I

lhe res ults of Lue

are as icilcws:
Physical

Liquid Limit ----- 32.2;
Plastic Limit----18,5p
Plastic Tnuex---- 0.7”
Field moisture---18.zg

Shrinka_e Litit--15.C2p

Clay ------------- 170 ZEN
Sana ------------- 70oIp
Silt ------------- CoCC,:
Pass inU (sCC ----- 8.8”

yard 1111:2114 V fCrT"...

treliuinary

Fox Cray Sandy Loam AZ

Tt contained

8 VSPy

Cut aCSCrCed water cuite papiuly and

tests on Ecil fi?

Chemical
Calcium ________ 43
CthFiQeS -'“""3C
Nitrates -------- 5
Han anese ------- c
Ammonia --------- 3
Car Chates-----— C
POtassium--;-—-_ 5
Aluminum -------- c
Trcn—-—- ........ 1g

29

 

WP.‘ 'v-J'

 

 

14w. I IN", .19..

‘! uYKIq

 

30

Nitr tes ------------- C

PhcsinPU‘ ----------- 1’2 (low)

Ha resium ----------- 15 f.p.n.

Sulfates--------——-15C p. p.m.

Acid TDeacticn ------ Stpcnily
acid

FL! 2 5

Tnis was 3 rec loam w;icL ccntainea scme pieces
of coarse awkrebate tith a :aiimum size of a cut 2"
Tt also contained some pieces of organic matter com-
posed lapbcly of small hair-like poets. It was cuite
custy when cry, Cut campactcc well unen get.

Tne cata for the final tests ape es fclloas:

Capillary Action
Soil fie--- Poad Oil Soil fC--- Cutpack

Percent water T“is e in inches Percent water Fise in in.

I

. (“1" .t
-\

J

10 L) V/) .‘i
-; . .n-I
&IJ l‘C/E ‘1/9 .9

8’") l o 7 8;; o 7

Soil g7--— Road Oil Scil f7--— Cut ack
p water Pise in inches 5 water wise in in.

c” 1. 9 ,"3 . 6

4,13 s . 7 3,”; l. :3

8,13 s . s 8,; 1. e

14,; 2.2 12;; 1.2,

163,; .3 . 2 13,; l . ‘1

———-——r_--*__—_____‘__C__ _ .1

alflflvuwcfl u.

m up re: » ...!" refit; -
3. [u

N~Q~Jq-leKWFBCQ-Qxlflltbetf m
o
H
H

new

\1~3.\7l\'

quantitative

apppcxiuate

Absorption and

Eitumen

Euulsicn

H

The '1‘,Lep¥ffefdr€r}i%_l_-.£§§£ is net

011

I.)

Eta

Bitumen

CW .3): -3 K? 01 a” 11V; 01 .p. Q! 0"

'N
J

(22 IV? (:1 H? 03 l\

(N b" C1 I-F

r?

 

 

Les

I

;ut merely SLCHS the relative and

L

o
1 1

y—J

..

Absorption

"1'7
(ad

15

Chi
.U/J

o 0’.)

11.5”

(\CTU‘N
-(',)(_)()C)Cr!("2l\)("n('7(")('_.‘(3\7

.1”
.eafl
. (IL-Ill.)

'z'
0 LL51.)

‘

,.

o Obit)
.CH

terH

’fi
9.":

F'“ (f)
H w

Statility

f.“ (‘1

(\7' H C) \1
‘0 O ‘0
Cl 01 H pr. «7 H
O ()(T)

\7m(\(>(:("~c31,p_
C.“ U1 (‘3 C) (:3 (‘J (J;

V
(j) (3:

\I-QC»:
CnH(

V
(:10 (>

”N
( ,-

rr (n (T) (T‘ in
(:1 Q. (1
30010 O

U] Fifi

accurate

arfinity of the cust for cil or water.

Tne results of tnis test snowed that soil [3 had a

(«J-

pr‘ecl La

er affinity for meter tLan for oil,

apCUt

Bap-Tcfi of the uust settled cut of the oil to the

cottom of

fop oil and did not settle out
Tne results of

results of the a scpption tests,

tlie

e tests

the con tainep .

{-3. p6

Soil {7

spewed a Lpeatep

also s'pne cut by the

water quite freely and soil {7 atSOpLed very little

water a

ll/L c

any apypeciagle amount.

31

32

For the assorrtion_tg§t the samples wefe left
in the «ater tath until they maintained a constant
weipht. The Naponee Eilty Clay Loam absorbed water
rapidly and had reached its maximum weiLht at the end
of the first day. The Fox Gray Sandy Loam assor ed
very little eater and at the end of four days in the
tater oath in most eases Lad aUSCPUEQ less than 1;.
Some of the clay samples fell ayapt when taken out of
the water aath and consecuently it was impossiele to
sane stasility tests on t.ose samcles. Other clay
samples cracked sadly and WLUD put in the water bath
assOPeed water until the eater reached the cracks
and then the a_sopption stepped. These samples ¢ave
inconsistent readinbs for both the atSOpntion and

staeility tests.

 

The results of the acillar; t§§$§ indicate that
the wetter the soil, the greater the deépee of capil-
lapity. This would see“ to Show that if the stabili-
zino agent is to Le apilieu to tie read in a manner
that depends upon capillary action, it would se rpef-
epaole to apply the stasilizep in damp weather Op else
wet the soil aoove the level of the statilizino agent.
The emulsion used in these tests failed to rise any
appreciable amount, out the cutsack and road oil pose
cuite evenly. Tte ee;pee of carillapity was slightly
@reatep in soil {7, which was the soil with the least
amount of Clay.
is

The sta_ility test snowed that the statilii

‘1
d

 

 

35

wnicn was tte clay and a_sop;cd the most actor, in
practically all cases ”as very soft when ;aLen from

tge

‘N‘
6"
CD
’1
m
fl
f“
h:
'3
Q.
c...
(T
(P
(D
Q
"*3
n
"S
(r
r+
C.)

.Lility. This soil
Lave inconsistent results and mas too set to .e
st";le. Soil “7, which seemed to contain an iceal

niattpe for statil'

....
[N
m
r‘
p.»
C
'3

u
§
( r‘

very hard and resisted
hiph loads oefope failin . For the Fox Cray Sandy

Loam the eeulsion seeueu to as more efficient tlan the
Others, thile the cut ack was setter than the road oil.

Soil {a L-u too _pcat a :popOPtion of .lay to se

statilised a; so small a percentave of eta ilizin¢

I

agent.

The ;=;sica tests, which were gate according to
specifications, snow that {2 is a typical clay soil
while 57 is more of a sandy soil. The results cf thee

standard tests ape viven in tie p ecedin; ta.le.

"a
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fill the g; were made according to

 

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ins-pucticns in tue scollet st C. W. Eyuptay of the

A picultupal fingeriment Station of Michiken State
Col;ege. These tests showed tLat the Yaponee Silty
Clay Loan was stpcnyly alkaline and the Fen Cray

Eanuy L-am was stronvly acid. The various ciemical
constituents of the soils Lay te fourd in tne preceding

La r-‘l C

[0

It is rather futile to attempt to make any definite

conclusions at ut all soils on the ,asis of these two

E’EFP... .... ..lfuu. (1,17,... jails: u

34

alone, so many more soils will have to L8 investipated

o.

,+

aerope accup te s stetents may te made. Feveptteless

it sculd te int.pestinfi to se_ if tte stability and

the assOppticn of a soil to te statilized are inter-
degendent in any deupce as those two soils hsgpen to
indicate. Other possicilities include the investiwaticn
of similar soil with just a variation of the chemical
constituents; unfortunately neither the tine nor the
lapwe variety of soils were availa is for use in this

investigation.

 

                 

                 

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.h "at IIrIJIII ll

 

Soil 3% Fox Stupbis B 24”-38”
Soil [12 Composition X
Tnvestivation
ky

D. Duane paubh

35

36

"h” ’

‘—" H T-n‘ ‘ 0.. ' ‘. _ .” ".'
$1.11 3‘: IL)“ Etmi'uls :1 an: ~18

The results of phwsical and caemical tests cn

d

Soil gs are as follows:

Pnysical Cnemical
Licuia Libit 37.5; Nitrate C
plastic Linit 17.8g Phoschrus l p.p.m.
Plastic Truex 9.efi Potassium C
Shrinkage Lisit 2c.cs Calcium present
Sana 80.2; Car crate absent
Cilt. 5.8g Antonia 2 ;.p.m.
Clay 1%.;g Nitrite C
Passing ZCC 22.9p Ma_nesium l p.p.m.
Fielu moisture le.6p Tron s3 p.p.&.
Soiltex pH 5 Aluainum C

strongly acid manganese C
Sulfate C
Chlorine O

This semtle consisted of a soil somewhat resemtlin;
an Ordinary type of road L,ravel as it might come from
the pit, using of a recuish orCun colOr and containinb
a large amount of stone, varying in size up to about
5" maximum. The sample La a consideratle amount of
statility in LLB cry condition and a consiucratle por-
tion of the samfle was in larbe lumps, :elu together

by the presence of clay.

Soil #12 X Brand

Tne results of tLe tests of the Soil #12 are as

follows: .
Pnysical Chemical

Liquid limit Ze.ep Nitrate 2 p.p.m.
Plastic limit C Ammonia 0
Plastic index 2e,ep Nitrite O
Shrinhave limit 23.Cp Phosphorus C

Sand 46.0p Potassium lO p.p.m.
Silt 57p Calcium present
Clay 1?; Magnesium O

 

gmi - .1 41.11

 

57

Physical (cont.) CneLical gccrt.)
PassinU 3C0 50.8w Tron 50 p.p.m.
Field moisture 25.tp Aluminum C
Soiltes medium acid Car onate C

Man_anese C
Sulfate C
Lloride C
Sodium C

Soil #13 has a fine, sandy loam, li_Lt vf?;1EL in
colon, with a large forcertevc cf silt as “as determines
by mechanical analysis. This sample contained no lumps,

deralle amount of

U)
F]-

or stone, but did cor. in a on

O

ornanic matter such as fine ttpeadlike rocts. As this
sample qu limited in quantity it was ierssible to mix
samples for out tack and road oil in more tLan one
percentage and tnerefore there 5 insufficient data to

{lot all stasility and absorption curves for this soil.

Soil - bitumen Q of Pitumen fl Absorption Total Load
fig Emulsion 3 1.3 3,aC
u " .3 1.9 5,5CO
" " 1 1.C 7,7co
n H 5 1.6 6,1CC‘
" Cut.ack s 2.4 6,35C
H " 5 1.51; 7,LSC
” " u 1.1 1;,1;c
ll " E 1.5 6,1CC
" Road oil s .7 s,&;c
n H 5 .3 7,13;
H II ‘1 0C C
' n E 0]- T,‘LC':
#‘s Evulsion s lC.8 O
" " 3 1.3 -c,2:c
I! N ,1 2.6-. 11,5‘3
" " 5 l.a 7,CCC
" Cutaack 3 1.2 9,553
" Road 011 3 18.5 C

 

 

 

.....1 1... v.11..1 ..UH.1.1..14 34g: .
.

w.

C;
(I)

CAPILtprIII

Eoil aitunen 3 “step ?sik t \ircn-s
is Cut-ack C 1.58
II N ‘1: l . V E
" " 8 1.75
" " In 2.55
n " 1L) 1 . 5
" btad 011 C 2.1
If H ‘1- 1 . 5
" ” e 1.5
” ' 12 s.53
” " IS 2 . 4
" Emulsion C .5
II N It . E
r u 8 . 7. 5
a! H l; l . C
n n .. .- _
L) C o (J U
“I in L. ‘L __ Lt. Ck C l o
H H ‘1 l. E
H II 6 lo
” ” ls l.
1! H 1L) 1
” seed oil C .

fl ()1

C.

L1 {‘5‘ C) K) D' H Ch b-F- to C)
(I!

0') HF
\. H P0 l—‘ l'~’

C?)
I

ll .'. :"
(.0
H H '1;
o u
H H :-
0 u
H I! -._ P 5'
id 0 ( U
I, ll . r1
1L) 0 (5

 

TLe ;;to.: s;gflt_pp;§g;gntial_test made on Loth
soils indicated a strong ;pefepence for the oil. The

- ‘ _ R ‘,’I‘A“ ._ ' r. . v. . .» . #1 ‘3 (_ -, 'L ~r‘ L ““
pcStlts oi ULCA here oiL lap in trot in caCn t;s one

oil sepepated iron t.e mintupe ard sark to the tottog

of the cottle, l.avinc water on top. Tais gas due,

pepnaps, to tne fact that the soil particles n:d a

11 and "..ecame Ll‘lOr-Ctlchly mixed

4’

high affinity for tLe

(\

with it. Tnis mintupe of oil particles and heavier

 

CJ
(5‘-

soil cpains formed a mat of mat.pigl wtich nad a

specific vpavi*g VrBQLGp tLSn ttct of tater :nd tnus
sank to the tottom of tge settle. As tLis test is
not atcupate in a quantitative sense, it should be
sufficient to o.sepve tnat neither of these soil
samples einisited an sgjpeciaole af"

The results of tne cagillanitl test are brought
out in tne precedinU fipuges. Tt is noted ttat in
each sample the peed oil snowed tLe,nignest cagillapy
action, sit} out ack and emulsion nent in order. Tt
was cesepved tLat the cuteack and road oils showed
evidences of capillapit; defope the emulsion, wnich
did not tend to rise in t-e tune until the soil Lad
bevun to dry out. It is thouvht that tLe oil replaced
tne water papticles as evaporation totk place. Hope
eiiective capillapity took place in the case of Soil
fa tnan $14, wsich was a finer texttped soil. This
is explained 03 the fact that smaller particles pe-
quipe a lapvbp quantity of aspn lt to cover the sup-
iaces of a certain weight of soil.

It is significant to note the upward trend of
all curves, and this trend is verified Ly the otsep-
vations made in mixing samples of soil for DriCUGLteS.
It was impossiele to mix asphalt with perfectly cry

samples, as tue small amount of oil caused the sail to

ball up. As tne amount of water LES increased, ease

(D

and completen es of tie mining was noted, until the

moisture content odomewnepe ayppoacninU licuid limit

 

. gmfitlu .. ,1..I.1v1.l.....l.r.1§n.

was Peacned.

 

 

: r‘ ‘ ‘ J ’- . .’ ‘ “ - - ~" . ‘ a v‘ o . q ‘ \
ilxa.results ti LixicieuCP#thn tAMLio, thh the

 

exception of two tangles, snow absorption of less
tnan up, and tte per entabe seems to Le indeyeneent
of t.e quantity of staeilizer after an anourt suffic-

ient to coat soil garticles is provided. For exam-

tle, Soil {is with in emulsion assorted 10.8; mois-

ture and “as incapaale of nithstandino any load.
Tne misture consisting of 5; emulsion, however, a;-
sorsed out 1.3t and ads nighly satis actor" as to
staeility, and addition of more as L”lt did not
sgpreciasly in;rove resistance to shear. T;e other
sample having a nigh amourt of adsorption was Soil
filo with on road oil, wnicn assorted 18.5” moisture.
This ”as close to the licuid limit for tiis soil and
disintegrated under sliunt load. Tt is rewretteole
that insufficient samples of soil made it necessary
to limit tne numt r of samrles to one percentage of
road oil and cutoack.

Tt should te well to make a few gens a1 o-ser—
vations adout tnese two soils as snewn by physical
and chemical tests. First of all, it should be
noted tLat each soil contained a fairly hiQh percent—

tis-

PD

a'e of sand, anion se::s essential to o;tain s
factory stauili y. Tt is also important to remem or
that Soil #2 was of a fairly sta.le nature without

addition of any stabilizer. .lso each soil contained

 

V'—

over be” passinb throu h the ECG m sh screen, as
well as a consideraelg Quantity cf clay.
Tn reyard to cneuical tests, pernaps the

1

outstandinu ocservution is tLat toth soils are acid
in nature, wnicn may or may not se an indication

of the success or stadilization. Tt is significant,
also, tnat each soil was very nigh in iron content.
As a cneral o-:ervation it should be tentatively

V

concluued that soth soils may o8 economically

staoilized Wits a oituminous material.

 

 

 

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T19 Hillsuale Jcresville

in

Soil #11 Hillscale Hiami

Tnvestiéution

Donald Maplatt

 

 

The results of physical and chemical tests on

Soil # 10 are as follows:

43

Physical Chemical
Liquid limit 27.6% Nitrates 5 P.P.M.
Plastic limit 16.2% Ammonia 2 "
Plastic index 11.4% Nitrites l "
Field Moisture 24.9% Phosphorus 0 “
Shrinkage limit 8.3% Potassium O "
Sand 54.0% Calcium 100 "
Clay 30.0% Chlorides 150 "
Silt 16.0% Magnesium 0 "
Pass 200 sieve 43.0% Iron 25 "
aluminum 0 "
Carbonates 0 "
Manganese 0 “
Sulfates 150 "

Soiltex Test PH-5 Strongly

Acid.

Soil # 10 was a subsoil taken from 24" to 38" below

the survace.

sand.

but was easily broken up.

It was a light brown color and approximately
The soil in the sample was mostly in large lumps,

There was a small amount of

small stones, but the percentage of stone was very small.

Results of Physical and Chemical Tests on soil

# 11.

Physical Chemical
Linuid limit 45.3% Nitrates 2 p.p.m.
Plastic limit 22.3% Ammonia 0 “
Plastic index 23.0% Nitrites 1 "
Field.Moisture 23.8% Phosphorus 0 "
Shrinkage limit 25.5% Potassium 0 "
Sand 22.0% Calcium 100 “
Clay 64.0% Chlorides 50 "
Silt 14.0% Magnesium I “
Pass 200 sieve 71.4% Iron 10 "
Soiltex Test PH-9 Aluminum 0 “
Very strongly Alkaline Carbonates 2 '

' Manganese 0 "
Sulfates 150 "
Soil # 11 was a gray color and mostly clay. It

was evidently a subsoil.

The sample was in the form of

 

till!!!"

44

small hard lumps and had to be pulverized before it could
be tested. The sample contained no particles larger than

a number ten screen.

Capillary Action Test Soil #10

 

 

Road Oil Cut Back

% water Rise-~incHES. ¢ water Rise--inches
0 1a, O a
4 2 3/8 4 1
8 22 8 1%
12 24 12 1s
16 22 16 1%

Capillary action Test Soil #11

 

 

303d Oil Cut Back

fiiwater Rise-~inches % water Rise—oinches
0 ‘a 0 I
4 4 4 ‘3
8 1 8 1a
12 1% 12 1 7/8
16 2 16 2

The Emulsion would not rise with either soil.

Absorption Table for Soil # 1O

% Stabilizer % Absorption (% of dry wigght
Emulsion: of briquette)
2% 3.8
3% .5
4% ‘07
5% 1.6
Road 011:
29 8.8
3% 1.2
4% 1.1
5% 0.9
Outback:
2% 3.1
3% 2.0
4% 1.6
5% 1.4

 

 

 

I 3!
..id. .151! 37.1..

45

absorption Table for Soil # 11
% Stabilizer %.Absorbed (% of dry weight of briquette)

Emulsion:
2% 11.6
5% failed
4% 11.5
5% 4.?
Road Oil, 2% failed
5% '
4% 10.0
5% 8.5

Note: failed means that the briquette completely
disintegrated and could not be weighted. The shortage of
material in sample # 11 prevented making the briquette

with the cutback as a stabilizer.

Stability Tests on Soil # 10

T
%’Stabilizer mu 3 on ca 1 u ask
2 9,800 4,300 9,800
5 12,500 9,500 ---
4 14,600 9,800 12,200
5 16,500 9,000 13,000

Note: In tables of stability and on the stability graphs
the total load is used instead of shear. Thebriquettes being
of the same size, the total load gives the same comparative
results as the shear would.

Stability Tests on soil # 11

% Stabilizer Emulsion Road oil
' 2 7,800 failed
3 9,000 "

4 13,000 5.500
5 8,600 6,000

No samples were made for the cutback.

The Water Preferential Test on soils # 10 and 1! showed
that they both had a greater affinity for asphalt than for
water. Soil # 11 showed less than 10% of the soil settling
out, while with soil # 10 none settled out. The soil raised

 

c. i, ..IE it, 1"!" x
?

46

the specific gravity of the oil so that it settled to the
bottom of the bottle and the water‘went to the top.

The absorption test showed that the amount of water
absorbed depended on the amount of stabilizer used, and
also on the type of soil. On soil # 10, the absorption on
the 2% samples were much higher than the other percents.

The 2% Road oil samples absorbed more than the cutback or
the Emulsion. Soil # 11 did not stand up very well under ,
the absorption test. Both the Emulsion and the Road oil
absorbed more water than soil # 10. Probably the reason
for this was that soil # 11 had a larger percent of clay
content than # 10. Soil # 11 was a very strongly alkaline
3011, while # 10 was strongly acid. This may have had some
bearing on the absorption, but it is believed that the clay
content had more to do with the results.

The capillary action test on these soils proved very
interesting. The rise seemed to vary directly with the percent
of water in the soil, for the cutback and the Road oil.

The emulsion would.not rise at all. This shows that
stabilization with emulsion.would require a more thorough
mixing than the cutback or the road oil. The oil and cutback
in the samples containing the water rose much taster at first
than the dry samples. But at the end cf the period of three
weeks, the difference was not so noticeable.

The stability tests showed the strength to vary directly
with the percent of stabilizer with the emulsion having the
greatest strength and the cutback next and then the Road 011.
This does not necessarily mean that the read 011 is not as

good as the emulsion because the road oil is a slow setting

47

asphalt and did not live time to reach its greatest strength
before the briquettes were tested. Soil # 10 was more stable
than # 11, probably due to the larger percent of sand and the
smaller percentage of clay.

The chemical tests did not snow any thing very conclusive.
The stability of soil at 11 was lower and the absorption
higher than # 10. Soil # 10 was acid and soil 3% 11 alkaline,
but this is not very reliable because of the entirely different
physical composition of the soil.

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Soil 55 Van Supen C-Hcrizcn Sauwatuck
Sail fw nOselawn Sanuy Loam

Tnvestioation

David John Hall

48

 

...W'm (A . ..'

Arr. “REID-1

"1"‘w‘7fld-f ”4-.--Yam 2—" ..- ...-N:

5011 5a Van gupen C Horizon Saugatucl
TLe results of tie gaysical and chemical tests
on sail {3 were as fclloas:

Physical Cnenical

Liquid Limit 2;; Nitrate 2 p.p.m.
Plastic linit C; Phosphorus l/Z p.n.m.
Plasticity inuen a“; Am cnia 2 p.p.m.
Fiela moisture 25” Nitrites l p.p.m.
Surinhaye limit lLH potassium lC p.p.m.
Sana Sop Calcium ac p.p.m.
Silt CH Mavnesium C
Clay 1” Aluminum 3 p.p.m.
Passing fat; 1.1?” Carsonates C
Sciltex pH 5.5 Manbanese C
acid Tron 1C p.p.m.
Sulfates 6C0 p.p.m.
Caloriaes EC p.p.m.
Sodium C

ThiS ~cil consists of a liLnt tan mixture and
is of a very uriICrm L,rain size. It was loose and
tnepe seemed to ;e no tendency to lump even when wet.
Sieve arelysis

OD 51C) .23”
-ass $13 on #50 .CS}
Pass gap on #13 5.z2§
Pass 335 on file: 25.1o;
Pass f 03 on {ago 1.78;
Pass [4L3 1.17”
Soil is Foselawn Eanay Loa1~ Brown Horizon

Tne results of the physical and chemical tests
on this soil were as follows:
Physical Clemical

Liquid limit z6.8fi Nitrate 5
Plastic lisit C Amncnia

o

*6
o
E?
0

'U (7(“(5

Plasticity Incex 36.8; Nitrites
T . '\ f " ‘T '* '4 f} L . J." p1 1 ’ C‘ ‘ | ’5 -o .1 I P‘ '9
ilblu “cistupe HQOVN .ncstncpus lla .p.m.

 

 

X— ...-z- ..‘fi _.

 

, -— w—w—W——v—w-v—v w

 

“-'"-- .-

Pnysical (cont.)

Enrinhave Li it C
Eédld Eta;
Silt C
Clay is

Passeu fiaC” l.le
Sciltel pH ’
stporplj acid

‘109

Sieve Analgsis

A

r. ..‘ U i457: ‘
Puss h ..Lv 01’] '1', by
p s

a s get on Jae
Pass pad on 505
Pass :65 on f CC
Pass 51cc on gage
Pass 3500

ChUMiCQl

Potassium
Calcium
Havncsium
Tron
Aluminum
Carat-hates
Sulfates

Caloriues
o \«Ule
r‘ ’\ '
”fa/a

'.
(

("1
() (‘b()(1()()(ii(uv

("I

50

LCCDt.)

P'opomo

p.p.m.

p. 130130

Tnis soil was a capk crown in color, ppcbatly

00minU from unuep tLe tOp soil.

lumps anu the Upain size seemed to

Soil Bltunen A Bitumen

f5 Emulsion 2
II II 3
H II ‘x
H H r)
" Cut Jack B
H H :5
II II fit
:1 II I:
" Road Oil 3
II II 5
n " 1::
II II 5
go qulsion a
II H U
II II ‘i
H I! 5
" Cutoack E
II II 5
H II ‘1
II I! 5

Tt cont inec no

fl aostption

9..”
93
H

FJHIJF bra
CICrIONOJ-QUDCD
Q

C 0
(um

I'

Se uniform.

To

lys.

tel 1:
per SC
failed
8C0
1,750
5,85C

ECG
1,CCC
1,95C
1,620

fai ed

H

I!

ll
z,ccc
2,;CC
2,500
2,800
3,100
2,130
2,2CC
2,60C

S"

p. Q:

n.

 

 

._ ‘u‘

.—.x‘ v ”..‘

up...

 

 

 

. .0 I q 1 b u .
III-Iv.|-II‘~IIF Eu, n

5|

' - ' F ' iced
. 7 ‘ "'4. v. _. . aV-SOPLtlon 101d].
Soil pitumen H situmen w 1
. _ - i , 1 4 1 ,_d
- < imlled Ial
CLO- road L11 3 c n n
I" II 0 " ',
II H 11 ,1 '7 ‘U A
n I: k; U 9 " C
n u
‘ ' ' ‘-':. C‘
.. f ,n in ' 3011 D158 1n lnChbu
Soil bitumen p “at 1 1n
0 C: C
A; EnulSion . C
['1' II ‘1' A
n 8 E
II b
H 1s a
n A b
n " 10 v I,
C '31,"?t
" Cutcack 1’5
II " ‘t 1",.
n 8 I ,‘t
n 1 (-1 l 8
II II .I./:4 r21 /
.. 16 ~33
n ‘ 7" b
H roam 011 V 1/3
H ” ‘x I) ,6
II 8 ,-
n 1:“) e
u b / ‘
n
:1 16 11 b
u
. o e
#5 Emulblon C
I: II ‘t I
n C
r 8 A
n ,-. b
n 14 i
n l" U
I! I! 9 l
" Outback V 5’8
H ‘i '11/.'-
n ‘1 c;
u 8 l/
n ., ‘ 1 4
ll .LZ ’1,
" 1,“ 11 .9
n n L? 7/8
H poad 011 Y 3’&
II 1* l/ '
u l 9':
n n 8 111/
u 12, I 9:“
n n b
u " 10

' ‘. ‘ ’ e We ..
T*e water ypefepential test CLLlu not b r p
AL V .4 ‘—

 

‘ ‘ ‘3 “iv - Le lack of
formed on 00th soils because of ti

' '2 *l' *mu . In one of
material necessary for bud to-t

.'J

" e iie matepi
°“ils a test was run a th anat little f no
U

fine

the

L3

1

 

-‘—r-* .“J‘- “...——

M‘- - o -
-—-—- -.-=‘M£-'r

 

V... .II. .I.]?! III

.4.

 

 

aas available and this showed a strong affinity for
the oil. tvoselatn Sandy Loam.) Tn executin; a

test for tne affinity of both the soils for Later,
tne soils here plsceo in a container and tater toured
over tne; and tue container sLaLen vipcpously.
Because of the lack of fine material in the soil the
material iunediately settled to the bottom, leaving
the water in a clceg state.

For s‘ue reason, pposawly due to the lack of
fineness in tne material, the capillary action test
upcuwut nebative results. In scth soils it seemed
tnat the tituuen pose to acout tLe some Leicnt no
matter wnat ger cent of natep gas used. Tn some
cases, road oil in particular, capillary action
seemed to decrease with a higher per cent of water,
out this may be attributed to the lack of proper
tanpinb of the test sample. A conclusion as to the
capillary action when tLe grain siie was almost
uniform would we that there was less surface in
Contact to transport the bitumen carryin; water.

Because of tuc fact that it was impossitle to
mix the Oil, cutaack and emulsion in a dry state
with the soil and have an even distpieution of the
material, an amount of water, aoout ten per cent in
tne oils and cutoacks and up to the liquid limit in
tne emulsion, was added to the soil when mixing.

Tn the case of both #3 and [6 soil tge briquettes

52

 

 

1;" rm“—

 

“Ore very lhttavle uuen couinb from tne mclding
macnine, tut on dryinp tneu for tnenty-fcup hours
in tne constant temperature tnepucmetep, they
cecame staole, aith tLe excertion of tne road oil
sixes.

In tne aLSOpption tests performed on the
finished spicuettes, it was found in every case
that the soil agstsed water varying directly with
tne gopcentabe of bitumen in tne s mp1s. Tn every
case tLis asSOpptiOH was very low, and this is also
attpiouted to tne same reason as the low capillary
action tests, tnat being the urifopm brain size and
tne large voids size in tne opiouette.

In tne staoility tests, usin; the compression

machine with a speed of UpCp of one half inch pep

LP
K A

minute, none of the imples seemed to stand up under
any real load at all. Tn the case of Soil #5 there
was a complete failure in the mixes using road oil,
a total load of out 1950 pounds in the case of a
four LCF cont cut_ack, and a 585C tound load in a
five

I
J

oer cent emulsion. Emulsions proved to give the
stronwest min in ooth cases, probatly due to the
setter distpioution of the bitumen.

In Soil #6 tnepe was little apparent connection
tetwecn the amount of bitumen added and the breaking
strenvth. Tue total breaking load was low in all

cases, and in tne oil there was failure in every

 

instance except the five yep cent mix.

Both soils were nearly all sand, anion is too
much to make a real s anilizeu mix. Vhile a ;p03t0p
percents e of tne soil stould be sand, tnepe should
oe a certain amount of clay and silt to help fill
the voids and make a dense mass wnen mixed with
oitumen. Since ttis study took only the natural
stil with nothing added, it would be helpful to L,0
still further and by addin_ finer materials see WLOH
tne most stasilized stil could be ottained.

Tn tLe cnemical test, both of the soils sn0wed
acidity, and tLis might nave some connection with
tne staiility ootained, out since t;e biggest factor
in stacility is the fineness in the material, not
much can as catained from the chemical tests, as they
are covered up oy.tne peepness of tLe soil. Soil
56 contained a fairly lapwe amount of sulfate and
calcium, wnile fie contained a high amount of cal-
cium. As to tnece cnemical tests, it mivnt oe wise
to ooat the testinU in another way, and by the addition
of tnese chemicals to a known stacilised soil, see
unat their reaction would be.

As a general conclusion, it is shown that both
tnese soils ape uneconomical to be stacilized with a

oituninous material.

 

 

 

 

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Soil “9 Ontonauon Clay

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Soil ,6, naheu sy the soils oepaptnent Hills-

oale iiaui, is a liknt grey soil wnich is Lard ard
lumpy when upy. After water Las been adued to it
aha it has seen screenea tnpouvh a 2C6 mesh sieve,
it is found that 85.&g ,asses tLe sieve.

Tn tnis samole there were only a few particles
of acupse sanc present. Tue clay con;ert was fours
.o_oe patLep Livh 135.3”), thus accounting for its
pasty charactcp stics unen glaced in water.

As is shoxn in tLe accompanyind tasle, the

capillary action increased aith tLe tater content.

 

Usinv euulsion in tue ca;il.apiiy test, it was

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noted tuat no capil_apy action took place cespite

E;

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the varyinu water CCLLezt, sit usin_ tge cuttack g
, . H . . , , . . !

anu pogo oil, an inopeasec water content increased ;

tne capillary action. Tt can be easily seen that
the more water present to evaporate, the more space
there is for tLe cutuack and road oil to fill. The
evaporatinv water creates a vacuum and pulls tLe oil
up to fill the voids. Tnis is not true of the
emulsion, oecaush tne water in tne soil teros to
cilute it.

The soil has found to be strongly alkaline.
Tt was nigh in calcium and sulfates but low in

nitrites, aluminum, nitrates, manganese and sodium.

 

 

 

 

‘7

Tn nixinw up a Latch of s1a,ilised soil, it

was thLQ

liquid liuit, tne e ulsion, cut ack, and road cil

woulu min

very 5811, tut if t.e soil has rdied dpv

tnat t3 addinv eroubn Hater to cflceed the

tne Jituuinous material nould collect in Lunches

LLrChVnQuL the sastle. It is a pewpettanle fact

thin t: Liléf‘e

was prd little of Soil f8 are "9 to

It

so octeined, and tnus tLere CCUlQ .e no a sopption

anu st silit; test run on tLe soils usln

outpack

and road oil.

Capillary neadin?

Water Content

V13
{cl-J
a»
‘,J
10,0

10;

Rater Pphfepential Test-

5611 {6 Data

Physical Cnapacthistics

Licuid Bi it 36.4;
Plastic Limit 15.9;
Plastic Tndex 22.8;
Field foistupe 19.2“
Shrinkave Digit l4.CA
Sand :32 «5,.
Ccnv. Clay 55.5”
Conv. Silt 35.9;
Passing “so: sieve 88.3g

Acidity pg 8

C

{vise in inches)

Emulsion Cut back ”cad Oil
0 2/8” 1 o,'/8"
(3 7,23" 13,3”
K. 1H 2"
o 1 2/5" 2 ya”
3 1 45” 2 We"

1C3; in oil.

 

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Stabilisgd Soil {8 Data
Euulsion tater assorted Stacility
2,,“ 1109 1) QC,
L2,. 7.2. 5,555:
‘tlJ ‘i,’£‘-3C
:79 ebv
Cut sack
(‘19 10.7 3,CEC
peas oil
2; , zl.g C

Cnemical tests

Nitrates l p.p.m. Tron lS p.f.n.
Pnospnopus 5 ” Aluminum 0
Potassium 2Q " Manganese 0
Calcium so; ” Sulfatcs GCC "
Ha_nesium 4 " Chlopiues EC ”
Amonia 1C " Sodium C
Hitpites O Carbonates present
Acicity Strongly alkaline

An analysis of Soil f9, named Ontonabon clay,
revealeu that only one tenth of one fer cent was
retained on a 2CQ~uesn sieve. From this low per—
centape of material retained it would seem_that
tde soil would us very hard to stasilize because
of a lacs of coarse natepial which is necessary in
an ideal mix. Tests confirm this suspicion.

Tue soil came in lapwe ped lumps and became
very red when wet. It required a great amourt of
work to pet this material in shape for testing as

it was very hard to pulvepiae with a rubber mallet.

 

’CH
('3

lne nigh clay content and low sand content
of tn se soils npOducec a very staule material wten

it was dry, cut as soon as the samn

t es of statilized

...}

material were places in water they becaue ppactically
usele‘s for SUPTOrtifiV wei ht, Ev absorb
quantities of water.

On testinU tne soil for its Chemical content,
it was fourd to be strongly alkalire. Calcium and
sulfate were tpcsent in prMG nuantities waile very
little sodium, LanVanese,aluninum, nitrites, ammonia,

and phospnopus were found.

Stasilizea Soil {8
Euulsion p water a screed Stacility
s” 25 sec
‘1») 13.7 C
at lg.9 55:

Chemical tests

Nitrates

1:: popOC-Io IPON 15 popomo
PnospnOpus l " Aluminum 0
Petassium 5 ” Manganese 0
Calcium 400 " Sulfates 3C0 "
Haynesium 7 ” Chlorides 35 "
Ammonia .5 ” Sodium C
Kitpites l " Carsonates present

Stron\ly algaline

Physical tests

Liquic limit 45.4g
Plastic limit 34'1H
Plastic index zl.bp
31810 moisture s9.sp
Shrinkage limit 9.53
Sand 11.5,.)
Conv. Clay 65.5”
Ccnv. Silt 25.9”
Passing {etc sieve £9.9H

h

Acidity pHZe

 

 

Capillary

hater Coutent

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Water prefepen

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Peadin s tPlse in incnes)

Emulsion Cutbach ncad Oil
c 2/8 c’a
c 5's 1 2/8
c 2/5 1 23/13
0 1 1/s 1 We
c 1 1’8 :3 1’8

tial test: itog in oil

 

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SUMEAVY

('1

Tue cagillanitj te;t in a wenepal way illus—
trated tne imyoptance of water in tie ninin_ fro-
cess of stauilization. Unlike other types of
cituninous road supfaces, which may 2e nixed not
and upy, this type of tp.at;ent, in order to te
done econonically, must Le mined cold, eithep by
the uiied-in-ploce npocess op ay a surface
tion tpeatuent. A cold niainw process seen: to
require a certain gcp entewc of moisture affpcach-

J

inb the licuid linit of the soil in order to pro-
vide a nonopenecus mixture and uniform coatind cf
soil particles. Tt was ossepved that after the

mining process was completed the san,les pecuiped

L

from thenty-foup to seventy—two LOUPS to dry,
uependinU upon the testupe of the soil and the
amount of water present, in order to se of the
ideal state to compress into briquettes.
avepape percentewe of moisture was estimated at
acout 5g. Too little moisture caused the soil to
crumtle then compressed; too much moisture caused
excess plasticity.

Tt may is noted that of the three asyhaltic
materials studied, the emulsion showed the least
tendency to mix due to caIillapity, especially
dupinU the first few tours of the test. However,

as the soil cried out throuph evayopation the

 

63

euulsion tended to rise, reglacinp tie tater gart-
icles as eva;oration toot :lace. Tt was 0 served
that ca,illcritg was practically nteibiole in the
case of fine textured soils containing no water

whatever, out suOted up VEP“

J

zetisfactorily as the
moisture content was increased. lhis is illustra—
ted in the composite ,raphs showinv capillarity in
the case of soils f2, f8, and $9, each of which
contain a niLh percenta;e of fine material. 0n
the other hand, it is si¥nificant that soil $12,
Which was hivh in sand and contained a considerable
a cunt of gravel, showed the greatest heibht of
rise. Tn practically all tests, however, the trend
of the curve was upward as the percentage of water
was increased. This verifies the opservation that
water is a necessary medium for dispersion of the
asphalt.

The tater-Asghalt_g§efcrential test seemed to

 

furnish a fairly conclusive mesns cf dete mining
the affinity of a soil for an asphalt and yrovided
a fairly degendaole criterion for predictinh the
success of stabilization. Tt is noted that this
test, as it was performed, was not strictly a quan-
titative one, it peinu iipossiole to measure accu-
rately the amount of soil settling cut. Tn cases
where the soil encued ni‘n affinity for asphalt,
the heav1er soil Drains comcined with oil particles

and caused this heavier material to sink to the

Awflfiultv 35.19

.IIIII LiLri. ,

   

cotton of t.e Mottle. Soils eshi;itin this
tetuenoy in LAC water-rsfhalt treicrential test
were successfully staeilised, while these snow-

in“ little or no affinity «ere, in beneral, un-

1.

£3

successi
There is a very definite and close relation

tetween at?uiliL17€KQ atggr ._t;s s. For

 

euauyle, a sahple a sortinm here than two or
three percent moisture curing atsorption test
ordinarily will atsoro water throunhcut the

Whole briquette and in this plastic state will

to
51‘:

t

(—.-

nave yractically no cility. On the 0 her hand,

.93

a saurle havinv a sh

.

ll nercentage of aoscrrtion
is yractically as staule as the oribinal dry
sauple tefore absorption. It should be noted that
from the contined statility curves, those sanples
which were strcnuest were those wnich had a lar e
gercentage of sand and a fairly low quantity of
clay. It a;;ears desirable that a soil should
contain at least at; sand and from 1st to 55$

clay for maximum staoility. Soils having a hi,h
percentage of silt, or having a nerrerta e of

clay of less than 5; or more than SCJ, cannot be
staoilized economically, and furthernore from the
trend of the staoility curves it is cuite safe to
I of these types of soils is not

appreciably increased uy the addition of bitumen.

(x
(.51

Etaeility and aes0r3tion tests also indicated
that after an ancurt cf gitunen surgicient to
ostain a low assorzticn factor n38 added, there
was not additional gerefit derived from again
more engralt.

Tn corparinp tne three situnens tested it
was noted that stability of all srmfles nade with
cutsachs and enulsions mere very congarasle
Leitner succink ucfinit superiority. chever,
samples stasilized tith road oil were somewhat
inferior in strength as compared to those stabil-
ized with tne otncr two as erials. iris condition
say so enfected, since the ease of eoth emulsion
and cuteack is a hard tstnalt, and in the one case
tne water evajoratcs, causing the asphalt to cement
tne soil particles to etner, while in the otter,
the same result is Oetained throuvn the evaporation
of tne lignt volatile fluid. Doad oil, on tre ctLer
nand, consists Cf a soft aspnalt as a .ase and does
not set up snen exposed to the air. This should
ezglain any road oil is not so wood a stabilizer
as emulsion or cuteack. Tt is very probable that
soils sta,ilized with a road oil would, after
considerasle teatnerinb, increase in stren th as
tne lighter r‘cnstituents of the road oil evaporate
out. Tt is felt, newever, that the results of

these tests on staeility are not too conclusive.

It has seen definitely proved ttat stasilized soil

 

 

.\l.l|l Star I
Ulllllll 1|.

sannles are introved ey weathering and axing.
Perhaps the OUtSLaDan“ feature of the
results of tte cteuical tests was that tnose soils

anion aere niynly acid were those which could be

0

easily st.oili;ec, and those soils which could not

C

is Sta ilized were alka inc in nature. Tt is
UCUeLfUl if the acidity Cf a soil has an; effect on
the staoility, out it does seem to furnish an indi-
cation at least of the success to be exjected of

stasilizinu. Tt would is interesting to continue

 

 

the investi ation of the effect of acidity on

kw

sterilization, a

US

this acidity test can u: very
easily made in a few minutes anywnere in the field
and, if it ,roved detendaule, would pe very valuable
as well as single. Tn reward to other crenical
tests, the results of tnis investigation stow no
outstanding connection tetween clenical analyses

and staoility of the soil samyle.

As a result of the c servations made of that
data studied in this investigation, it is felt that

the following conclusions and oouments are justified:

)

l. Soils containing let: than Efl or more than 5o;
clay cannot economically be stabilized.

a. Presence of water is necessary in order to mix
bitumen into the soil.

u. Optiaum moisture content for mixino is somewhat

 

less tnan liquid limit for the soil.

.01}; a1
. INCL: » ,
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fitter mixitw, stils Lust LU cried from as

to 7s Lsurs nefsre ccngressir; Cr rclliny
the surface.

fisscrttien cf LCFG tnan L; ncisture is an
incication tLat the soil will fail.

fact soil Les a ucfirite gcrcentave of titu-
men requires to C tain stauility, and an in-

crease in this {ercenta_e will not egnrecia-

sly st.envtucn tie ninture.

pretence cf titunen in a soil LevinU a clay
ccntent cf over 73g aces nct incrcas resist-

ance to asscrgtion.

Ca;illary action is higher with cuttscls are
read Cils ttan with enulsions.

Cutuacrs are emulsions Lroviue nivnsr stanility
tnan read Cils.

Tne mater treierenticl test uses not seem to
inuicate tie anount of a scrption to Le ex-

peCtec. The only scil to settle cut cic not

q

a“ CI. {EV LZOPB miter Mf‘lfi SCHLC Cf LEG OU'CI‘S.

C,
r

f‘?

T96 E

C)

iltex test fcr acidity is an indication

of tne success to te expected of stacilizetion-

IJ.

In a so 1 iith uniform rain size, capillarv

K.

action is negative tecause of the full v01d

sgace retaruing capillary action.

 

61

Soil Liquiu Plastic Dlastic Field Shrinks e
Linit Linit TUQG; Mcistupe Linit

in N in p in N in p in 3

1 1&.C 12.8 1.2 15.5 6.;
s 18.6 su.: :5.1 39.6 17.1
3 L4.C C s2.o b3.0 C

& 57.2 17.b 9.2 Z&.6 s;.c
5 35.C u 35.Q 56.7 &.8
e LG.8 O 66.5 bd.9 C

7 zc.b 16.5 3.7 10.8 15.3
8 560% 16.6 ’3.6 19.2 lQ.C
E2“ @501 341.1. 21.0 6903 Son)
1; 27.6 16.5 ll.& z&.s 8.3
11 35.3 LL.Q za.u 25.8 b5.5
ls 4%.e Q b&.¢ 53.1 s5.C
Soil Sand Conv.Cluy Conv.Silt 5 Acidity

L290

1 27.6 16.0 es.& 29.3 5

a 17.5 $5.1 17.5 “5.5 9

3 90.0 &.c C 1.2 5.5
& so.s l¢.C ’ 5.8 ss.& 5

5 25.6 7.0 69.0 26.6 5

6 9c.0 t.O ‘ 1.5 9.5
7 70.7 l7.& 0.5 9.8 5

8 c¢.6 16.5 ZJ.€ b6.$ b

9 11.3 05.5 b5.d 99.9 8
10 5%.C 5Q.C 1G.» 15.Q 5
11 sz.c 6%.3 1%.6 71.& 9
13 $0.0 17.0 37.0 56.6 5.5

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MICHIGAN STATE COLLEGE

 

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BLBLIOQEQ‘ ‘ h:
BOOKS :
Agg, T.R. Construction of Roads and Pavements
McGraw Hill Book Co.
Bartow and Doane Sampling and Testing of Highway Material
Krantz, C. Emulsion and the Effect of Hydrogen-ion

Concentration upon their Stability

PERIODICAL LITERATURE :
Barr, J.H. Stabilized Surface in Oakland County.
Roads and Streets, March 1935.
Birula, A4K. Russian.Experimental Tarred Earth Roads
Roads and Streets, May 1936.
Colbings, W.R. and Stewart, L.C. Stabilized Soil
Engineering News Record
May 24, June '7, and 14, 1934.
Crandell, J.S. Flexible Type Roads Summary
Highway Research Board, Vol. 14, 1934.
Dow, A.W. Cold Laid asphalt Pavements
Engineers and Engineering, Vol. 47, June 1930.
Gilboy, 0. Improved Soil Testing Methods
English News Record, May 21, 1935.
Gilmore, F.S. Soil Stabilization Work in Jackson County,
Missouri
Roads and Streets, Oct. 1935
Gray, B.E. Recent DevelOpment in the Construction of
Asphalt Surface

Roads and Streets, Jan. 1936.

-.IJI,» ”.I.".gfli in...” 3.0.4.324 .. .

Hogentogler, C.A. Practical Soil Stabilization ‘
Roads and Streets, March 1935
Housel, W.S. Discussion on Soil Science Relations to
Flexible Type Road Surfaces.
Proceedings Highway Research Beard, Vol. 14, 1934
Knappen, T.T. and Phillippe, R.P. Practical Soil
Stabilization of Muskegon.
Engineering News Record, March 26, april 9,
May 7, 1936.
Moynihan, A.J. Progressive Rural Road Improvement in
Indiana Roads and Streets, Feb. 1936
Procter, R.R. Soil Stabilizing and low Cost Roads
Engineering News Record
Oct. 19, 1933.
Procter, R.R. Fundamental Principles of Soil Compaction
Engineering News Record, Sept. 7, 1933
Procter, R.R. Field and Labratory Verification of
Soil Stability
Engineering News Record, Aug. 31, 1933.
Sachs, A.S. Bituminous Stabilization in Missouri.
Better Reads, Jan. 1936
Reagel, F.U. Bituminous Soil and Base Stabilization
leads and Streets, Feb. 1936.
Vokac, R. Stabilized Soil Proceedings--association of

Asphalt Paving Technologists. Dec. 1932.

BULLETINS :
American Bitumals Company
(1) Bitumals Penetration Pavements Bulletin # 1.
Calcium Chloride Association
(1) Calcium-chloride—-Stabilized Soils and Aggregates
for Low-Cost Roads Bulletin # 24.

Michigan State College;
Grantham, G.M. and.Millar, C.E. Study of Sandy Soils
and How to Manage them. Special bulletin # 248
McCool, M.M. and Bouyoucous, G.J. Causes and Effects
of Soil Heaving Special bulletin # 192
McCool, M.M. and Veatch, J.O. Sandy Soils of Southern
Peninsula of Michigan Special bulletin #128
Spurway, C.H. Soil Testing: A Practical System of Soil
I Diagnosis. Technical Bulletins # 132
Spurway, C.H. Studies on Active Bases and Excess Acids
in.Mineral Soils Technical Bulletins # 57
Wheeting, L.C. Some physical and chemical Properties of
Several Soil Profiles. Technical Bulletins # 62

Solvay Technical and Engineering Service:
(1) Materials and Methods for Construction and
M aintanance of Low Cost Stabilized Roads
Bulletin # 1.
(2) Methods and Equipment for Sampling and Testing
Soils and Calculating Stabilized Soil Mixtures
Bulletin # 3

VI.
m
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89
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