Scholars' Mine Scholars' Mine Masters Theses Student Theses and Dissertations 1966 Analysis of sand asphalt mixtures Analysis of sand asphalt mixtures Maurice A. Sayegh Follow this and additional works at: https://scholarsmine.mst.edu/masters_theses Part of the Civil Engineering Commons Department: Department: Recommended Citation Recommended Citation Sayegh, Maurice A., "Analysis of sand asphalt mixtures" (1966). Masters Theses. 5777. https://scholarsmine.mst.edu/masters_theses/5777 This thesis is brought to you by Scholars' Mine, a service of the Missouri S&T Library and Learning Resources. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected].
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Scholars' Mine Scholars' Mine
Masters Theses Student Theses and Dissertations
1966
Analysis of sand asphalt mixtures Analysis of sand asphalt mixtures
Maurice A. Sayegh
Follow this and additional works at: https://scholarsmine.mst.edu/masters_theses
Part of the Civil Engineering Commons
Department: Department:
Recommended Citation Recommended Citation Sayegh, Maurice A., "Analysis of sand asphalt mixtures" (1966). Masters Theses. 5777. https://scholarsmine.mst.edu/masters_theses/5777
This thesis is brought to you by Scholars' Mine, a service of the Missouri S&T Library and Learning Resources. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected].
No. of Wt. in gTl'IS. Wt. in gms Wt. in gms. \'lt. in gtjS. \'lt. in gms. Wt. in gm3. Wt. in gms. Specit/Jns With 3% With 4% . With 5% With 6% With 7% With 8% With 9%
Degree ot saturation • Volume of asphalt x 100 Total volume of voids
• 5.08 X 100 • 21.3% 2).85
52
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IV. DISCUSSION
A. General
As mentioned previously the variables in this investigation are
asphalt content, type of asphalt cement and mineral filler. Prior to
discussing the effects of the variables on the ability to predict the
physical properties of a mix, it is desirable to evaluate the role of
each of these variables in the sand bituminous mix.
The asphalt cement perto~s a dual role by acting as a cementing
agent, thereby increasing the cohesive properties of the mix, and as
filler by partially filling the voids in the mineral aggregate. The
ndneral filler frequently performs a dual role, but the effect is some
what less obvious. Filler particles increase the number of inter
particle contacts thereby increasing the internal friction and some of
the finer particles or mineral filler are in suspension in the asphalt
cement and they either coat the larger particles or have an apprciable
effect on the apparent viscosity of the asphalt. (S)
The results of this study indicate that there is a direct relation
ship between the physical properties or a design asphalt mixture and
the type and quantity of the asphalt. They also indicate the effects
or the filler on the properties or sand-asphalt mixt,ure. 'lhese
relationships are shown in Figure S, 14, 20, 21, 22, and 23. The
numerical data for these relationships are summarized in Tables 2 and 4.
B. The Effect of Asphalt
A continuous increase occurs in the compressive strength as a
result of increasing the percentage of asphalt ( 85-100 penetration) in
the mixture. 'Ibis is due to the action of the asphalt as a filler
and to the high viacositr or this t7P8 ot asphalt.
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Asphalt with a 120-150 penetration causes an increase in compres
sive strength for up to four percent asphalt added. An appreciable
decrease in strength was found for the 4 1/2% and the 5% asphalt in
the mixture. For the three different percentages of asphalt (3%,
3 1/2, and 4%) the asphalt acted as a binder and coater to the
particles of the sand. It gavo the mixture cohesiveness and strength,
and. it filled. portions of the voids between the ·particles. But, with
an increase in · the percentage of this asphalt to 4 1/2 and 5 percent
the low viscosity of this type or asphalt causes a lowering of the
compressive strength. The changes in strength that occur with varying
asphalt content appear to be a fUnction of the thickness of the film
that coats the particles. As the film thickness increases the
relatively low viscosity of the asphalt makes it easier for the sand.
particles to move with respect to each other and as a result the
strength of the mix approaches a lower limiting value which is the
viscosity or the asphalt cement.
c. Tne Effect of Filler
Both the compressive stress and the unit weight of the mixture
are increased due to the dual action of the filler. 'lhe filler in!'6 ·
creases contact between the particles of the sand. and. this results in
more shearing resistance. Also, due to a filling of the voids the
unit \w-eight is increased. 'lbe void ratio decreased due to the use of
filler in the mixture. 'lhe effect ot filler has been demonstrated. in
this investigation by comparing two different groups ot mixtures, one
with tiller and the other without it. The one to which filler was
added yielded higher compressive strengths and higher unit weights.
D. Stress-Strain Relationship
1. Group A Mixtures:
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Tnis group of mixtures consisted of 85-100 penetration asphalt
added in seven different percentages (3% through 9%) to a mixture ot
sand containing 5 percent filler material.
In Figure 1 through 8, it is shown that by increasing the asphalt
percent in the mixture, a higher ma:x:imum. stress was achieved and the
maximum strain before failure increased simultaneouslf with the in
crease in stress. The increase in the maximum stress was rather small
for mixtures having asphalt contents ranging from seven to nine per- ·
cent. The 'llaximum stresses for the mixtures containing 4%, 5% and 6%
asphalt were very close to each other too, as shown in Figure 8.
'Ih~ Ei (Young's Modules) for this group did not change directly
with the stress-strain relationship. The highest Ei value in this
group was for the mixture which contained 3% asphalt.
2. Group B Mixtures:
This grat'P of mixtures consisted of 85-100 penetration asphalt
added to sand without filler in five different percentages (3, 4, 5,
an<i 9). The increase in the percent of asphalt added was always
accompanied by an increase in the maximum stress and maximum strain
be.f'ore failure as shown in Figure 9 through 14.
The (Ei) was increased simultaneously with the increase in the
percent of asphalt from 4% through 9%.
3. Group C Mixtures:
This group consisted of asphalt having a 120-150 penetration
range added to the sand in five different percents (3, 3 1/2, 4, 4 1/2,
and 5). The maxilllllm stress was increased b,y increasing the percent of
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of asphalt added, up to the 4% where it began to decrease with an
increase in asphalt content. The relationships are shown in Figure 15
through 20. The strain corresponding to the ma:.ximum stress was in
creased or decreased according to the increase or decrease in maximum
stress.
'!he (E1) of this group was higher for the mixture which yielded
higher maximum stress and lower for the one which Jielded lower
maximm stress.
E.· Relationship Between Asphalt Content and Unit Weight
'lhe unit weight of the mixture in each ot thea groups was in
creased with an increase in the percent or asphalt added {see Table 4).
'lhis is because the asphalt acted as a filler tor a portion ot the Yoids
in the mixture. Figures 21 through 23 indicate that by increasing the
percent ot asphalt, the V.M.A. (the voids in mineral aggregate) were
decreased continuously. By increasing the percent or asphalt added
to the mixture, the degree or saturation for the v~ds was increased
as shown in Figure 24 through 26.
F. Unit Weight -Compressive Stren~h Relationship
Tho unit weight - compressi't'e strength relationship followed the
same trends as the relationship between percentage of asphalt and
stress. 'Ibis is shown in Table 4 and Figures 'Z7 t~rough 29. For the
mixes ot both groups A and B there was a general increase in the
compressive strength when the unit weight of the mixture was increased.
For group C the unit weight-strength relationship was non-linear as
1nclicated in Figure 29.
G. E-valuation of Results
1. Group A:
57
For this group the maximum stress-strain, and unit weight were
increased simultaneously with the increased percent of asphalt added,
and the V.M.A. decreased at the same time. This resulted from the
asphalt working ~s an adhesive material and binding the sand particles
together and providing more cohesiveness to the mix. Also, the
asphalt acted as a filler for a portion of the voids, this was
especially true in mixtures where a rather high percent of asphalt
was used. This conclusion is supported by the curves shown in both
Figures 21 and 25. In Figure 21, the curve which shows the V .M.A. and
asphalt content relationship started taking a straight line shape
between the 5% and 7% asphalt contained. The degree of saturation
and asphalt contained followed a straight line relationship above the
5% asphalt contained as shown in Figure 25. Because of the high
V.M.A. of the mixture in this investigation, the straight line of the
curves in the previous two figures indicated that the asphalt contain
ed in excess of 5% had been acting as filler. From this, it can be
concluded that in a mixture in which the V .M.A. is low, a condition
l<1"lich could be brought about by increasing the compaction effort and
using well graded sand, the asphalt in excess of 5% will not be needed.
By referring to Figure 8, it can be seen that no increase in maximum
stress resulted when the percentage of asphalt was increased from 4 to
5. From the previous results and discussion, the 4% asphalt content
could be considered as the optimum percentage of asphalt used in this
group if the V.M.A. is kept within the desirable limits.
2. Group B:
In this group of mixtures, the maxi n1m stress, the maxi m11m strain
at failure, and the unit weight were increased by increasing the
asphalt content.
of asphalt added.
The V.M.A. was decreased by increasing the percent
The asphalt fUnctioned the same way as it did for
58
group A. Figure 22 shows the relationship between V .H. A. was linear
for the range of asphalt contents used. This supports the previous
assur.1ption that the asphalt has functioned as a filler. Further
evidence of this fact is indicated by the degree of saturation as
shown in Figure 26.
In this group, the maximum stress increased noticeably when the
asphalt content was increased from 4% to 5%. The reason for this
·' .ncrease can be related to the absence of filler in this group. The
same statement made concerning the desirable percentage of asphalt
added to the group A could be made about group B. That is if the
V .l-I.A. were kept low, and within desirable limits, the 4 percent
asphalt content appears to be the optimum value.
3. Group C:
For this group, the unit weight and V.M.A. acted the same as in
both group A and C. However, the maximum stress and maximum strain at
failure increased with asphalt contents up to 4% then it decreased
thereafter as shown in Table 4 and Figure 29. Even though the asphalt
acted as a filler for a portion of voids, the comparatively low
viscosity of asphalt used in this group made it easier for the
particles of sand to slide on each other when the asphalt content was
increased beyond the optimum value.
For this group the optimum percentage of asphalt is in the order
of 4% as shown in both Figures 20 and 29.
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CONCWSICliS
On the basis or the data accumulated during tbe experiments and
the anal.;rsis thereof, certain trends for the beharlor ot sand-asphalt
mixtures have been aentioned. which lead to the tollowi.n! tentatift
coaclusions.
1. Filler has a definite beneficial effect on the physical
properties or sand-asphalt Jlixes. 'lhe use ot 5% filler in the
mixtures increased the unit wight, •xhmlll stress, and decreased
the VMA.
2. A continuous increase in the ux111111a compressi Ye stress result
ed traa an increase in the percentage or 85-100 penetration asphalt
used in a lldx. In the case ot 120-150 penetration asphalt. the
increase in the compressive stress continued wi~h increasing the
percentage or asphalt to 4% decreased thereafter.
3. '!he unit weight or the m.ixt.ure in each or the three groups
waa increased with an increase in the percent asphalt added.
4. At asphalt contents above 5%, a porti<lll ot the as}ilalt acted
as a filler for part ot the total Toid TolUID8 • .
5. There. appears to be no direct relation between uncontined
compressive stress and the Youngs MOdulus of the mixes ot group A.
6. In general for the groups B and c, the maxiiDWil compreaaift
stress increased and decreased auccessiYel.;r b.r t.he increase ar
decrease in the IO\DlgS Modulus or the uterial.a ot that group.
BIBLIOORAPHY
1. WEA~, H. c. (1937) Sand-Bituminous Stabilization, Highwa7 Research Board, Vol. 17, P. _521.
2. ANDERSON, JC. O., HASS, R. C. G., and LAPLANTE, A. D., 1965,
60
Triaxial Shear Strength Characteristics or Some Sand-Asphalt Mixtures, Highwa)- Research Record, Jlo. 91.
3. ABDEL-HADY, M. and HERRIN, M. (1965), Rheological Properties ot Compacted Soil-Asphalt Mixtures, Highwa7 Research Record, No. 91.
4. PmNELL, D. G., (1962), Structural Comparison or a Sand-Asphalt with a Soil Cement. Unpubl. M. sc. Thesis, Univ. ot Alberta.
5. ANDRDiS, JR., C. E., (1965), 'lhe Histor7 ot Sand-Asphalt in South · Carolina, Paper presented at South em Association of
State Highwa7 Officials, Charleston,, South Carolina.
6. KA'ITI, R. K., DAVIDSON, D. T. and SHtJl.m, J. B., Water in CutBack Asphalt Stabilization ot Soil, Hig~ Reaearch Record, No. 241.
7. LADIS H. CSANn, Functions ot Fillers in Bituminous Mixes, Highwa7 Research Record, No. 329.
8. KALLAS, B. F., PUZINAUSKAS, V. P., and JCNIIDER, H. C., (1962). Mineral Fillers in Asphalt Paring Mixture, Highwq Research Board Bulletill 329, P. lS.
VITA
Maurice Abdulla Sayegh was born on JlUle 8, 1938 at Hosul, Iraq.
He attended primary school in Mosul.i then the Intermediate and High
School in Baghdad, graduating from Central High School in June 1956.
He attended the University of Baghdad tor three years and graduated
with a Deploma degree in Cirll Engineering in June 1959.
He served for three years and eight months in the Iraqi Arrsrr
as a reserve Lieutenant.
61
In September 1963, he enrolled at the University ot Missouri at
Rolla, Civil Engineering Department, working for a Bachelor ot Science
degree in Civil Engineering which he received in May, 1965.
In summer, 1965 he enrollecl in the Civil Engineering DepartJDeDt
ot the Universit;r ot Missouri at Rolla as a graduate student working
towards the Master of Science degree in Cirll iDgine•rihs•