Warm Bituminous Mixes-A Road To
Sustainable Pavement Surface
Guided By:-
Prof. Chirag B.
Patel.
Submitted By:-
Patel Sanket H.
Patel Neel N.
Patel Chintan K.
Guided By:-
Assi. Prof. Chirag B. Patel.
Assi. Prof. Bhavik. G. Patel
Contents:-
Introduction.
Objectives and scope of the study.
Motivation of the study.
Benefits of WMA.
Methodology.
Literature review.
Testing on Aggregate.
Testing on bitumen.
Marshall Test
Results of bitumen with sasobit & Evotherm testing.
Blending of Aggregates and Laboratory Trial mix.
Comparison of Results.
Cost analysis
Conclusion
References.
Introduction :-
The first WMA techniques were developed in the late 1990’s.
Additives were trialled in Germany and in Norway the WMA-Foam
process was developed.
Classification by temperature range (Temperatures,
and fuel usage are approximations)
What is Warm Mix Asphalt ?
Warm Mix Asphalt is a sustainable alternative to
traditional Hot Mix Asphalt.
Traditionally, asphalt is produced at temperatures
around 160-180ºC to optimise the coating of
aggregate with bitumen and its laying manageability.
However using latest technology, Warm Mix Asphalt
is produced and laid at a lower temperature range
from 110-140ºC, and has the same effectiveness as
traditional asphalt products.
Objectives and scope of the study:-
Focus on information that provides insight into how WMA may be implemented and how it may perform in INDIA. An outcome of this project is recommendation for steps to follow the implementation of WMA technologies.
To carryout feasibility study of WMA technology in Indian Highways.
To carryout different experiments on WMA mix to assess its qualities and determine its suitability for paving.
To carryout life cycle cost analysis of WMA and its comparison with HMA.
Motivation of the study :-
Recently fuel prizes are increasing day by day in
India and other countries.
Thus a need for new solution for asphalt paving
procedures requiring considerable amount of fuel
for heating has arrived.
One of them is Warm bituminous mix technology
which allows the procedures of asphalt pavement
material to be kept lower than the conventional
temperature at which the materials are mixed and
laid on the road.
Benefits of WMA :-
Due to use of Warm Mix Asphalt(WMA)
technology,benefits are following:
• Environmental benefits
• Paving benefits
• Asphalt workers benefits
• Economical benefits
Problem
Identification
We Choose
Add-mixtures
sasobit Evother
m Mix Design using
Sasobit and Evotherm
Testing on mix design
Result Analysis
Cost Analysis
Testing on simple
bitumen
Sasobit:-
It can Reduce about 25 to 50 °C in the mixing and
handling temperatures of the mixture have been
reported by the producer.
The melting point of Sasobit is around 85 to 115
°C.
Figure : Sasobit
Evotherm:-
The Evotherm is then mixed with the aggregate in
the HMA plant & 55°C reduction in production
temperatures. .
The manufacturer reports that this chemistry
provides better aggregate coating, workability,
adhesion, and improved compaction with no
change in materials or job mix formula required.
Figure : Evotherm
Literature review:-
[1.] The use of Warm-Mix Asphalt ,European Asphalt Pavement Association, Rue du Commerce 77 , january 2010, 1040 Brussels, Belgium.
CONCLUSION:-
The working temperatures of the warm asphalt mixes were
38.0°F (21.1C°) to 65.8°F(36.5C°) lower than the HMA.
The lower production temperature also reduces the ageing of
the bitumen during the production stage, which results in an
improved thermal and cracking resistance.
Literature review:-
[2.] Jenkins, K. “Mix Design Considerations for Cold and Half-Warm Bituminous Mixes with Emphasis on Foamed Bitumen.” Doctoral Dissertation, Stellenbosch University, 2000.
CONCLUSION:-
The performance characteristics of WMA
mixes can be at least equivalent to
conventional mixes. This can be achieved
because of the often better workability and
hence better compaction which can be achieved.
Literature review:-
[3.] Y. Brosseaud, M. Saint Jacques,” Warm asphalt mixes: overview of this new technology in France”, Paper 0309, Transport Research Arena Europe 2008, Ljubljana.
CONCLUSION:-
The laboratory measurements of indirect tensile
strength indicated no significant difference between
the WMA mixes and the HMA control mix. The
variations in observed strength appear to be due to
differences in conditions under which cores were
retrieved and normal measurement fluctuations.
Tests on aggregates :-
• Aggregate Impact Test
• Flakiness Index
• Elongation Index
• Specific gravity & water absorption Test
• Crushing Test
Aggregate Impact Test :-
To determine the impact
value
of the road aggregates;
To assess their suitability
in
road construction on
the basis
of impact value.
Flakiness Index :-
The flakiness index of the aggregate is the percentage by
weight of aggregates particles whose least
dimension/thickness is less than three fifth or 0.6 of their
mean dimension. The test is applicable to sizes larger
than 6.3 mm.
Elongation Index:-
The elongation index of an aggregate is the
percentage by weight of particles whose greatest
dimension of length is greater than one & four
fifth or 1.8 times their mean dimension. The
elongation test is not applicable for sizes for
smaller than 6.3 mm.
Specific gravity & water absorption Test :-
The specific gravity of an
aggregate is considered to a
measure of the quality or
strength of the material.
The specific gravity is
calculated by dividing the dry
weight of aggregate by the
weight of equal volume of
water
Crushing Test :-
This test helps to determine the aggregate crushing
value of coarse aggregates as per IS: 2386 (Part IV) –
1963.
To assess suitability of aggregates for use in different
types of road pavements.
Result of Aggregate Testing :-
Sr. no Tests Method Test Result Permissible
Limit
1 Impact test IS 2386 PART IV 6.30 % Max 27 %
2 Flakiness & Elongation (shape)
test
IS 2386 PART I 27.20 % Max 30%
3 Specific gravity
IS 2386 PART III
Coarse Aggregate 20 mm 2.72
2.6 to 2.9 Coarse Aggregate 10 mm 2.64
Coarse Aggregate 6 mm 2.80
Stone dust 2.72
water absorption test 0.94% Max 2%
4 Crushing test IS 2386 PART IV 22.8% Max 30%
Tests on bitumen :-
Penetration test
Softening point test
Ductility test
Specific Gravity
Viscosity test
Flash and Fire Point test
Penetration Test :-
It measures the hardness or softness of bitumen
by measuring the depth in tenths of a millimeter
to which a standard loaded needle will penetrate
vertically in 5 seconds.
Softening Point Test :-
Softening point denotes the temperature at which the
bitumen attains a particular degree of softening under
the specifications of test.
Ductility Test :-
Ductility is the property of bitumen that permits it to
undergo great deformation or elongation.
Ductility is defined as the distance in cm, to which a
standard sample of the material will be elongated
without breaking.
Flash and Fire Point test :-
• Flash Point:- The flash point of
the material is the lowest
temperature at which the vapor of
substance momentarily takes
fire in the form of the flash under
specified condition of the test.
• Fire Point:- The fire point is the
lowest temperature at which the
material gets ignited and burns
under specified condition of test.
Result of Bitumen
Testing Sr. no
Types of test Test method Result Permissible
Limit
1 Penetration test IS: 1203-1978 64 60 to 70
2 Softening point test IS: 1205-1978 45 40 to 55
3 Ductility test IS: 1208-1978 80 75 (min)
4 Specific Gravity IS : 1202-1978 1.02 0.99 (min)
5 Flash Point
IS:1209-1978
245
90 to 370 °C 273 Fire Point
Marshall Test Using Stability and Flow
Parameters:-
Marshall stability test indicate the stability and flow
value of the mix design of bitumen and aggregates
and also indicate suitability for constrution.
Results of bitumen with sasobit & Evotherm
testing
Ductility Test Results For Sasobit
Sasobit % Ductility at 270C
M1 M2 M3 Avg.
0 70 72 75 72.3333333
0.5 76 78 81 78.3333333
1.5 72 75 70 72.3333333
3 70 67 62 66.3333333
Ductility Test Results For Evotherm
Evotherm % Ductility at 270C
M1 M2 M3 Avg.
0 70 72 75 72.3333333
0.25 55 50 52 52.3333333
0.5 46 39 44 43
0.75 40 38 32 36.6666667
Ductility Test:-
Penetration Test Results For Sasobit
Sasobit % Penetration at 250C
Test 1 Test 2 Test 3 Avg.
0 65 67 70 67.3333333
0.5 62 64 66 64
1.5 76 78 76 76.6666667
3 64 66 64 64.6666667
Penetration Test Results For Evotherm
Evotherm % Penetration at 250C
Test 1 Test 2 Test 3 Avg.
0 65 67 70 67.3333333
0.25 66 62 61 63
0.5 62 62 64 62.6666667
0.75 63 61 58 60.6666667
Penetration Test:-
Softening Point Test Results For Sasobit
Sasobit % Softening Point (0C)
M1 M2 Avg.
0 44 46 45
0.5 39 40 39.5
1.5 37 39 38
3 37 40 38.5
Softening Point Test Results For Evotherm
Evotherm % Softening Point (0C)
M1 M2 Avg.
0 44 46 45
0.25 36 38 37
0.5 34 38 36
0.75 32 33 32.5
Softening Point Test:-
Blending of Aggregates and Laboratory
Trial mix:-
Table : Proposed Combined Gradation for WMAC
Sieve
size
20mm 10mm 6mm Stone
dust
Combined
gradation
Lower
limit
Upper
limit
26.5 100 100 100 100 100 100 100
19 67.54 100 100 100 88.31 79 100
13.2 29.43 100 100 100 74.59 59 79
9.5 10.37 70.39 100 100 64.77 52 72
4.75 6.87 35.02 63.75 100 49.10 35 55
2.36 4.40 20.28 30.74 100 36.84 28 44
1.18 3.20 12.84 12.73 84.06 26.43 20 34
0.6 2.31 9.69 5.73 63.25 18.70 15 27
0.3 1.68 7.56 4.35 38.88 12.00 10 20
0.15 1.17 6.30 3.45 18.17 6.45 5 13
0.075 8.87 2.37 2.08 5.57 2.51 2 8
100
88.31
74.59
64.77
49.1
36.84
26.43
18.7
12
6.45 2.51
100
79 59
52
35
28
20 15
10 5 2
100 100
79
72
55
44
34
27
20
13 8
0
20
40
60
80
100
120
0 5 10 15 20 25 30
% S
pecif
icati
on
lim
it
Sieve size
proposed combined gradation
Lower limit
Upper limit
Mix
proportion
(20mm)
36%
(10mm)
10%
(6mm)
30%
(stone dust)
24%
= 100%
Fig.(a) Proposed Gradation Curve
Effect on Volumetric Property and Marshall Stability:-
Take Sasobit Percentage : 3%
Take Evotherm Percentage : 0.5%
Test results of bituminous mix design of 60/70 grade bitumen
Bituminou
s %
Stability
(Kg)
Flow
(mm) Gmm Gmb
AV
(%)
VMA
(%)
VFB
(%)
4.5 992 3.1 2.674 2.537 5.12 17.03 69.91
5 1057 3.2 2.673 2.539 5.01 17.38 71.23
5.5 1139 3.4 2.42 2.324 3.97 16.27 75.62
6 1086 3.5 2.41 2.32 3.73 16.86 77.85
Test results of bituminous mix design of 60/70 grade bitumen with 3%
Sasobit
Bituminou
s %
Stability
(Kg)
Flow
(mm) Gmm Gmb
AV
(%)
VMA
(%)
VFB
(%)
4.5 1105 3.12 2.67 2.53 5.24 15.52 66.21
5 1189 3.23 2.67 2.6 4.34 15.4 71.82
5.5 1398 3.48 2.465 2.36 4.12 15.5 73.42
6 1229 3.75 2.446 2.356 3.86 15.57 75.21
Test results of bituminous mix design of 60/70 grade bitumen with 0.5%
Evotherm
Bituminou
s %
Stability
(Kg)
Flow
(mm) Gmm Gmb
AV
(%)
VMA
(%)
VFB
(%)
4.5 1010 3.05 2.54 2.392 5.21 16.1 67.64
5 1037 3.25 2.67 2.57 4.05 16.03 75.57
5.5 1290 3.45 2.502 2.416 3.44 16.22 78.81
6 1242 3.57 2.486 2.412 2.98 16.48 81.94
Figure (A) Stability (kg) Vs Bitumen(%)
Figure (B): Flow value (mm) Vs Bitumen(%)
Comparison:-
Figure (C) Air Voids (%) Vs Bitumen(%)
Figure (D) VMA (%) Vs Bitumen(%)
Figure (E) VFB (%) Vs Bitumen(%)
Cost analysis:-
Quantity @ 5.5% of bitumen required for 100 sq. mt. for 40
mm thick bituminous concrete is 528 kg.
Hence quantity required for 1 Km of National Highway (8.5 m wide)
is 44800 kg.
Bituminous
product
Rs. per Tonne Quantity (Tonne) Total Rs.
60/70 grade-
bitumen
25080 44.80 1125590.4
Sasobit 29190 44.80 1310047.2
Evotherm 25960 44.80 1165084.8
Comparative Life Cycle Cost Analysis
B.C. surface
Cost of surfacing in Rs.
Total cost
of
surfacing
Saving
in % on
renewal
cost Present 4 years 6 years 8 years 12 years
60/70 grade bitumen 1125590 1181870 1240963 1303012 3725845
Sasobit 1310047 1375550 1444327 2819877 24.31578
Evotherm 1165085 1223339 1284506 2507845 32.69057
Conclusion:- WITH THE USE OF WARM MIX ASPHALT(WMA) WE CAN,
- Reduce energy requirements by around 30%.
- Reduce greenhouse gas emission by up to 30%.
- 50-60% reduction in dust emissions.
- Increase range of transportation.
- Reduce “blue smoke” during loading and transportation.
- Safer working environment for asphalt crews through.
- Reduce fumes, heat and emissions.
- Improve field compaction which can facilitate an extension of
the paving season.
REFERENCES:-
1. Al-Rawashdeh, A. S. (November 2008).
Performance Assessment of Warm Mix Asphalt
(Wma) Pavements.
2. Amirkhanian & Das, A. (2008). Laboratory
Simulation of Warm Mix Asphalt (WMA) Binder.
3. Andrea N. Kvasnak, B. P. (November 2010).
Wisconsin Field Trial of Warm Mix Asphalt
Technology.
4. Association, E. A. (January 2010). The Use of
Warm Mix Asphalt. Belgium.
5. Brain Powell, A. T. (June 2010). Priliminary
Evaluation of Warm Mix Asphalt.
Quarries are welcome ---
---- for sharing
knowledge
