This document studied the use of fine volcanic ash to modify asphalt mixtures. Testing showed that volcanic ash improved the high and low temperature properties of asphalt mastic and mixtures compared to mixtures modified with slag alone. Specifically, volcanic ash increased the rutting factor and creep stiffness of mastic at high and low temperatures. When combined with polymers like SBS, volcanic ash provided greater improvements to high temperature properties than slag. Additionally, volcanic ash modified mixtures had equal or better pavement performance as slag mixtures at a lower cost. Therefore, the study concluded volcanic ash is a suitable and cost-effective filler for modifying asphalt mixtures to enhance pavement performance.
Soil is a peculiar material. Some waste materials such Fly Ash, rice husk ash, pond ash may use to
make the soil to be stable. Addition of such materials will increase the physical as well as chemical properties of
the soil. Some expecting properties to be improved are CBR value, shear strength, liquidity index, plasticity
index, unconfined compressive strength and bearing capacity etc. The objective of this study was to evaluate the
effect of Fly Ash derived from combustion of sub-bituminous coal at electric power plants in stabilization of soft
fine-grained red soils. California bearing ratio (CBR) and other strength property tests were conducted on soil.
The soil is in range of plasticity, with plasticity indices ranging between 25 and 30. Tests were conducted on
soils and soil–Fly Ash mixtures prepared at optimum water content of 9% .Addition of Fly Ash resulted in
appreciable increases in the CBR of the soil. For water contents 9% wet of optimum, CBRs of the soils are
found in varying percentage such that 3,5,6and 9.We will found optimum CBR value of the soil is 6%.Increment
of CBR value is used to reduce the thickness of the pavement. And increasing the bearing capacity of soil.
Soil Stabilization using Fly Ash and Cotton Fiberijtsrd
Mixing of fiber for ground improvement has been practiced for recent years. Many researches has shown the expected results. This paper mainly deals with the ground improvement technique using both Fly Ash and cotton fiber. The combination of them gives a satisfactory value of its practical application. Both Fly Ash and Cotton fiber are treated as waste materials in our country in spite of having its engineering significances. Here all the tests were performed accepting the Fly Ash percent is 10 for maximum bearing capacity of soil. Three types of sample were prepared as per 0.3%, 0.5%, 0.7% of cotton fiber. For instances, it deliberately increases the Dry Density of soil up to 48.05 KN/m3 where as normal unreinforced soil sample gives about 22 KN/m3. The Ultimate bearing capacity increases up to 80.65 Kpa whereas the unreinforced soil sample gives for 35 Kpa. The result of California Bearing Ratio (CBR) test gives desired value (23%) than unreinforced soil (17%). The CBR test is performed only for 0.7% of cotton fiber where maximum stress is found. The most significant part in this study is to show the variation on cotton fiber for ground improvement technique at different ratio. This paper shows the gradual increase in Deviator stress for UCS tests for the increase in the percent of cotton fiber mixing with Fly Ash. This research may meet the need of ground having low strength at important sites. Tonmoy Kumar Brahmachary "Soil Stabilization using Fly Ash and Cotton Fiber " Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-1 | Issue-6 , October 2017, URL: http://www.ijtsrd.com/papers/ijtsrd2493.pdf http://www.ijtsrd.com/engineering/civil-engineering/2493/soil-stabilization-using-fly-ash-and-cotton-fiber-/tonmoy-kumar-brahmachary-
Overview of Soil Stabilization :Cement / Lime :PPTAniket Pateriya
Soil-cement is frequently used as a construction material for pipe bedding, slope protection, and road construction as a sub-base layer reinforcing and protecting the subgrade. It has good compressive and shear strength, but is brittle and has low tensile strength, so it is prone to forming cracks.
Lime can be used to treat soils to varying degrees, depending upon the objective. The least amount of treatment is used to dry and temporarily modify soils. Such treatment produces a working platform for construction or temporary roads. A greater degree of treatment supported by testing, design, and proper construction techniques--produces permanent structural stabilization of soils.
Stabilization of soft soil with granulated blast furnace slag and fly asheSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
introduction to soil stabilization and introduction to geo textiles and synth...husna004
Stabilization is the process of blending and mixing materials with a soil to improve certain properties of the soil. The process may include the blending of soils to achieve a desired gradation or the mixing of commercially available additives that may alter the gradation, texture or plasticity, or act as a binder for cementation of the soil.
GGBS are added from 0% to 40% by dry weight of soil, first of all check the all
soil property at 0 % (no GGBS) and then compare after addition of GGBS from 10% to 40%. On
the basis of Standard Proctor test & Unconfined Compressive Strength test the optimum
percentage of GGBS is 10%. Investigations showed that generally the engineering properties
which improved with the addition of GGBS. The California bearing ratio of soil increases as the
percentage of GGBS replaced in increase.
Stabilisation of clay subgrade using sawdust Ash and concrete debrisDKarthik SK
This project is done in Highway Research Station,Guindy ,Chennai.
We use concrete debris and sawdust ash as stabilizer for subgrade to increase CBR strength and reduce pavement thickness.
For details contact : skconnectme7@gmail.com
EXPERIMENTAL INVESTIGATION ON CALIFORNIA BEARING RATIO FOR MECHANICALLY STABI...IAEME Publication
Soil stabilization is any process which improves the physical properties of soil, such as increasing shear strength, bearing capacity etc. which can be done by use of controlled compaction or addition of suitable admixtures like cement, lime and waste materials like phosphogypsum,etc. The cost of introducing these additives has also increased in recent yearswhich opened the door widely for the development of other kinds of soil additives such as plastics, bamboo, fly ash etc. This new technique of soil stabilization can be effectively used to meet the challenges of society, to reduce the quantities of waste, producing useful material from non-useful waste materials.
Strength Behaviour of Expansive Soil Treated with Tile WasteIJERD Editor
The amount of wastes has increased year by year and the disposal becomes a serious problem. This
paper presents the effects of tile waste on, liquid limit, plastic limit, compaction characteristics, California
Bearing Ratio and swelling pressure of an expansive soil. The expansive soil collected locally was mixed with
tile waste from 0 to 30% at an increment of 10%. From the analysis of test results it was found that, liquid limit,
plastic limit, optimum moisture content, and swelling pressure are decreased, maximum dry density and
California bearing ratio are increased with an increase in tile waste.
An Experimental Study on Durability of Concrete Using Fly Ash & GGBS for M30 ...IJERD Editor
Concrete when subjected to severe environments its durability can significantly decline due to
degradation. Degradation of concrete structures by corrosion is a serious problem and has major economic
implications. In this study, an attempt has been made to study the durability of concrete using the mineral
admixtures like Fly Ash & Ground Granulated Blast Furnace Slag (GGBS) for M30 grade concrete.Cube
Specimens were casted and are immersed in normal water, sea water, H2SO4 of various concentrations and were
tested after 7 days, 28 days & 60 days.
Soil is a peculiar material. Some waste materials such Fly Ash, rice husk ash, pond ash may use to
make the soil to be stable. Addition of such materials will increase the physical as well as chemical properties of
the soil. Some expecting properties to be improved are CBR value, shear strength, liquidity index, plasticity
index, unconfined compressive strength and bearing capacity etc. The objective of this study was to evaluate the
effect of Fly Ash derived from combustion of sub-bituminous coal at electric power plants in stabilization of soft
fine-grained red soils. California bearing ratio (CBR) and other strength property tests were conducted on soil.
The soil is in range of plasticity, with plasticity indices ranging between 25 and 30. Tests were conducted on
soils and soil–Fly Ash mixtures prepared at optimum water content of 9% .Addition of Fly Ash resulted in
appreciable increases in the CBR of the soil. For water contents 9% wet of optimum, CBRs of the soils are
found in varying percentage such that 3,5,6and 9.We will found optimum CBR value of the soil is 6%.Increment
of CBR value is used to reduce the thickness of the pavement. And increasing the bearing capacity of soil.
Soil Stabilization using Fly Ash and Cotton Fiberijtsrd
Mixing of fiber for ground improvement has been practiced for recent years. Many researches has shown the expected results. This paper mainly deals with the ground improvement technique using both Fly Ash and cotton fiber. The combination of them gives a satisfactory value of its practical application. Both Fly Ash and Cotton fiber are treated as waste materials in our country in spite of having its engineering significances. Here all the tests were performed accepting the Fly Ash percent is 10 for maximum bearing capacity of soil. Three types of sample were prepared as per 0.3%, 0.5%, 0.7% of cotton fiber. For instances, it deliberately increases the Dry Density of soil up to 48.05 KN/m3 where as normal unreinforced soil sample gives about 22 KN/m3. The Ultimate bearing capacity increases up to 80.65 Kpa whereas the unreinforced soil sample gives for 35 Kpa. The result of California Bearing Ratio (CBR) test gives desired value (23%) than unreinforced soil (17%). The CBR test is performed only for 0.7% of cotton fiber where maximum stress is found. The most significant part in this study is to show the variation on cotton fiber for ground improvement technique at different ratio. This paper shows the gradual increase in Deviator stress for UCS tests for the increase in the percent of cotton fiber mixing with Fly Ash. This research may meet the need of ground having low strength at important sites. Tonmoy Kumar Brahmachary "Soil Stabilization using Fly Ash and Cotton Fiber " Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-1 | Issue-6 , October 2017, URL: http://www.ijtsrd.com/papers/ijtsrd2493.pdf http://www.ijtsrd.com/engineering/civil-engineering/2493/soil-stabilization-using-fly-ash-and-cotton-fiber-/tonmoy-kumar-brahmachary-
Overview of Soil Stabilization :Cement / Lime :PPTAniket Pateriya
Soil-cement is frequently used as a construction material for pipe bedding, slope protection, and road construction as a sub-base layer reinforcing and protecting the subgrade. It has good compressive and shear strength, but is brittle and has low tensile strength, so it is prone to forming cracks.
Lime can be used to treat soils to varying degrees, depending upon the objective. The least amount of treatment is used to dry and temporarily modify soils. Such treatment produces a working platform for construction or temporary roads. A greater degree of treatment supported by testing, design, and proper construction techniques--produces permanent structural stabilization of soils.
Stabilization of soft soil with granulated blast furnace slag and fly asheSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
introduction to soil stabilization and introduction to geo textiles and synth...husna004
Stabilization is the process of blending and mixing materials with a soil to improve certain properties of the soil. The process may include the blending of soils to achieve a desired gradation or the mixing of commercially available additives that may alter the gradation, texture or plasticity, or act as a binder for cementation of the soil.
GGBS are added from 0% to 40% by dry weight of soil, first of all check the all
soil property at 0 % (no GGBS) and then compare after addition of GGBS from 10% to 40%. On
the basis of Standard Proctor test & Unconfined Compressive Strength test the optimum
percentage of GGBS is 10%. Investigations showed that generally the engineering properties
which improved with the addition of GGBS. The California bearing ratio of soil increases as the
percentage of GGBS replaced in increase.
Stabilisation of clay subgrade using sawdust Ash and concrete debrisDKarthik SK
This project is done in Highway Research Station,Guindy ,Chennai.
We use concrete debris and sawdust ash as stabilizer for subgrade to increase CBR strength and reduce pavement thickness.
For details contact : skconnectme7@gmail.com
EXPERIMENTAL INVESTIGATION ON CALIFORNIA BEARING RATIO FOR MECHANICALLY STABI...IAEME Publication
Soil stabilization is any process which improves the physical properties of soil, such as increasing shear strength, bearing capacity etc. which can be done by use of controlled compaction or addition of suitable admixtures like cement, lime and waste materials like phosphogypsum,etc. The cost of introducing these additives has also increased in recent yearswhich opened the door widely for the development of other kinds of soil additives such as plastics, bamboo, fly ash etc. This new technique of soil stabilization can be effectively used to meet the challenges of society, to reduce the quantities of waste, producing useful material from non-useful waste materials.
Strength Behaviour of Expansive Soil Treated with Tile WasteIJERD Editor
The amount of wastes has increased year by year and the disposal becomes a serious problem. This
paper presents the effects of tile waste on, liquid limit, plastic limit, compaction characteristics, California
Bearing Ratio and swelling pressure of an expansive soil. The expansive soil collected locally was mixed with
tile waste from 0 to 30% at an increment of 10%. From the analysis of test results it was found that, liquid limit,
plastic limit, optimum moisture content, and swelling pressure are decreased, maximum dry density and
California bearing ratio are increased with an increase in tile waste.
An Experimental Study on Durability of Concrete Using Fly Ash & GGBS for M30 ...IJERD Editor
Concrete when subjected to severe environments its durability can significantly decline due to
degradation. Degradation of concrete structures by corrosion is a serious problem and has major economic
implications. In this study, an attempt has been made to study the durability of concrete using the mineral
admixtures like Fly Ash & Ground Granulated Blast Furnace Slag (GGBS) for M30 grade concrete.Cube
Specimens were casted and are immersed in normal water, sea water, H2SO4 of various concentrations and were
tested after 7 days, 28 days & 60 days.
IJERA (International journal of Engineering Research and Applications) is International online, ... peer reviewed journal. For more detail or submit your article, please visit www.ijera.com
International Journal of Engineering Research and Applications (IJERA) is an open access online peer reviewed international journal that publishes research and review articles in the fields of Computer Science, Neural Networks, Electrical Engineering, Software Engineering, Information Technology, Mechanical Engineering, Chemical Engineering, Plastic Engineering, Food Technology, Textile Engineering, Nano Technology & science, Power Electronics, Electronics & Communication Engineering, Computational mathematics, Image processing, Civil Engineering, Structural Engineering, Environmental Engineering, VLSI Testing & Low Power VLSI Design etc.
An Experimental Investigation on Strengths Characteristics of Concrete with t...ijsrd.com
The present work is directed towards developing a better understanding on strengths characteristics of concrete using as a partial replacement of cement by marble dust powder and sand by stone dust. The Dissertation work is carried out with M30 grade concrete for which the marble powder is replaced by 0%, 5%, 10%, 15%, 20% by weight of cement. For all the mixes compressive, flexural and split tensile strengths are determined at different days of curing apart from this the beams were casted and tested under flexural, the load and deflection are noted simultaneously and also the crack pattern were observed. In addition to this, sand is replaced with stone dust (SD) by 10%, 20% and 30% along with cement is replaced with MP by 0%, 10% and 20% by weight for M30 grades of concrete. Only 3 cubes were casted for various percentage replacements of sand with SD and cement with MP for 7days and 28 days compressive strength. The results of the present investigation indicate that marble dusts incorporation results insignificant improvements in the compressive, flexural and split tensile strengths of concrete and The load carrying capacity of RMP RCC beams {mix2 and mix3} is more compared to RCC conventional beams up to 10% of replacement and also for stone dusts and marble dust incorporation results insignificant improvements in the compressive strengths of concrete up to 20% of SD and 10% of MP of replacement.
Study of packing density of concrete in structural concrete using different s...habib ullah
The use of cement reasons air pollution so we can regulate it by replacing some amount of cement with marble dust.
In Pakistan budget is the key problem. Marble powder and kaolin clay are inexpensive. Marble powder is a waste.
Marble stone industry generates both solid waste and stone slurry. Leaving this waste material to the environment directly can cause environmental problem.
Strength Characteristics of Concrete with Partial Replacement of Coarse Aggre...IJERA Editor
This paper presents the results of concrete mix with partial replacement of fine aggregate by quarry dust and simultaneous partial replacement of coarse aggregate by laterite stone aggregate respectively on compressive strength, split tensile strength, flexural strength and workability of concrete. Concrete mixes containing 0%, 10%, 20%, 25 % and 30%, replacement (by weight) of fine aggregate with quarry dust and simultaneously 25% replacement of coarse aggregate (by weight) with laterite stone were casted in lab and checked for compressive strength, split tensile strength ,flexure strength and workability .This replacement results in making the concrete more economically available
An Experimental Investigation on Strength Characteristics of Concrete with Pa...ijsrd.com
One of the approaches in improving the durability of concrete is to use blended cement materials such as fly ash, silica fume, slag and more recently, metakaolin. By changing the chemistry and microstructure of concrete, pozzolans reduce the capillary porosity of the cementitious system and make them less permeable to exterior chemical sources as well as reducing the internal chemical incompatilities such as alkali-silica reaction. The concrete industry is known to leave an enormous environmental footprint on Planet Earth. First, there are the sheer volumes of material needed to produce the billions of tons of concrete worldwide each year. Then there are the CO2 emissions caused during the production of Portland cement. Together with the energy requirements, water consumption and generation of construction and demolition waste, these factors contribute to the general appearance that concrete is not particularly environmentally friendly or compatible with the demands of sustainable development. Thus, use of these supplementary cementitious materials can reduce the effects of cement causing severe environmental impact. This study presents the results of different mechanical properties of concrete such as compressive strength, split tensile strength and flexural concrete by partially replacing cement with metakaolin and silica fume. The replacement of metakaolin is varied from 10%, 15%, 20% and 25% and silica fume from 6%, 8% and 10%. The property of concrete in fresh state that is the workability is also studied during the present investigation. The optimum doses of silica fume and metakaolin in combination were found to be 6% and 15% (by weight) respectively, when used as part replacement of ordinary Portland cement.
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2. In common, fineness of mineral filler determines surface area.Smaller partical size and larger
surface area means stronger interaction between asphalt and filler, with “structural asphalt”content
increased, thus improving bond strength between filler and bitumen [1,2,3] and resistance to high
temperature deformation and water moisture. Compared with slag, smaller fineness and larger
surface area of volcanic ash are beneficial to its modification to asphalt.
(2)Chemical composition analysis showed that volcanic ash contains elements Si, Al, Fe, K, Na,
Ca,Mg and a small amount of transition metal elements such as Fe, Ti, Mn, Cu, V, and Zn. XPS
analysis states that substances in volcanic ash mainly includes Si, SiO2, Al2O3, Fe2O3, Na2O, K2O,
CaO and MgO,among which SiO2, Al2O3 and alkaline oxides are helpful to pozzolanic reaction
acid-base reaction with asphalt anhydride acid, improving adhesion of asphalt and volcanic ash.
(3)Studies show that[4] surface properties of fillers such as shape, angularity and surface
structure play an important effect on asphalt mixtures, which affect rheological properties of mortar
and optimum asphalt content in mixture, and then influence structural and mechanical properties of
asphalt concrete. Surface structure comparation of volcanic ash, diatomite and slag by scanning
electron microscopy are shown in figure 1.
①Mineral powder are polyhedral structure, with smooth surfaces, less angular, and uniform
distribution of larger particle size, on whose surface there are almost no micro-pores;
②Diatomite has extremely rough surface with huge amounts of permeable micro-pores;
③Compared with mineral powder, volcanic ash has smaller particle size, fluffy and rough
surface and irregular particle shape, partially porous holes are uniformly dispersed on whose surface
and the permeable mesopore formed by surface salient are in the majority.In general, volcanic ash
has well-developed pore structures.
a) mineral powder b) diatomite c) volcanic ash
Fig.1 SEM pictures of fillers (×50000)
From the view of surfacial microporous structure, there existed obvious difference between
volcanic ashes dominated by mesopores and diatomite with porous holes in majority. Unique
microporous structure of volcanic ash bound to affect its modification to asphalt.
Pavement Performance of Volcanic Ash Modified Mastic
Asphalt mastic is one of the most important part of asphalt concrete. Properties of mastic,to a large
extent, affect asphalt pavement performance. Volcanic ash modified mastic is made up of base
asphalt and volcanic ash instead of slag with certain filler-bitumen ratio. High and low temperature
properties of volcanic ash mastic are studied compared with slag mortar, and composite
modification by volcanic ash and polymers is further explored as well.
Performance of Volcanic Ash Singlely Modified Asphalt Mortar.High and low temperature
performance of volcanic ash modified asphalt mortar is shown in figure 2.
0
2
4
6
8
slag CB1# FS3# CB4# CB6#
rutting
factor
at
60℃(kPa)
0
50
100
150
200
250
300
350
400
450
500
slag CB1# FS3# CB4# CB6#
creep
stiffness
at
-12℃(MPa)
0.36
0.38
0.4
0.42
0.44
0.46
0.48
slag CB1# FS3# CB4# CB6#
creep
rate
at
-12℃
a) rutting factor b) creep stiffness c) creep rate
Fig. 2 High and low temperature properties comparision of modified asphalt mastic
Advanced Materials Research Vols. 255-260 3383
3. Compared with slag mortar, rutting factor G*/ sinδ of volcanic ash mastic significantly
increased, indicating that high temperature properties of volcanic ash mortar turned better than the
slag mortar; additionally the capability for volcanic ash to improve high temperature properties of
mastic varies a lot due to different volcanic ash species.
Creep stiffness of volcanic ash mortar significantly increased compared with slag mortar.
Analysis believe that rough surface texture and developed pore structure of volcanic ash make it get
great specific surface energy,which is helpful for volcanic ash to absorb light oil from asphalt,
resulting in increased volcanic ash mortar consistency, along with increased stiffness;
Creep rate of volcanic ash mortar is almost equal to that of slag mortar, indicating stress
relaxation capacity of volcanic ash mortar at low temperature is equivalent with slag mortar.
Performance of Volcanic Ash Compositly Modified Asphalt Mortar. High and low temperature
properties of mortar compositly modified by different fillers and 5% SBS are shown in figure 3.
0
20
40
60
80
100
120
slag CB1# FS3# CB4# CB6#
rutting
factor
at
60℃(kPa)
single modification
composite modification
0
100
200
300
400
500
600
slag CB1# FS3# CB4# CB6#
creep
stiffness
at
-12℃(MPa)
single modification
composite modification
0.34
0.36
0.38
0.4
0.42
0.44
0.46
0.48
slag CB1# FS3# CB4# CB6#
creep
rate
at
-12℃
single modification
composite modification
a) rutting factor b) creep stiffness c) creep rate
Fig.3 Properties comparision of asphalt mastic compositly modified by fillers and SBS
It can be seen from figure 3 that compared with single modification by volcanic ash, rutting
factor G * / sinδ of compositly modified asphalt mortar by SBS and volcanic ash increased
exponentially, indicating that SBS significantly improved high temperature stability of mortars,
among which rutting factor improving rate of volcanic ash mortar by SBS exceeded the slag mortar.
Compared with the single modification, creep stiffness of asphalt mortar compositely modified
by slag and SBS increased, while all of volcanic ash mortar stiffness were reduced except for FS3 #
and CB6#. At the same time, creep rate decrease range of volcanic ash mortar is less than slag
mortar, it can be concluded that low temperature properties of composite modification by SBS and
volcanic ash is obviously better than slag.
Volcanic Ash Modified Asphalt Mixture Performance
In order to verify modification effect of volcanic ash mortar, comparative studies on road
performance of asphalt mixture modified by volcanic ash are carried out.
Asphalt Mixture Performance Singlely Modified by Volcanic Ash. Data from table 2 indicated
that dynamic stability of asphalt mixtures modified by volcanic ashes were better than that of
mineral powder mixture; trabecular bending strain of volcanic ash modified mixtures was roughly
equal to that of slag asphalt mixture, which are consistent to the conclusion from properties studies
of volcanic ash singlely modified asphalt mastics.
Table 2 Pavement performance indexes of volcanic ash singlely modified asphalt mixture
Filler type Mineral powder CB1# FS3# CB4# CB6#
Dynamic stability [time/mm] 988 1488 1434 1420 1668
Trabecular bending strain [ µε ] 2532 2590 2391 2607 2526
Marshall residual stability [%] 85.8 86.0 106.9 109.6 80.2
Residual strength ratio splitting
freeze-thaw [%]
85.4 94.6 80.7 86.1 78.3
3384 Advances in Civil Engineering, CEBM 2011
4. Performance of AC Asphalt Mixture Compositly Modified by Volcanic Ash. Data in table 3
show that compared with AC asphalt mixture compositly modified by slag and 5% SBS, anti-rutting
performance of volcanic ash and SBS compositly modified mixture significantly increased and low
temperature cracking resistance changed little.
Table 3 Pavement performance of AC asphalt mixture compositly modified by ash and 5%SBS
Filler type Mineral powder CB1# FS3# CB4# CB6#
Dynamic stability [times/mm] 2603 3428 4438 4650 4014
Trabecular bending strain [ µε ] 3160 3222 3653 2769 2865
Marshall residual stability [%] 85.4 93.7 112.2 87.3 89.3
Residual strength ratio
splitting freeze-thaw [%]
80.1 86.1 80.4 89.5 80.2
Performance of SMA Asphalt Mixture Compositly Modified by Volcanic Ash. Datas in table 4
showed that compared with SMA asphalt mixture compositly modified by slag and 5% SBS, high
temperature performance of volcanic ash and SBS compositly modified mixture significantly
increased and low temperature cracking resistance turned better,which are in agreement with
conclusion about properties of volcanic ash and 5% SBS compositly modified asphalt mastics.
Table 4 Pavement performance of SMA asphalt mixture compositly modified by ash and 5%SBS
Filler type Mineral powder CB1# FS3# CB4# CB6#
Dynamic stability [times/mm] 2932 3408 4875 4438 4964
Trabecular bending strain [ µε ] 2823 2806 2921 2924 3113
Marshall residual stability [%] 87.1 80.9 112.0 106.0 92.1
Residual strength ratio splitting
freeze-thaw [%]
85.0 90.0 80.4 80.8 84.5
Cost-effective Analysis about Volcanic Ash Modified Asphalt Mixtures
Studies have indicated that volcanic ash modified asphalt mastics and mixtures both displayed
excellent road performances. Simple analysis of the cost-effective is as follows.
Composite Modification by Volcanic Ash and 3%SBS. Test data from table 5 shows that
pavement properties of asphalt mixture modified by CB 1 # and 3% SBS is almost equal to that of
slag and 5% SBS modified mixtures and both satisfy the relevant road specification standard. Cost
comparison of two asphalt mixtures shown in table 6 indicated production cost of ash and 3% SBS
compositly modified asphalt mixture is lower than 5% SBS modified mixture with savings of 10.7
yuan per ton of asphalt mixture, achieving same excellent pavement properties while effectively
cutting down project cost.
Table 5 Performance comparison of modified AC asphalt mixture
Modified asphalt mixture type Slag and 5%SBS CB1# and 3%SBS
Dynamic stability [times/mm] 2603 2647
Trabecular bending strain [ µε ] 3160 3178
Marshall residual stability [%] 85.4 90.9
Residual strength ratio splitting
freeze-thaw [%]
80.1 85.2
Table 6 Cost comparison of modified AC asphalt mixtures
Modified asphalt mixture type Slag and 5%SBS CB1# and3%SBS
SBS cost per ton of asphalt mixture[yuan] 41.7 25.0
Filler cost per ton of asphalt mixture [yuan] 7.5 13.5
Total [yuan] 49.2 38.5
Advanced Materials Research Vols. 255-260 3385
5. Composite Modification by Volcanic Ash and 5%SBS.Test results in table 7 indicate that AC
asphalt mixture compositly modified by CB6# and 5% SBS displays more excellent high temperature
road performance than SBS modified SMA mixture, with up to 4014 times / mm of dynamic stability.
Cost comparision of two asphalt mixtures shown in table 8 indicated that production cost of AC
asphalt mixture compositly modified by ash and 5% SBS is lower than SBS modified SMA mixture
with savings of 68.3 yuan per ton of asphalt mixture.
Table 7 Performance comparison of modified AC and SMA asphalt mixtures
Modified asphalt mixture type
SMA mixture with slag
5%SBS and 0.3% fiber
AC mixture with
CB6# and 5%SBS
Dynamic stability [times/mm] 2932 4014
Trabecular bending strain [ µε ] 2823 2865
Marshall residual stability [%] 87.1 89.3
Residual strength ratio
splitting freeze-thaw [%]
85.0 80.2
Table 8 Cost comparison of modified AC and SMA asphalt mixtures
Modified asphalt mixture type
SMA mixture with slag
5%SBS and 0.3% fiber
AC mixture with
CB6# and 5%SBS
SBS modified asphalt cost per ton of mixture
[yuan]
258.0 210.7
Filler cost per ton of mixture [yuan] 15.0 13.5
Fiber cost per ton of mixture [yuan] 19.5 0.0
Total [yuan] 292.5 224.2
Conclusions
Physical features of volcanic ash, fine particle size, rough surface texture and well-developed pore
structure included, qualified volcanic ash as a filler modifier for asphalt mixture.
Volcanic ash can significantly improve high temperature stability of asphalt mortar and mixture,
and in low temperature performance to some extent;compared with single modification by volcanic
ash, composite modification by ash and SBS can greatly improve high temperature performance and
low temperature cracking resistence of asphalt mixture as well; SMA asphalt mixture modified by
volcanic ash and SBS can further enhance the road performance.
Economic analysis showed that volcanic ash not only improved pavement performance of asphalt
mixture, but also saved project cost.
References
[1] ChenYa-li. Influences of Mineral Filler with Different Indexes upon Asphalt Mortar and
Asphalt Mixture [J]. Road Machinery & Construction Mechanization. 2007, (04):50~55.
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[3] Monlsmith C L. Epps J A. Finn F N. Improved asphalt mix [A]. AAPT,1984,54:347~406.
[4] J.Craus, Some Phusico-Chemical Aspects of the Effect and the Role of the Filler in Bituminous
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3386 Advances in Civil Engineering, CEBM 2011
6. Advances in Civil Engineering, CEBM 2011
10.4028/www.scientific.net/AMR.255-260
Pavement Performance Research on Fine Volcanic Ash Modified Asphalt Mastic and Mixture
10.4028/www.scientific.net/AMR.255-260.3382