Determination of Mixing and Compaction Temperatures ... - ijcebm

International Journal of Civil Engineering and Building Materials (ISSN 2223-487X) Vol. 2 No.4 2012 

© 2012 International Science and Engineering Research Center 

Determination of Mixing and Compaction Temperatures Shift for Asphalt 

Mastic at Different Type and Content of Mineral Fillers 

Aaron D. Mwanza 1,a , Peiwen Hao 1,b and Xayasone Xongyonyar 1,c 

1 Highway College, Chang’an University, Shaanxi, Xi’an,710064,China 

a aaronmwanzad@yahoo.com, b haopw@yahoo.com.cn, c sunyansong_xay@hotmail.com 

Keywords: Mineral Filler, Asphalt Mastic, Viscosity, Viscometer, Plain Asphalt. 

Abstract. The fundamental mixing and compaction temperatures for asphalt mixtures are determined 

by equi-viscous lines 0.170±0.02 Pa·s and 0.280±0.03 Pa·s from unmodified asphalt binder 

viscosity-temperature charts. It is obvious that at mixing and compaction temperatures, asphalt 

binders do not exist alone, but are admixed in one way or another with mineral matter varying 

immensely in mineralogical and physical properties. The mineral filler or dust suspensions in asphalt 

binder form asphalt mastic, which act as a matrix for coating the larger mineral aggregates. It is from 

this background that the viscosity of the asphalt mastic, rather than that of the plain asphalt, should 

provide pertinent information on the mixing and compaction temperatures of asphalt mixture. 

Apparent viscosities were tested according to the procedures in ASTM D4402 and equivalent 

JTJ05-2000 of China on various types of asphalt mastics. Three different mineral fillers, hydrated 

lime, Portland cement and pulverized limestone were mixed with plain asphalt binder No-70 

(Penetration grade) at dust to binder ratios ranging from 0.0 to 1.5 in ratio increments of 0.3% by 

weight of asphalt. Viscosity was measured using a digital viscometer at 135°C, 165°C, and 195°C to 

generate data for viscosity temperature charts. Analyses of test results show that mastic viscosity is a 

well-defined linear function of temperature in the coordinates for plain asphalt equi-viscous range. 

The filler type, and content have significant effects on the relationship between temperature and 

viscosity. Using equi-viscous lines, all asphalt mastics showed a positive shift in the mixing and 

compaction temperatures at different type and content of filler from the plain asphalt. The shift in the 

mixing temperatures recorded at a dust-to-binder ratio of 0.6 for hydrated lime is equivalent to 0.722 

for Portland cement and 0.735 for pulverized limestone respectively. 

Introduction 

Mixing and compaction temperatures for asphalt mixtures is determined at elevated temperatures 

from plain asphalt viscosity – temperature charts at 0.170±0.02 Pa·s and 0.280±0.03 Pa·s [1]. The 

measurement concepts are relatively straightforward for unmodified plain binders tested at pumping, 

mixing and compaction temperatures. These materials are usually newtonian which means that the 

measured viscosities are independent of the shear rate and there is a single, unique value for the 

viscosity. It is obvious that at mixing and compaction temperatures for asphalt mixtures, asphalt 

binders do not exist alone, but are admixed in one way or another with mineral matter varying 

immensely in mineralogical and physical properties. These fillers are added in the asphalt plant cold 

bin as either commercial or baghouse fillers for various resaons such as,solving a problem where an 

additive or extender might help,stiffen or extend the asphalt binder,alter the moisture resistance, 

workability, compaction and temperature sensitivity characteristics of the asphalt mixture [1,2]. 

The mineral filler or dust suspensions in asphalt binder form asphalt mastic, which act as a matrix 

for coating the larger mineral aggregates. It is from this background that beside using the plain 

asphalt binder to determine asphalt mixtures mixing and compaction temperatures, asphalt mastics, 

should provide pertinent information on the mixing and compaction temperatures of asphalt 

mixtures. Asphalt mix design procedures have traditionally used equi-viscous temperature ranges for 

selecting laboratory mixing and compaction temperatures for asphalt mixtures, with the intent of 

normalizing the effect of asphalt binder stiffness on mixture volumetric properties. The method stated 

159



in ASTM D 2493 is found suitable as the mastic viscosity is a well-defined linear function of 

temperature in the coordinates for plain asphalt equi-viscous range. With increasing use of mineral 

fillers in the asphalt paving industry, which incorporates various additives that stiffen binders, this 

method can used to predict reasonable asphalt mixtures mixing and compaction temperatures shift 

from that of neat binders. A reasonable determination of the mixing and compaction temperature 

master curve from asphalt mastics is important to avoid construction problems, due to heat damage of 

asphalt, and lead to the release of unacceptable levels of “blue smoke” and cause difficulties in 

compaction. 

Description of Materials and Experimental Procedures 

Asphalt cement. The source of the plain asphalt binder as well as mineral fillers is from Jiangsu 

production plant in China and properties of No. 70 petroleum asphalt binder are shown in Tab.1. All 

the asphalt binder tests were done in accordance with the testing procedures as outlined in JTJ 052- 

2000 [3]. The asphalt binder was tested before conducting experiments for this research to verify 

conformity with the standard specifications for use of such materials as outlined in specification JTG 

F40-2004 [4]. It can be seen from the test results that the asphalt binder met the requirements for No. 

70 penetration grade asphalt binder. It must be mentioned that no characterization tests were done on 

the commercial mineral fillers supplied for the purpose of this project. However, all the fillers are as a 

result of the calcination process that occurs and due to the presence of calcium content in these fillers, 

there is a possibility that a chemical reaction takes place with plain asphalt and results in certain 

properties of the asphalt-filler mastic. 

Table 1 Properties of No. 70 petroleum asphalt binder 

Test Unit Standard Tested Value 

Penetration (25°C, 5s , 100g ) 0.1 mm 60~80 71 

Penetration index PI - -1.8~1.0 0.084 

Softening point (R&B) min °C 43~44 44.8 

Ductility at 15°C min cm 100 >100 

Wax content max % 3.0 - 

Flash point max °C 260 310 

Solubility in trichloroethylene 

% 99.5 - 

min 

Density (15°C ) g/cm 3 Actual 1.005 

After TFOT 

Change in mass max % ±0.8 - 0.36 

Penetration ( % of original) % 58 59.6 

Retained ductility 15°C min cm 15 - 

Testing procedures. Six dust to binder ratio specimens were prepared in the laboratory for use with 

each mineral filler. The dust to binder ratios ranged from 0.0 up to 1.5 in ratio increments of 0.3 by 

weight of asphalt. A brookfield programmable viscometer DV-II was used to test for viscosity at 135, 

165, and 195°C per dust content [5]. The steps and procedures as outlined in ASTM D4402 test No. 

TP48 and JTJ 052-2000 of China, test No. T 0625 were used. Two brookfield specimen volumes of 

8ml and 10ml were prepared for testing with SC4-21 and SC4-27 spindles respectively. The 8ml 

brookfield specimens were prepared for testing at 0.0 and 0.3 dust to binder ratio contents and 10ml 

for 0.6, 0.9, 1.2, and 1.5 respectively. The asphalt filler mastic samples were produced by adding the 

correct weight per sample to the heated plain asphalt. The mineral fillers prior to mixing were heated 

to 100°C for 24hrs to ensure moisture free particle surfaces. The mixing time was restricted to 15 

minutes to minimise further hardening due to the short aging process and was done in the brookfield 

viscometer cylinders of either 8ml or 10ml based on the mineral filler to binder mix ratio. 

160



Test Results and Analysis 

Viscosity. Three asphalt mastic specimen per dust content were tested at three different temperatures 

135, 165, and 195°C and the average viscosity per testing temperature at a specific dust content was 

recorded in centipoises as the viscosity of the asphalt mastic specimen at a test temperature and dust 

content. The order of testing was from lowest mineral filler content and temperature to highest. A 

linear relationship between viscosity (log-log scale) and temperature is established for each mineral 

filler dust to binder ratio content using the equation below. 

V i = A + VTS( 

Ti 

) 

(1) 

Where V is viscosity in (Pa·s), A is the regression intercept,Tiis temperature of interest, (°C) and 

VTS is the regression slope of viscosity temperature susceptibility.Using least squares regression 

method, the linear eq. 1 is established per dust to binder content as shown in table 2. The figures 

generated for each mineral filler are shown in figures 1 to 3. At 0.170±0.02 Pa·s and 0.280±0.03 

Pa·s equi-viscous lines, the temperatures for asphalt mixtures mixing and compaction are established 

at any dust to binder ratio content for each specific mineral filler as shown in the figures below. 

Depending on the type and content of mineral filler recommended for use with No.70 (Penetration 

grade), the required asphalt mixtures mixing and compaction temperatures can be read off from the 

particular asphalt mastic graph. It should be noted that a linear regression equation for mineral filler 

to binder ratio of 1.5 for hydrated lime is missing because the mixture at such a high content of 

hydrated lime was too stiff to work. Hydrated lime has a higher specific gravity than other mineral 

fillers hence the method based on weight other than volume of mineral filler proved to work well for 

low specific gravity fillers such as limestone and Portland cement. 

Filler to 

binder 

ratio 

0 

0.3 

0.6 

0.9 

1.2 

1.5 

Table 2 Viscosity at different type and content of mineral fillers 

Test 

Temp 

. o Viscosity (Pa.s) Viscosity equation Vi = A + VTS(Ti) 

C Hydrated 

Lime 

Lime 

stone 

Portland 

cement 

Hydrated Lime Limestone Portland Cement 

135 0.42 0.42 0.42 

165 0.11 0.11 0.11 Vi=1.24-0.006Ti Vi=1.24-0.006Ti Vi=1.24-0.006Ti 

195 0.04 0.04 0.04 

135 0.9 0.59 0.6 

165 0.2 0.16 0.2 Vi=2.6-0.0133Ti Vi=1.73-0.0088Ti Vi=1.68-0.0083Ti 

195 0.1 0.06 0.1 

135 3.1 0.85 1.0 

165 0.8 0.23 0.3 Vi=9.1-0.0467Ti Vi=2.48-0.0127Ti Vi=2.94-0.015Ti 

195 0.3 0.09 0.1 

135 14 1.45 2.1 

165 3.2 0.37 0.5 Vi=41.58-0.215Ti Vi=4.26-0.0218Ti Vi=6.16-0.0317Ti 

195 1.1 0.14 0.2 

135 27.4 2.41 4.6 

165 5.4 0.59 1.1 Vi=82.18-0.428Ti Vi=7.12-0.0367Ti Vi=13.58-0.07Ti 

195 1.7 0.21 0.4 

135 - 3.69 12.8 

165 - 0.86 3.0 

- Vi=10.94-0.0565Ti Vi=37.81-0.195Ti 

195 - 0.3 1.1 

161

Viscosity (Pa·s) 




100.00 

10.00 

1.00 

0.28 

0.17 

0.10 

0.01 

100.00 

10.00 

1.00 

0.28 

0.17 

0.10 

0.01 

0.28±0.03 Viscosity lines 


125 135 145 155 165 175 185 195 205 

Temperature (°C) 

Fig. 1 Viscosity versus temperature for Portland cement and No.70 petroleum 



162 

0.3 dust to binder ratio 






Compaction range Mixing range 







125 135 145 155 165 175 185 195 205 


Fig. 2 Viscosity versus temperature for hydrated lime and No.70 petroleum


10.00 

1.00 

0.28 

0.1 

0.10 





0.01 

125 135 145 155 165 175 185 195 205 


Fig. 3 Viscosity versus temperature for limestone and No.70 petroleum 

163 

0 dust to binder ratio 







Determination of asphalt mixtures compaction and mixing temperatures. Asphalt mixtures 

mixing and compaction temperatures are determined at elevated temperatures from plain asphalt 

viscosity – temperature charts at equiviscous lines 0.170±0.02 Pa·s and 0.280±0.03 Pa·s. The 

measurement concepts can be extended to asphalt mastics because the viscosity is a well defined 

function of temperature and mineral filler to binder ratio content within the cordinates defined in the 

method stated in ASTM D 2493 for unmodified binders in the equi-viscous range [5]. A reasonable 

determination of the asphalt mixtures mixing and compaction temperature master curve from asphalt 

mastics viscosity data is important to avoid construction problems, due to heat damage of asphalt as 

well as oxidation if mixed at excessive temperatures, and lead to the release of unacceptable levels of 

“blue smoke” and cause difficulties in compaction. Using viscosity data generated for each type and 

content of mineral filler, viscosity-temperature graphs are developed for each mineral filler and 

mixing and compaction temperature values read off at each mineral filler content based on 

0.170±0.02 Pa·s and 0.280±0.03 Pa·s. Equi-viscous lines. Fig. 4 shows the mixing and compaction 

temperature master curves developed from viscosity data of the three mineral fillers. Depending on 

the type and content of mineral filler recommended for use with No.70 (Penetration grade) bitumen, 

the required asphalt mixtures mixing and compaction temperatures can be read off from the graph. 

Asphalt cements within the same penetration grade would produce similar asphalt mixtures mixing 

and compaction temperatures with the same binder type but a lower grade mixed with mineral fillers 

determined using the equi-viscous concept. Viscosity - temperature measurements concept can also 

provide useful data for temperature susceptibility of asphalt cements although different methods are 

available to evaluate temperature susceptibility of asphalt cements, furthermore temperature indexes 

vary and depend on the temperature range selected for the calculation of such indexes. 

Temperature-Viscosity susceptibility is commonly used, because of its universality and fundamental 

nature, and is preferred over the empirical methods utilizing either penetration measurements or 

penetration and viscosity measurements at different temperatures. The interaction between filler 

particles and the asphalt can be viewed in two ways: physical and chemical interaction. Physical 

interaction between fillers and asphalt refers to formation of stiffened matrix. In chemical interaction, 

certain fillers might be an active material and possibly react with the asphalt thereby altering the 

property of the asphalt filler mastic [6,7].

Mixing/Compaction temp. o C 

250 

240 

230 

220 

210 

200 

190 

180 

170 

160 

150 



Hydrated lime mix.temp 

Lime mix.temp 

Cement mix.temp 

Hydrated lime comp.temp 

lime comp.temp 

Portland cement comp.temp 

Hydrated lime mixing temp.polyline 

Hydrated lime com.temp. polyline 

Portland cement mix.temp. polyline 

Portland cement comp.temp. polyline 

Limestone mix.temp. polyline 

Limestone comp.temp polyline 

140 

0 0.3 0.6 0.9 1.2 1.5 

Dust to binder ratio 

Fig. 4 Mixing and Compaction Chart for No.70 Asphalt Mastic at Different 

Filler type and Content 

Discussion of Test Results 

Based on the generated results the following is observed: 

Viscosity: Viscosity in all mastic samples at same dust content decreases with increasing test 

temperature. Viscosity is a well defined linear function of increased mineral filler to binder content 

and temperature. The viscosity follows the behavior of plain asphalt at increased temperatures with a 

positive shift due to the stiffening effect from mineral fillers. Portland cement and limestone mastics 

show a similar trend of viscosity increase at increased temperature while hydrated lime mastics show 

a more significant viscosity response with temperature increase than other mastics. The comparisons 

of figures 1, 2 and 3 reveal that the ranges of initial viscosities for asphalt mastic tend to increase 

relative to that of plain asphalt mastic with increasing testing temperature and mineral filler content. 

Mixing temperature shift: Asphalt mixtures mixing temperature determined from 

viscosity-temperature charts at different mineral filler to binder ratio contents using the equi-viscous 

line of 0.170±0.02 Pa·s, shows an increment of 7.7 o C per 0.1% increment of hydrated lime and 5.3 

o o 

C per 0.1% increment of Portland cement while limestone is 3.4 C per 0.1% from that determined 

from a neat binder. 

Compaction temperature shift: Compaction temperatures determined from equi-viscous line of 

0.280±0.03 Pa·s for asphalt mixtures shows an increment of 7.9 o C per 0.1% increment of hydrated 

lime and 5.4 o C per 0.1% increment of Portland cement while limestone is 3.5 o C per 0.1% from that 

determined from a neat binder. 

Mineral filler equivalent factors for mixing temperatures: At 0.6 hydrated lime dust to binder ratio 

content the effect on mixing temperature increase is equivalent to 0.722 Portland cement and 0.735 

pulverized lime. 

164



Mineral filler equivalent factors for compaction temperatures : At 0.6 hydrated lime dust to binder 

ratio content the effect on compaction temperature increase is equivalent to 0.706 Portland cement 

and 0.748 pulverized lime. 

Asphalt grades: Asphalts, within a given grade, do not differ substantially in their rheological 

properties, however it is advisable to carry out all the conventional binder tests before using these 

developed mixing and compaction temperature mastics graphs to check for rheological consistency. 

In aggregate stockpile, a small amount of dust or mineral filler is usually found as a result of natural 

degradation or as excess fines/dust after the crushing process of larger aggregates. For this practical 

reason, mineral filler is included in the aggregate gradation and the filler also serves to give a 

continuous size representation in aggregate gradation. However, mineral filler exerts a significant 

effect on the characteristics and performance of asphalt mixtures, such as ; decreased optimum 

asphalt content, higher filler concentrations result in stronger pavement due to better asphalt 

cohesivity as well as internal stability from the good packing contributed by the filler, the inclusion of 

mineral filler increases resilient modulus of asphalt mixtures, also excessive filler may weaken the 

mixture by extending the amount of asphalt or simply makes the asphalt stiff and consequently 

affecting the workability of the mixture, mineral fillers affect the engineering properties of the parent 

binder. Therefore, inappropriate amount of the mineral filler may lead to instability, rutting, moisture 

damage and cracking of the resulting asphalt mixture. Understanding of the effects of mineral filler 

additives to asphalt mixtures is very important prior to undertaking this task to avoid the 

aforementioned problems [7]. 

Summary and Conclusions 

This study has presented a comprehensive methodology for the determination of mixing and 

compaction temperatures shift curves for No. 70 asphalt mastic at different type and content of 

mineral fillers. Test data presented in this study leads to several important conclusions as below. 

Due to stiffening and extension effect on original binders caused by mineral fillers, effect on 

viscosity is demonstrated. Fillers increase the viscosity at increased dust levels and hydraulic lime 

shows a more significant increment as compared to other fillers. 

Mixing and compaction temperature curves for No. 70 petroleum of China asphalt mastic at any 

different dust to binder ratio have been established using the figures generated in this study. 

Equi-viscous concept can be used to determine mixing and compaction temperatures for asphalt 

mixtures from asphalt mastics whose base binder is unmodified asphalt cement. 

The utility and significance of extensive tests evaluating the properties of asphalt binders in their 

original state are questionable without fillers. The measurement of paving mixture properties, rather 

than plain binders appears to be more rational. 

In paving mixtures, at temperatures of pavement use, the asphalt is admixed in thin films with a 

variety of mineral substances. With fillers, it forms binders varying greatly in properties of the 

original in-bulk asphalt. Additionally, the properties of the original asphalt are changed by heating in 

the hot paving mixture preparation process. Thus, utility and significance of extensive tests 

evaluating the properties of the binder at high temperatures, in its original state, are questionable. The 

measurement of paving mixture properties, rather than the properties of the binder, appears to be a 

more rational approach. 

A comparative effect of different type and content of mineral fillers on the laboratory 

determination of asphalt mixtures mixing and compaction temperatures has been achieved and master 

curves developed. The experimental results demonstrated that the presence of mineral fillers in 

asphalt mastic was able to give a positive shift change in the mixing and compaction temperatures 

compared to those determined from plain asphalt binders. 

Acknowledgement 

Special thanks to co-authors and the literature provided in support of this manuscript. 

165



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166

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