TESTING OF PHYSICAL-MECHANICAL PROPERTIES OF COARSE AGGREGATE, USED FOR PRODUCING ASPHALT MIXTURES, AND ANALYSIS OF TEST RESULTS

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1 TESTING OF PHYSICAL-MECHANICAL PROPERTIES OF COARSE AGGREGATE, USED FOR PRODUCING ASPHALT MIXTURES, AND ANALYSIS OF TEST RESULTS Matas Bulevičius 1, Kazys Petkevičius 2, Daiva Žilionienė 3, Karina Drozdova 4 1 SE Problematika, Galves str. 2, LT-2028 Vilnius, Lithuania. matas.bulevicius@vgtu.lt 2, 3 Dept of Roads, Vilnius Gediminas technical university, Saulėtekio ave. 11, LT Vilnius, Lithuania. s: 2 kk@vgtu.lt; 3 daizil@vgtu.lt 4 SJSC Latvian State Roads, Road laboratory, Gogola str. 3, LV-1050 Riga, Latvia. karina@lvcelu.lv Abstract. In Lithuania investigation of various physical-mechanical properties of aggregate by using test methods of EU standards was started already in A lot of tests were carried out for different type of aggregates of different manufacturers to determine resistance of aggregate to freezing and thawing (F value) according to EN , resistance to fragmentation (SZ and LA values) according to EN and the polished stone value PSV according to EN Taking into consideration aggregates, available in Lithuania and used in road building, the suitability tests and requirements for their properties were described. Based on the tests of rocks of the same origin and on the analysis of results obtained the relationship between F, LA, SZ and PSV physical and mechanical values was identified. When investigating aggregates used in road building the suitability of each test method was assessed for Lithuanian climatic conditions. It was determined that the assessment of aggregate suitability by use of freezing and thawing test is not suitable to Lithuanian climatic conditions. Investigated aggregates are suitable not only for asphalt concrete pavement and road pavement structure base layers, but can be used to transport construction, and building on the foundations of watertight clay soils in place if there are of good filtration. Keywords: aggregates, physical properties, asphalt pavement, strength, asphalt mixtures, resistance to freezing and thawing, fragmentation, polished stone value. Introduction dependent on its mechanical and physical properties. Aggregate properties determine the mode of production Defects of road pavement caused by the impact of of asphalt mixture, the thickness of structural pavement heavy vehicles influence functionality of road pavement, layers and other peculiarities of road pavement structure. driving comfort and traffic safety. In order to improve the Thus, when selecting aggregate the working conditions properties of road pavement and the quality of traffic the (loads, environment, operating requirements) of road scientists of Lithuania and various countries carry out pavement structure shall be analyzed and the aggregate investigations of structural pavement layers, analyze the selected shall the best correspond to performance parameters. In each case selection of aggregate shall be eco- effect of their properties on pavement performance, mechanical and physical properties of asphalt mixtures used nomically justified. The selected aggregate shall be cheap for structural pavement layers, etc. Aggregates (crushed and easily available. When a stronger aggregate is used stone, dolomite, gravel) differ in their size, shape and the service life of road pavement structure is longer, the working conditions of the material which depend on the structure is more reliable, the individual structural pavement layers are more thin, the costs of aggregate and size and nature of loads, working temperature, environmental aggressiveness, etc. The aggregate can be affected other materials are lower, etc. Often the aggregate is selected not because of its better properties but because it is by static, dynamic, permanent, variable or cyclic loads. The temperature of working environment can be low or cheaper. high, and the environment itself neutral or agressive. Therefore, a special attention should be given to the Mechanical and physical properties of aggregate, used for selection of components of asphalt mixture, i.e. to carry producing asphalt mixture, influence the quality indices out comprehensive investigations of all components of of pavement structure, i.e. functionality, reliability and asphalt mixture and the quality (suitability) control of the durability. Aggregate suitability to asphalt mixtures is 1094

2 mixtures. At present, in Lithuania the aggregates of asphalt mixtures are selected according to the requirements of TRA MIN 07:2007 Description of technical requirements for the aggregates of motor roads. A wearing course of asphalt pavement has a direct contact with vehicle wheel tyre, and the laid asphalt mixture is directly affected by traffic loads. Therefore, in order to ensure a proper service of asphalt pavement under certain climatic conditions and mechanical impacts when producing asphalt mixtures it is necessary to use aggregates with especially good mechanical and physical properties. Resistance of rock to the climatic and mechanical impacts and rock durability are assessed by the tests according to LST EN :2007 Tests for thermal and weathering properties of aggregates Part 1: Determination of resistance to freezing and thawing, LST EN :2001 Tests for mechanical and physical properties of aggregates Part 2: Methods for the determination of resistance to fragmentation, LST EN :2009 Tests for mechanical and physical properties of aggregates Part 8: Determination of the polished stone value and LST EN :2001 test by two methods: Los Angeles Test and Impact Test. Since there is no sufficient number of investigations of coarse aggregate suitability for asphalt mixtures this article gives the analysis of investigations of physical and mechanical properties of coarse aggregate that were performed in Lithuania. Tests of physical and mechanical properties of coarse aggregates One of physical and mechanical properties of coarse aggregate used for a wearing course of asphalt pavement is the resistance to repeated freezing and thawing cycles (in Lithuania cycles). When the temperature drops below zero the ice crystals, having formed in micro-pores of coarse aggregate of asphalt mixture, destroy the rock, therefore, asphalt pavement loses its strength properties. Resistance of coarse aggregate to freezing and thawing was determined using water immersion test with 31.5/63 mm size fraction material, and the coarsest grain of material that was used for asphalt mixture was 31.5 mm. During the resistance to freezing and thawing test three 8/16 mm fraction test portions were subjected to investigation. The mass of each test portion 2000 g ± 0.2 g. Specimens were stored at atmospheric pressure for (24 ± 1) h in the cans at (20 ± 5) C, in distilled water. After immersion the cans with water and samples were placed in the freezer (Fig 1) to conduct a series of 10 freeze thaw cycles. The obtained test result shows a percentage mass loss of the specimen after the test and is expressed in categories. According TRA MIN 07:2007 result of the freeze thaw test is indicated by F 1, F 2 and F 4 where the values are whole numbers representing the mass loss in percent after the test. 10 freezing-thawing cycles were performed according to the LST EN :2007 test method at the varying temperature from ~ + 20 C to 17.5 C. In order to determine this physical property of coarse aggregate the Fig 1. Freezer tests of 79 specimens of different type of rock (granite, dolomite and gravel) were carried out. When analyzing and assessing the obtained coarse aggregate test results F 1 and F 2 category for asphalt mixtures was selected, for example, F 1 when the mass loss is 1%. The percentage mass loss F is determined by the following formula: M1 M F = M , where M 1 the initial dry total mass of the three test specimens, in grams, M 2 the final dry total mass of the three test specimens that is retained on the specified sieve, in grams, F the percentage loss in mass of the three test specimens after freeze thaw cycling. Fig 2. Results of tests to determine resistance to freezing and thawing (F value) Fig 2 gives the results of test to determine resistance to freezing and thawing grouped by the type of rock (granite, dolomite, gravel), and the permissible mass loss is represented by the limits of corresponding categories (1) 1095

3 100 % meet the requirements of F 1 and F 2 for asphalt pavement. 91 % of crushed granite results do not exceed 1/10, 80 % of crushed dolomite results do not exceed 1/5 F 1. All the results of crushed gravel tests get between F 1 and F 2 94 % of coarse aggregate specimens, tested by the LA method, meet the requirements of LA 20 for asphalt pavement. 88 % of the results of crushed dolomite specimens get between LA 20 and LA 25. The limit of LA 30 requirements is exceeded by 33% of all crushed gravel specimens. The requirements for asphalt pavement are satisfied by 69 % of all the coarse aggregate specimens tested by the Impact Test method. The limit of SZ 18 is exceeded by 27 % of the tested crushed granite speci- (limit F 1 value and limit F 2 value) selected according to the use of coarse aggregate in asphalt pavement layers. The results of resistance to freezing and thawing of the tested coarse aggregate specimens are very good and 100 % meet the requirements of F 1 and F 2 for asphalt pavement. 91 % of crushed granite results do not exceed 1/10, 80 % of crushed dolomite results do not exceed 1/5 F 1. All the results of crushed gravel tests get between F 1 and F 2. One of the most accurate tests to determine coarse aggregate strength is the test of resistance to fragmentation in accordance with LST EN :2001. The main method of this test lies in the determination of resistance to crushing by use of the Los Angeles Test method, however, in Lithuania the most frequently used is the alternative Impact Test method. In order to comprehensively determine the strength of coarse aggregate and to find out a relationship between the methods of this test the specimens were tested by both methods. LA and SZ values show the same property of the material being tested but the methods of tests are different. In the Los Angeles test method of coarse aggregate, 10/14 mm size fraction (5000 ± 5) g specimen together with ten steel balls, each Ø mm in diameter and weighing in total g, was rotated for 500 revolutions at a constant speed of min -1 in a closed drum. In the Impact Test method 8/12. 5 mm size fraction specimen was crushed 10 times by a weight falling from 370 mm height. After the tests the percentage mass loss of material, having passed the control sieve, was calculated. Using the Los Angeles Test method it is allowed by the standard to test also other aggregate fractions alternative to the standard 10/14 mm size, whereas, the Impact Test method allows to test only one 8/12. 5 mm size course aggregate fraction. Therefore, when using the Los Angeles Test method a 10/14 mm size fraction of coarse aggregate was selected, and when using SZ method 8/12. 5 mm coarse aggregate fraction. The test results were assessed according to their conformity to the categories. The coefficients are respectively indicated as LA 20, LA 25, LA 30, LA 40 and LA 50 where the indices 20, 25, 30, 40 or 50 show the percentage mass loss after the test, for example, LA 20 when the mass loss is 20%, and SZ 18, SZ 22, SZ 26, SZ 32, and SZ 35 where the indices 18, 22, 26, 32 or 35 show the percentage mass loss of material having passed 5 control sieves, for example, SZ 18 when the mass loss is 18 %. The Los Angeles Coefficient LA is calculated by the formula: 5000 m LA =, 50 where m retained mass on a 1,6 mm sieve, g. Schlagversuch Impact Test value SZ is calculated as: (2) M SZ = %, 5 (3) where M the sum of percentage mass passing 5 test sieves In course of this test 238 specimens of the same rock (granite, dolomite and gravel) were tested. By the Los Angeles Test method 49 tests were carried out, and by the Impact Test method 189 tests. Figs 3 and 4 give the results of test to determine resistance to fragmentation grouped by the type of rock (granite, dolomite, gravel), and the permissible mass loss is represented by the limits of corresponding categories (limit LA values and limit SZ values), selected according to the use of coarse aggregate in asphalt pavement layers. Fig 3. Results of tests to determine resistance to fragmentation by the Los Angeles Test method Fig 4. Results of tests to determine resistance to fragmentation by the Impact Test method

4 mens, the limit of SZ 22 is exceeded by 36 % of the tested crushed dolomite specimens, and the limit of SZ 26 is exceeded by 23 % of the crushed gravel specimens. The Polished Stone Value (PSV) Test is one of the newest tests of coarse aggregate strength that is carried out in Lithuania. The aim of this test was to determine the suitability of material used in asphalt mixtures of pavement wearing course and enabled to determine stone resistance to the wear-out under the action of the road vehicle tyre. In course of this test 18 specimens were placed in the conditions similar to those occurring on asphalt pavement under the action of vehicle tyres. PSV is indicated by: PSV 44 and PSV 50 where indices 44 and 50 represent the obtained PSV value exceeding the number of index, for example, PSV 50 when PSV value is 50. Determination of the PSV was carried out for the specimens formed from 7/10 mm size fraction of crushed stone and glued into a mould of (90. 6 ± 0.5) mm length and (44.5 ± 0.5) mm width, with the radius of 203 ± 1.5 mm (Figs 5, 6). Fig 7. PSV mechanism After polishing cycles which lasted for 6 h the specimens were taken out from the testing wheel and the surface roughness of specimens was measured by use of pendulum (Fig 8). Fig 5. Specimen Fig 6. Mould Then, the specimens were polished by a rubber (200 ± 3) mm diameter road wheel under the load of (725 ± 10) N. During the test the specimens were covered with corn emery, later with emery flour and water (Fig 7.) Fig 8. Pendulum The results obtained were compared to the readings of control PSV stone. The PSV was calculated to the nearest whole number by the following equation: PSV = S + (52. 5) C, (4) where S the mean value for the four aggregate test specimens, C the mean value for the four PSV control stone specimens. Since in most cases only the crushed granite (in rare cases crushed dolomite) is used for the wearing course,

5 thus, the Polished Stone Value Test was carried out only for the specimens of these rocks. 18 PSV tests were performed. For the analyses of the results obtained the suitable categories (PSV 44 and PSV 50 ) for asphalt mixtures were selected used in asphalt pavement. The results of tests for the determination of the polished stone value are given in Fig 9. The results are grouped by the type of rock (granite, dolomite), and the limit PSV value shows the limits of these categories. The limits were selected according to the use of coarse aggregate in the structural road pavement layers. limits of resistance to freezing and thawing categories or to use another alternative test method. The results of the mentioned tests showed that when testing the same aggregate according to LST EN :2001 by use of the Los Angeles Test and the Impact Test methods, most often the obtained LA value is lower. This indicates that the physical property of rock of its resistance to crushing in the Los Angeles Test method is stronger than in the Impact Test method. TRA MIN 07:2007 indicates that for the same asphalt mixture the LA category is lower than the correspondent SZ category. This means that those categories has been nonrepresentively equated. When assessing the strength properties of aggregate used in Lithuania the Impact Test method is more acceptable than the Los Angeles Test method. It was determined by the test according to LST EN :2009 that a more frequent use of crushed granite for the wearing course of road pavement is a good solution. When the crushed dolomite gets moist it becomes especially nondurable and the surface becomes weak. When using crushed dolomite in asphalt mixtures the road pavement rapidly losses roughness, becomes even and due to insufficient skid resistance causes danger to traffic. References Fig 9. Results of tests to determine PSV The largest part, i.e. 83 % of the specimens tested, meets the requirements for PSV 50 and PSV 44 of asphalt pavement. All the crushed granite specimens meet the highest category of PSV % of the tested crushed dolomite specimens exceed the limit PSV 44 value. Conclusions In order to assess the suitability of physical properties of aggregates used in asphalt mixtures it is necessary to determine their resistance to freezing and thawing cycles, resistance to fragmentation by the Los Angeles and the Impact Test methods and the polished stone value. The test according to LST EN :2007 showed that even weak rocks (dolomite, gravel) do not exceed the permissible 2 % mass loss. Whereas, the other strength indices of the same specimens LA, SZ and PSV do not meet the requirements to coarse aggregate used in asphalt mixtures. Therefore, the LST EN :2007 test method does not allow to properly determine the strength of coarse aggregate. A number of 10 freezing and thawing cycles as specified in the test method is too small to assess the resistance of rock used under the aggressive Lithuanian weather conditions, and the limits of categories F 1, F 2 and F 4 are too wide. In order to improve the assessment of this property it is necessary to revise the Bhasin, A.; Castelo Branco, V. T. F.; Masad, E; Little, D. N Quantative comparison of energy methods to characterize fatigue in asphalt materials, Journal of Materials Civil Engineering 21(2): doi: /(asce) (2009)21:2(83) Butkevičius, S.; Petkevičius, K.; Kamaitis, I.Z Evaluation of flexible road pavement construction state using objective strength criteria, The Baltic Journal of Road and Bridge Engineering 2(2): Ceylan, H.; Schwartz, C.W.; Kim, S.; Gopalakrishuan, K Accuracy of Predictive Models for dynamic Modulus of hot Mix asphalt, Journal of Materials in Civil Engineering 21(6): doi: /(asce) (2009)21:6(286) Petkevičius, E.; Laurinavičius, A.; Petkevičius, R.; Babickas, R Effect of components content on properties of hot mix asphalt mixture and concrete, The Baltic Journal of Road and Bridge Engineering 4(4): doi: / x Petkevičius, K.; Sivilevičius, H Necessary measures for ensuring the quality of hot mix asphalt in Lithuania, The Baltic Journal of Road and Bridge Engineering 3(1): doi: / x Radziszewski, P Modified asphalt mixtures resistance to permanent deformation, Journal of Civil Engineering and Management 13(4): Vaitkus, A.; Čygas, D.; Laurinavičius, A.; Perveneckas, Z Analysis and evaluation of possibilities for the use of warm mix asphalt in Lithuania, The Baltic Journal of Road and Bridge Engineering 4(2): doi: / x

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