\u03a0\u0395\u03a1\u0399\u039b\u0397\u03a8\u0397: <\/strong>\u03a4\u03b1 \u03b8\u03c1\u03b1\u03c5\u03c3\u03c4\u03ac \u03b1\u03c3\u03b2\u03b5\u03c3\u03c4\u03bf\u03bb\u03b9\u03b8\u03b9\u03ba\u03ac \u03b1\u03b4\u03c1\u03b1\u03bd\u03ae \u03b1\u03c0\u03bf\u03c4\u03b5\u03bb\u03bf\u03cd\u03bd \u03c4\u03b7\u03bd \u03ba\u03cd\u03c1\u03b9\u03b1 \u03c0\u03b7\u03b3\u03ae \u03b1\u03b4\u03c1\u03b1\u03bd\u03ce\u03bd \u03b3\u03b9\u03b1 \u03c4\u03b7\u03bd \u03b2\u03b9\u03bf\u00b5\u03b7\u03c7\u03b1\u03bd\u03af\u03b1 \u03c0\u03b1\u03c1\u03b1\u03b3\u03c9\u03b3\u03ae\u03c2 \u03c3\u03ba\u03c5\u03c1\u03bf\u03b4\u03ad\u00b5\u03b1\u03c4\u03bf\u03c2, \u03ba\u03bf\u03bd\u03b9\u03b1\u00b5\u03ac\u03c4\u03c9\u03bd, \u03b1\u03c3\u03c6\u03b1\u03bb\u03c4\u03b9\u03ba\u03ce\u03bd \u00b5\u03b9\u03b3\u00b5\u03ac\u03c4\u03c9\u03bd \u03ba\u03b1\u03b9 \u03b1\u03b4\u03c1\u03b1\u03bd\u03ce\u03bd \u03bf\u03b4\u03bf\u03c0\u03bf\u03b9\u03af\u03b1\u03c2 \u03c3\u03c4\u03b7\u03bd \u0395\u03bb\u03bb\u03ac\u03b4\u03b1. \u0399\u03c3\u03c4\u03bf\u03c1\u03b9\u03ba\u03ac, \u03bf\u03b9 \u03b4\u03bf\u03ba\u03b9\u00b5\u03ad\u03c2 \u03b5\u03bb\u03ad\u03b3\u03c7\u03bf\u03c5 \u03c4\u03c9\u03bd \u03b1\u03b4\u03c1\u03b1\u03bd\u03ce\u03bd \u03ba\u03b1\u03b9 \u03bf\u03b9 \u03b5\u03b8\u03bd\u03b9\u03ba\u03ad\u03c2 \u03c0\u03c1\u03bf\u03b4\u03b9\u03b1\u03b3\u03c1\u03b1\u03c6\u03ad\u03c2 \u03b2\u03b1\u03c3\u03af\u03c3\u03c4\u03b7\u03ba\u03b1\u03bd \u03c3\u03b5 \u03b4\u03b9\u03b5\u03b8\u03bd\u03ae \u03c0\u03c1\u03cc\u03c4\u03c5\u03c0\u03b1, \u03c0.\u03c7., ASTM International & AASHTO. \u03a4\u03bf \u03c0\u03bb\u03b1\u03af\u03c3\u03b9\u03bf \u03b5\u03bb\u03ad\u03b3\u03c7\u03bf\u03c5 \u03ba\u03b1\u03b9 \u03c0\u03b9\u03c3\u03c4\u03bf\u03c0\u03bf\u03af\u03b7\u03c3\u03b7\u03c2 \u03c4\u03b7\u03c2 \u03c0\u03b1\u03c1\u03b1\u03b3\u03c9\u03b3\u03ae\u03c2 \u03b1\u03b4\u03c1\u03b1\u03bd\u03ce\u03bd \u03c3\u03c4\u03b7\u03bd \u0395\u03bb\u03bb\u03ac\u03b4\u03b1 \u03cc\u03c0\u03c9\u03c2 \u03ba\u03b1\u03b9 \u03c3\u03c4\u03b7\u03bd \u03c5\u03c0\u03cc\u03bb\u03bf\u03b9\u03c0\u03b7 \u0395\u0395 \u03ad\u03c7\u03b5\u03b9 \u03b1\u03bb\u03bb\u03ac\u03be\u03b5\u03b9 \u00b5\u03b5 \u03c4\u03b7\u03bd \u03b5\u03bd\u03b5\u03c1\u03b3\u03bf\u03c0\u03bf\u03af\u03b7\u03c3\u03b7 \u03c4\u03c9\u03bd \u0395\u03c5\u03c1\u03c9\u03c0\u03b1\u03ca\u03ba\u03ce\u03bd \u03a0\u03c1\u03bf\u03c4\u03cd\u03c0\u03c9\u03bd. \u03a3\u03c4\u03b1 \u03c0\u03bb\u03b1\u03af\u03c3\u03b9\u03b1 \u03b5\u03bb\u03ad\u03b3\u03c7\u03c9\u03bd \u03ba\u03b1\u03b9 \u03c0\u03b9\u03c3\u03c4\u03bf\u03c0\u03bf\u03b9\u03ae\u03c3\u03b5\u03c9\u03bd \u03bb\u03b1\u03c4\u03bf\u00b5\u03b5\u03af\u03c9\u03bd \u03c4\u03bf\u03c5 \u0395\u03bb\u03bb\u03b7\u03bd\u03b9\u03ba\u03bf\u03cd \u03c7\u03ce\u03c1\u03bf\u03c5 \u03c3\u03c5\u03bd\u03b5\u03c7\u03af\u03b6\u03bf\u03c5\u00b5\u03b5 \u03c4\u03b7\u03bd \u03c3\u03c5\u03bb\u03bb\u03bf\u03b3\u03ae \u03ba\u03b1\u03b9 \u03b1\u03be\u03b9\u03bf\u03bb\u03cc\u03b3\u03b7\u03c3\u03b7 \u03c4\u03c9\u03bd \u03b3\u03b5\u03c9\u00b5\u03b5\u03c4\u03c1\u03b9\u03ba\u03ce\u03bd, \u03c6\u03c5\u03c3\u03b9\u03ba\u03ce\u03bd, \u03c7\u03b7\u00b5\u03b9\u03ba\u03ce\u03bd \u03ba\u03b1\u03b9 \u00b5\u03b7\u03c7\u03b1\u03bd\u03b9\u03ba\u03ce\u03bd \u03c7\u03b1\u03c1\u03b1\u03ba\u03c4\u03b7\u03c1\u03b9\u03c3\u03c4\u03b9\u03ba\u03ce\u03bd \u03b8\u03c1\u03b1\u03c5\u03c3\u03c4\u03ce\u03bd \u03b1\u03c3\u03b2\u03b5\u03c3\u03c4\u03bf\u03bb\u03b9\u03b8\u03b9\u03ba\u03ce\u03bd \u03b1\u03b4\u03c1\u03b1\u03bd\u03ce\u03bd \u03b1\u03c0\u03cc \u03b4\u03b9\u03ac\u03c6\u03bf\u03c1\u03b1 \u03bb\u03b1\u03c4\u03bf\u00b5\u03b5\u03af\u03b1 \u03c4\u03b7\u03c2 \u03b7\u03c0\u03b5\u03b9\u03c1\u03c9\u03c4\u03b9\u03ba\u03ae\u03c2 \u03ba\u03b1\u03b9 \u03bd\u03b7\u03c3\u03b9\u03c9\u03c4\u03b9\u03ba\u03ae\u03c2 \u03c7\u03ce\u03c1\u03b1\u03c2 \u03b5\u03ba\u03c4\u03cc\u03c2 \u0399\u03bf\u03bd\u03af\u03c9\u03bd \u03bd\u03ae\u03c3\u03c9\u03bd. \u0395\u03b4\u03ce \u03c0\u03b1\u03c1\u03bf\u03c5\u03c3\u03b9\u03ac\u03b6\u03bf\u03c5\u00b5\u03b5 \u03c4\u03b1 \u03b1\u03c0\u03bf\u03c4\u03b5\u03bb\u03ad\u03c3\u00b5\u03b1\u03c4\u03b1 \u03c4\u03c9\u03bd \u03b4\u03bf\u03ba\u03b9\u00b5\u03ce\u03bd \u03b1\u03c1\u03c7\u03b9\u03ba\u03bf\u03cd \u03c4\u03cd\u03c0\u03bf\u03c5 \u03b3\u03b9\u03b1 \u03c4\u03bf\u03bd \u03ad\u03bb\u03b5\u03b3\u03c7\u03bf \u03c4\u03b7\u03c2 \u03c0\u03b1\u03c1\u03b1\u03b3\u03c9\u03b3\u03ae\u03c2 \u03b1\u03b4\u03c1\u03b1\u03bd\u03ce\u03bd \u03c3\u03ba\u03c5\u03c1\u03bf\u03b4\u03ad\u00b5\u03b1\u03c4\u03bf\u03c2 \u03ba\u03b1\u03b9 \u03ba\u03bf\u03bd\u03b9\u03b1\u00b5\u03ac\u03c4\u03c9\u03bd. \u039f\u03b9 \u03b4\u03bf\u03ba\u03b9\u00b5\u03ad\u03c2 \u03b1\u03c6\u03bf\u03c1\u03bf\u03cd\u03bd \u03c5\u03bb\u03b9\u03ba\u03ac \u00b5\u03b5 \u03c4\u03b9\u03c2 \u03ba\u03bf\u03b9\u03bd\u03ad\u03c2 \u03b5\u00b5\u03c0\u03bf\u03c1\u03b9\u03ba\u03ad\u03c2 \u03bf\u03bd\u03bf\u00b5\u03b1\u03c3\u03af\u03b5\u03c2: 1) \u03c7\u03b1\u03bb\u03af\u03ba\u03b9 2) \u03c8\u03b7\u03c6\u03af\u03b4\u03b1 \/ \u03b3\u03b1\u03c1\u00b5\u03c0\u03af\u03bb\u03b9 \u03ba\u03b1\u03b9 3) \u03ac\u00b5\u00b5\u03bf\u03c2. \u0395\u03ba\u03c4\u03cc\u03c2 \u00b5\u03b5\u03c1\u03b9\u03ba\u03ce\u03bd (\u03c0.\u03c7., \u03b1\u03bb\u03ba\u03b1\u03bb\u03bf\u03c0\u03c5\u03c1\u03b9\u03c4\u03b9\u03ba\u03ae \u03b1\u03bd\u03c4\u03af\u03b4\u03c1\u03b1\u03c3\u03b7, \u03c7\u03b7\u00b5\u03b9\u03ba\u03bf\u03af \u03c0\u03c1\u03bf\u03c3\u03b4\u03b9\u03bf\u03c1\u03b9\u03c3\u00b5\u03bf\u03af), \u03bf\u03b9 \u03b4\u03bf\u03ba\u03b9\u00b5\u03ad\u03c2 \u03b5\u03ba\u03c4\u03b5\u03bb\u03ad\u03c3\u03c4\u03b7\u03ba\u03b1\u03bd \u03c3\u03cd\u00b5\u03c6\u03c9\u03bd\u03b1 \u00b5\u03b5 \u03c4\u03b1 \u03c0\u03c1\u03cc\u03c4\u03c5\u03c0\u03b1 \u03c0\u03bf\u03c5 \u03b1\u03bd\u03b1\u03c6\u03ad\u03c1\u03bf\u03bd\u03c4\u03b1\u03b9 \u03c3\u03c4\u03b1 \u0395\u039d 12620:2002, EN 13043:2002\/AC:2004, EN 13242:2002\/AC:2004 \u03ba\u03b1\u03b9 EN 13139:2002.<\/p>\n\n\n\n ABSTRACT: <\/strong>Crushed limestone aggregates are the main source of aggregates in the Greek Construction industry. Historically, testing followed the ASTM International and AASHTO standard test methods. In light of the changes across EU concerning the implementation of EN standard test methods as well as the legal and technical framework for construction products bearing the CE mark, we have been testing, collecting, and evaluating limestone aggregate testing data from quarries across Greece. Here we present an initial assessment of a small data set and the correlations observed for coarse and fine gravel, and sand. All assessed test results were performed following EN standard procedures referenced in \u0395\u039d 12620:2002, EN 13043:2002\/AC:2004, EN 13242:2002\/AC:2004 and EN 13139:2002 except in a few cases, e.g., Alkali-silica reactivity and chemical analyses.<\/p>\n\n\n\n 1<\/sup>Geologist, MSc., PhD, GeoTerra <\/em>Ltd, Geomechanics & Quality Control Laboratory, 12 Anthrakorichon Street, 142 35 Nea Ionia, dxirouch@gmail.com<\/a><\/p>\n\n\n\n 2<\/sup>Mining \u2013 Metallurgical Engineer, MSc., A. Theodoropoulos \u2013 P. Moskofoglou Partners. \u2013 Q4U Consulting Engineers, 14 Patission Street 14, 106 77 Athens, a.theodoropoulos@q4u.gr<\/a><\/p>\n\n\n\n We present the results from initial type testing of limestone aggregates according to EN standard methods which are referenced in EN 12640, EN 13043, EN 13242, and EN 13139 standards. Specifically, we have looked at the chemical, physical, and mechanical properties that are of interest to the construction materials industry. Our goal is to contribute towards a critically assessed data base of limestone aggregates properties as established with these methods in light of their widespread usage in Greece, particularly, and elsewhere in general. We used limestone aggregate samples from quarries located in the main land and the islands. The samples primarily represent deep and shallow sea Mesozoic limestones (Eldridge and Fairbridge 1997) with samples from central Greece and the islands exhibiting variable degrees of re-crystallization. Testing was mainly performed in two ISO 17025 accredited testing laboratories located in Athens. The results represent a self-consistent data set whereas data accuracy is secured through the inter- laboratory testing programs of the respective laboratories.<\/p>\n\n\n\n Chemically the samples cover the range from low quality (CaCO3<\/sub> is 85,0 \u2013 93,5%) to highly pure limestones (CaCO3<\/sub> >98,5%) (Table 1 & 2). Preliminary powder XRD data indicate that they contain calcite (95,7 \u2013 99,5%), dolomite (0,8 \u2013 3,3%), and <1% iron oxides, iron sulfides, quartz and phyllosilicate minerals. Heavy metals (Table 3) were either not detected or detected at levels that are typical of marine carbonates globally (Turekian and Wedepohl, 1961). Alkali-Silica reactivity analyses show that reaction between alkalis and silica of limestone aggregates and cement in concrete should not be a problem with the type of aggregates examined here (Table 4); all alkalinity and silica concentration analyses fall on the field of harmless aggregates (ASTM C 289). However, we do lack data in Greece to judge the reaction potential for alkalis and carbonate minerals in concrete. Furthermore, polyaromatic hydrocarbons were not detected and the radioactive decay measurements of isotopes such Ra \u2013 226, Ra \u2013 228, Th \u2013 228, Th \u2013 232, U \u2013 238 and K \u2013 40 are at innocuous levels (EU Council Directive 96\/29\/EURATOM 31\/5\/1996).<\/p>\n\n\n\n Sand sieve analyses (Fig. 1) show that the all grains pass through the 8 mm sieve with Dmax<\/sub> <\/em>between 4 and 8 mm, and exhibit a fairly wide range of values in between the 8 mm and 63 \u00b5m sieves. Sand fines content is between 7 and 20%. The crushed limestone sands examined are devoid of organic substances such as humus and fulvic acid, moreover, their lightweight contaminants and water soluble components are negligible. The quality of fines (MB<\/em>, SE<\/em>), angularity (Ecs<\/sub><\/em>), durability (MS<\/em>), and water absorption (WA24<\/sub><\/em>) behavior is presented in Table 5 and is deemed more than satisfactory. Mean apparent dry density values for sand as well as for fine and coarse gravel confirm the mineralogy data as they are much closer to that of pure calcite (CaCO3<\/sub>) 2,71 g\/cm3<\/sup> and much less to that of dolomite (CaMg(CO3<\/sub>)2<\/sub>) 2,85 g\/cm3<\/sup> or any of the other carbonate minerals, i.e., siderite (FeCO3<\/sub>) 3,87 g\/cm3<\/sup>, magnesite (MgCO3<\/sub>) 3,0 g\/cm3<\/sup>, ankerite (CaFe(CO3<\/sub>)2<\/sub>) 3,2 g\/cm3<\/sup>.<\/p>\n\n\n\n We take fine gravel to mean aggregates with Dmax<\/sub> <\/em>equal to 12,5 with a range between 12,5 and 16, mm, and coarse gravel aggregates with Dmax<\/sub> <\/em>equal to 31,5 (Fig. 1, 3, and 4). The physical and mechanical properties values of fine and coarse gravel are unsurprisingly close as it can be seen in Tables 7 and 9 as these properties strongly depend on mineralogy and rock texture. For the interested reader, we note that ASTM and EN Los Angeles tests on the same material differ by two units with the ASTM LA <\/em>value lower than the EN LA <\/em>value.<\/p>\n\n\n\n Meaningful correlations among physical and mechanical properties of sand arise in a few cases (Table 6). There is a positive correlation between MB <\/em>and Ecs<\/sub> <\/em>values that may suggest that clay-size material or clays may inhibit flow of sand grains. The correlation between \u03c1\u03b1<\/sub> <\/em>and Ecs<\/sub> <\/em>was anticipated since the Ecs<\/sub> <\/em>calculation is based on density. A close relationship between MB <\/em>and SE <\/em>did not materialize in these types of aggregates as they are generally devoid of clay-size or clay materials. However, if we include in the data set MB <\/em>and SE <\/em>values from all-in aggregates which are used in road pavement construction then the correlation becomes stronger as the data cover a greater range of values (Fig. 2).<\/p>\n\n\n\n For fine and coarse gravel, significant (i.e. correlation coefficient >|0,5|) and common in both aggregate types correlations are observed between the following pairs of tests: MS <\/em>and VLA<\/sub><\/em>, MDE<\/sub> <\/em>and LA<\/em>, FI <\/em>and SI <\/em>(Table 7 and 9). The correlation between MS <\/em>and VLA<\/sub> <\/em>is surprising and needs further investigation as we have not seen it in the literature. Nonetheless, the strong relationships between these three pairs of tests suggest that it may be advantageous to use them as discriminating constraints of aggregate quality (Fig. 5, 6,<\/p>\n\n\n\n and 7); aggregates falling within the lower right quadrangle should have a better overall behavior overtime. We do not find for limestone aggregates a statistically significant relationship between either water absorption or silica content and wet Micro-Deval test results as seen in Brennan et al. (2003) for igneous aggregates. In contrast, the data agree with the P\u00e9tursson\u2019s conclusions (2000) regarding the strong correlation between FI <\/em>and SI <\/em>values in Icelandic, presumably, basaltic aggregates.<\/p>\n\n\n\n ASTM C289, \u201cStandard Test Method for Potential Alkali-Silica Reactivity of Aggregates (Chemical Method)\u201d, ASTM International, West Conshohocken, PA, (2007).<\/p>\n\n\n\n Brennan, M.J., Crawley, K., Sheahan, J.N., and Jordan, J., \u201cRanking the performance of aggregates using CEN test results\u201d, Road Materials and Pavement Design, Vol. 4, No4, 439 \u2013 454, (2003).<\/p>\n\n\n\n Moores, E.M., Fairbridge, R.W., \u201cEncyclopedia of European and Asian regional geology\u201d, Springer, (1997).<\/p>\n\n\n\nINTRODUCTION<\/h1>\n\n\n\n
DISCUSSION<\/h1>\n\n\n\n
Chemistry<\/h2>\n\n\n\n
Geometrical, physical, and mechanical properties<\/h2>\n\n\n\n
Correlations<\/h2>\n\n\n\n
REFERENCES<\/h1>\n\n\n\n
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<\/figure>\n\n\n\n