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Durability properties of concretes made with sand and cement size basalt
Journal Pre-proof Durability properties of concretes made with sand and cement size basalt
Hanifi Binici, Yavuz Yardim, Orhan Aksogan, Rifat Resatoglu, Aytac Dincer, Ali Karrpuz PII:
S2214-9937(19)30285-4
DOI:
https://doi.org/10.1016/j.susmat.2019.e00145
Reference:
SUSMAT 145
To appear in:
Sustainable Materials and Technologies
Received date:
1 October 2019
Revised date:
12 December 2019
Accepted date:
12 December 2019
Please cite this article as: H. Binici, Y. Yardim, O. Aksogan, et al., Durability properties of concretes made with sand and cement size basalt, Sustainable Materials and Technologies(2019), https://doi.org/10.1016/j.susmat.2019.e00145
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© 2019 Published by Elsevier.
Journal Pre-proof Durability Properties of Concretes made with Sand and Cement Size Basalt Hanifi BINICI Nisantasi University, Department of Civil Engineering, Maslak Mahallesi, Taşyoncası Street, No: 1V, 34481742 Sarıyer/Istanbul, Turkey E-mail: [email protected] Yavuz YARDIM
School of Engineering, University of Edinburgh,
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Orhan AKSOGAN
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Edinburgh, EH9 3FB, UK, [email protected]
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Toros University, Department of Civil Engineering, Mersin, 33140, Turkey, E-mail: [email protected]
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Rifat RESATOGLU
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Near East University, Nicosia, North Cyprus [email protected]
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Aytac DINCER
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Kahramanmaras Sutcu Imam University [email protected] Ali KARRPUZ
Kahramanmaras Sutcu Imam University [email protected] Correspond: Hanifi BINICI
Nisantasi University, Department of Civil Engineering, Maslak Mahallesi, Taşyoncası Street, No: 1V, 34481742 Sarıyer/Istanbul, Turkey E-mail: [email protected], Gsm: + 90 5324233724
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Journal Pre-proof
ABSTRACT This study characterizes the durability and mechanical performance of the concrete produced with basalt in different sizes. The innovation of this research lies in the fact that cement is replaced by basalt powder. Different percentages of basalt in powder and sand form were added as a partial replacement of cement and fine aggregate,,,,, respectively. The
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replacement percentages range from 5% to 40% by mass of cement and sand. The influence
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of basalt replacement on the behavior of concrete was evaluated through strength and durability tests on samples at different ages. The experiments were carried out to determine
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the effect of the basalt replacement on the different age concrete samples’ compressive
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strengths, abrasion resistances, water absorptions, and freezing-thawing strengths, as well as
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sulfate resistances. The study showed that partial replacement of different forms of basalt with cement and sand leads to a significant improvement in the concrete aspects mentioned
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above. The compressive strengths of samples at 28 and 60 days were found to be 15% higher,
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while the abrasion and the capillary water absorption rates at these ages were found to be 32% and 23% lower than those of the reference sample, respectively. In addition, the compressive strength after freeze-thaw and 180 days sulphate resistance values were found to be 45% and 47 % higher than those of the reference sample, respectively. Keywords: Basalt, Durability, Permeability, Abrasion, Strength
1. INTRODUCTION
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Journal Pre-proof Nowadays, innovative production technologies are being explored to drop cement costs and reduce damage to the environment intensely. Concrete is the most widely used construction material in the world. Cement, as the key ingredient of concrete, is one of the major source of CO2. Production of one ton of cement results in approximately one ton of CO2 emission. The foregoing fact led researchers to discover new techniques for producing concrete with minimal use of cement [1-3]. Therefore, more economical and more environmentally compatible concrete can be produced by adding various minerals to replace
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a part of the cement. The cost of cement can be reduced by using diversified materials with
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binding properties and producing composite cement. Composite cement is produced using a
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lesser amount of energy than Portland cement and has found a wide usage area in the building
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sector due to the additional contribution of some improving properties. Artificial and natural pozzolan are materials widely used in the production of composite cement.
Natural
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6].
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pozzolans are volcanic tuffs, volcanic glass, volcanic ash, diatomite and heat-treated clay [4-
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In general, if the building material is to be used in a particular construction, it must satisfy general building code requirements, based on certain investigations and observations. The properties of building materials are largely dependent on internal structure [7]. Minerals cause significant variations in the structure of concrete [8-10]. The factors that lead to the degradation of the structure may be of physical, chemical and mechanical origins. Mechanical damages include impact, abrasion, erosion, and carving. Chemical damages can be caused by harmful substances leaking into the concrete from outside, as well as, from materials forming the concrete composition. These include alkali-silica reaction, sulfate effect, carbonation, corrosion, and some acid and salt effects. The physical causes of the disruption are freeze-thaw, solvent salts and elevated temperatures [11-14].
3
Journal Pre-proof In an extensive review of the literature on fine stone waste [15] it was found out that stone waste has huge potential to be used as a replacement of fine aggregates in mortar. That work concluded that an increased number of studies have come to a conclusion that compressive and flexural strength of mortar increases by addition of fine stone waste as fine aggregate replacement. One of the drawbacks to the replacement of limestone and granite dust are creating a potential of more water absorption capacity, thus, causing high drying
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shrinkage in the mortar structure.
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Another experiment on the mechanical strength and durability properties of high strength cementitious composites produced with large volume of granite quarry dust (GQD)
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as aggregate phase (replacement of “natural river sand” by substitution ranging between 0
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and 100% by volume) were performed by Cheah and Lim [16]. It has been suggested that
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GQD can be used either as a partial or complete replacement of natural river sand in the production of high strength cementitious composites. Moreover, it was also found out in that
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study that as the GQD replacement level increases, the drying shrinkage decreases.
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In another major study, Trilok Grupta et.al [17] found that adding 30% stone processing dust as fine aggregate in concrete production provides a suitable option without significantly affecting the mechanical and durability properties of the concrete. Another study on using dried marble slurry as partial replacement of cement in concrete production also concluded that there is vast scope for research into recycle stone waste as aggregate replacement [18]. Nowadays, the large blocks obtained from basalt quarries in Turkey are cut into smaller parts in the industrial business intensely. Blocks of various sizes are very resistant to wear and are used as a coating material on street roads. Additionally, they are also used in buildings and stairs for architectural purposes. The wastes of sand and powder dimensions that occur during
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Journal Pre-proof this process cause serious environmental problems. In this study, it is aimed to use these wastes in concrete production. The main objective of this investigation is to study the performance of concrete with basaltic sand and powder to replace a certain percentage of the fine aggregate. Basaltic sand and powder were used at six levels of fine aggregate replacements (5%, 10%, 15%, 20%, 30%, and 40%). The pozzolanic activity of basalt, compressive strength, freeze-thaw and abrasion resistances, capillary water absorption and
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sulfate resistance of samples were studied during the investigations.
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2. MATERIAL AND METHOD
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2.1. Material
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2.1.1. Basalt and aggregates
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Basalt is the most common volcanic rock group on earth [19]. Lava flows spreading over huge areas are sometimes found covering tens and hundreds of square kilometers. Basalt
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used in this study was obtained from pyroclastic exposures around Osmaniye-Cukurova region of Turkey. In this study, 0-16 mm crushed limestone aggregates were used. The
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chemical content and physical analysis of the basalts used in this study are given in Table 1. 2.1.2. Cement and basalt powder
CEM I 42,5R Cement used in this experimental study was obtained from Adana Cement Plant. The chemical and physical analyses of CEM I 42.5 cement and basalt used in this study are given in Table 2. 2.2. Methods 2.2.1. Preparation of concrete samples In the concrete mix prepared for the first group of samples basalt powder (BP) replaced 5, 10, 15 and 20% of the cement. For the second group, the mix was prepared by 5
Journal Pre-proof replacing 10, 20, 30 and 40% of fine aggregate by basalt sand (BS). The particle size distribution of cement and basalt powder are given in Fig. 1. In the third group, the mix was prepared by replacing 5, 10, 15 and 20% of the cement by basalt powder and the same percentages of fine aggregate by basalt sand (BPS). Including the control sample, thirteen different samples were prepared. The names of the samples, the mixing ratios and the materials used are given in Table 3. The workability and the flow properties of the fresh concrete were determined by the sedimentation test. While many methods have been
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developed for this purpose, the most commonly used is the slump test, which is carried out
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with the slump funnel. Besides, the density and temperature of wet concrete were, also,
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determined. The produced samples were stored in the curing tank.
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2.2.2. Pozzolanic activity
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The pozzolanic activity was investigated by applying Eq.1 and Eq.2 given by the
with cement), respectively.
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Turkish Standard TS EN 25 [20] (an activity with lime) and ASTM C 618 [21] (an activity
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Mass of pozzolan (g) = [(Density of pozzolan) x 300 (g)] / (Density of lime)……...……......[1] Mass
of
water
(g)
=
[Mass
of
pozzolan
(g)
+Mass
of
lime
(g)]
/
2………………...…….…..[2] Both equations were used in the application of TS EN 25, to determine the components of the materials to be used in the pozzolanic activity test. Lime (150 g) and corresponding amounts of the basalt sand were mixed homogeneously in a strong nylon bag. Prismatic samples having dimensions, 40x40x160 mm were produced with the mortar obtained. A mixture of paraffin and resin was used for coating the molds to avoid leakage. Then, they
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Journal Pre-proof were kept at room temperature for 24 hours. After being kept in an oven at 550C for six days, they were taken out and left to cool for four hours before testing.
2.2.3. Compressive strength of samples
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The compressive strengths at the ages of 7, 28 and 60 days of standard cube samples were determined. The compressive strengths of three samples from each age group were
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determined according to TS EN 12390-3 [22]. This standard covers the test method for the
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determination of compressive strength of hardened concrete specimens. After pouring
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concrete, it gains strength over time. However, it takes a long time for the concrete to gain
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100% strength, and this time is still unknown. During the first 28 days of casting, the concrete compressive strength gain increases continuously and after 60 days this gain slows
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down. Samples are loaded until they are broken in the test machine according to EN 12390-4.
sample can bear.
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The compressive strength of the concrete is calculated by determining the maximum load the
2.2.4. Compressive strength of concrete samples by ultrasonic pulse velocity The use of ultrasonic pulse velocity rates for the determination of compressive strengths of concrete samples according to ASTM C597 [23] is a valuable technique for the characterization of cement-based composites. The ultrasonic pulse velocity method is based on the measurement of the travel time of an ultrasonic wave through concrete over a known path length. 2.2.5. Abrasion of concrete samples
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Journal Pre-proof In order to find the surface abrasion, 10x10x10 cm cubic specimens were produced and after reaching 28 days age, new specimens were obtained with dimensions of 71x71x71 mm. The surface abrasions of the control and twelve different concrete samples were found by the Bohme method [24]. 2.2.6. Freeze-thaw resistance of samples The freeze-thaw test was made in accordance with TS EN 3449 [25] standard and the
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mass losses were calculated. Besides, compressive strengths of the samples after freezing and
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thawing were found. The machine was set to conduct 30 freezing and thawing cycles at a rate
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of 5 Kh–1.
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2.2.7. Capillary water absorption
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Concrete samples prepared according to TS EN 802 [26] and TS EN 12390-2 [27] were cured for 28 days and then dried at 105°C until they reached constant weight and the
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moisture in them was completely evacuated. The side surfaces of the specimens were then covered with waterproof material for water to seep through a limited area. The sample was
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placed on wooden wedges and the water was set to be 5 mm above the bottom of the sample. During the experiment, this water level was continuously monitored and kept constant. The sample was weighed at 0, 5, 10, 20, 30, 60, 180, 360 and 1440 minutes and the experiment was continued for 24 hours [28]. 2.2.8. Sulfate resistance Water to be mixed in concrete must be clear in appearance without clay, silt, organic substance, acid, chloride, sulfate, grease, industrial wastes and chemicals which may harm the durability of concrete [29, 30]. Sulfates are found in natural surface and also in wastewaters which involve them at low rates. In lakes and brooks, the density is not more than a hundred milligrams per liter, whereas, in underground water, due to dissolving rocks 8
Journal Pre-proof may reach values like a few grams per liter. In low salinity waters, sulfates evolve as gypsum, whereas, in waters with the high salinity in the form of magnesium, sodium and potassium salts [30]. The compressive strength being a mechanical property of concrete is not a durability property. For the sulfate resistance test, a mixture of basalt sand and basalt powder was used at the rates 20%, 30% and 40% to replace sand of equal amount (by weight). This group of samples was kept in 10% MgSO4 solution for 180 days and, then, their sulfate
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resistance determination was made.
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3. RESULTS AND DISCUSSION
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3.1. Pozzolanic activity
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Pozzolanic activity values, which were found in accordance with TS 25, were 5.8 MPa for flexural strength and 25.5 MPa for compressive strength (Table 4). TS 25 depicts the
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lower limits for compressive strength as 5 MPa and flexural strength as 1 MPa. Compressive
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strength values, which were determined in accordance with ASTM C 618, were found to be 55.4 and 51.2 MPa, which are significantly higher than those mentioned above (see Table 3).
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According to the results of the present study, concerning the pozzolanic activities of the additives, basalt has a high potential as an active material. Consequently, it can be evaluated as a suitable admixture for the concrete industry, since it fulfills the strength requirements of the TS 25 and ASTM C 168.
3.2. Compressive strength of concrete samples Compressive strength values of concrete samples are given in Figs 2-4. The 7-day compressive strengths of samples with 10% basalt powder substitution instead of cement were found to be higher than the reference sample. For the same age, the compressive strengths of samples with more than 10% basalt powder substitution instead of cement were found to be lower than that of the reference specimens. This can be explained by the general 9
Journal Pre-proof nature of the pozzolans.
Pozzolanic mixed concrete has a slower strength development at
early ages [31, 32]. During early ages, decreases in strength were recorded in parallel with the decrease in the amount of cement. When the 7-day series were examined, the highest compressive strength value has been obtained from the BPS40 sample, which is 24% higher than the reference sample. This can be explained by the dense structure of basalt aggregate. On the other hand, as the additive ratio increases in both sand and powder sized basalt, the compressive strength increases. This is especially evidence of the reduction of voids in the
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sample due to mineral additives.
When the 28-day compressive strength values are examined, the appreciably higher
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compressive strength values at this age compared to 7-day results can be explained by the
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pozzolanic activity of basalt. Likewise, the highest compressive strengths were obtained for
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the BPS40 sample that the 28-day compressive strength of this sample was 33% higher than the reference sample. This can be explained by the fact that the basalt aggregate is more
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durable than the conventional aggregate. The compressive strengths of all samples with basalt
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sand and/or powder were found to be higher than the reference sample for 28-day cured concrete samples.
Generally, as the basalt additive rate increases, the 60-day compressive strengths of the samples also increase. The 60-day compressive strength of the BPS40 sample was 32% higher than the reference sample. This can be explained by the fact that the basalt, both in the sand and powder forms, has a contribution to fill the gaps in the concrete and accelerates the hydration process. It has been found out in recent studies that adding pozzolan increases the compressive strength of concretes [33, 34]. When the 60-day compressive strength values are examined, it is seen that basalt has made higher pozzolanic activity in this range compared to 7 and 28-day ranges. This means
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Journal Pre-proof that the pozzolanic activity increases with time. The highest compressive strength is obtained for the BPS40 sample. This result may be explained by the fact that the basalt aggregate is more durable than the crumb aggregate. Besides, fine aggregate and basalt powder have probably made a filling effect. The 60-day compressive strengths of these specimens were found to be roughly 25% greater than the reference specimen. The compressive strength development of the tested concrete samples is given in Fig.
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5. From the figure, it can be seen that the compressive strengths of the concrete made with
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basaltic sand or powder or both were higher than those of the reference at all tested ages after 28 days. The strength development characteristics of the BP, BS or BPS concretes were
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affected not only by the amount of the basaltic rock additive but also by the particle sizes in
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some cases.
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The relative strength (the ratio of the strength of the concrete made with the basaltic rock to the strength of the reference) of the concretes concerning curing age is given in Fig. 6.
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The relative strength values of the specimens with basaltic powder are lower at early ages, up
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to the age of 60 days (see Fig. 6). However, the relative strengths of the concrete specimens made with basaltic rock as sand or sand and powder sizes were higher at early ages. The development of the relative strengths of the concretes concerning the curing ages is observed to be different for various groups. The relative strength ratio values for the trial groups were higher than those for the reference. All trial specimens fulfill the compressive strength requirements of EN TS12390-3. Hence, it can be said that concrete made with basaltic rock as sand or both sand and powder can achieve adequate early compressive strength while maintaining high long-term strength. The most important result of this study is the increase of compressive strength, which is 28 percent for trial specimens compared to the reference sample. This value was 13 percent 11
Journal Pre-proof in previous studies [11, 14]. This will shorten the mold take-up time on the site providing an advantage in job completion. 3.4. The measurement of the compressive strengths by ultrasonic pulse velocity method The 7, 28 and 60-day compressive strengths of concrete specimens were also determined by ultrasonic pulse velocity (UPV) method (Table 5). The 7-day samples had the lowest ultrasonic pulse velocities compared to those of other ages. Out of them, the one with
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the highest ultrasonic pulse velocity was BPS40. This shows that it is the one with the highest
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compressive strength. The ultrasonic pulse velocities of all the 7-day specimens were in the
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range 4800–5614 m/s. The 28-day concrete sample with the highest ultrasonic pulse velocity being BPS40, the one with the lowest was sample R. The foregoing value for all the samples
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were in the range 5235–5990 m/s. The 60-day sample with the highest ultrasonic pulse
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velocity being BPS40, the one with the lowest value was sample R, again. No significant
compressive strength test.
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difference in compressive strength obtained with UPV was found compared with standard
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To assess the quality of concrete in a structure, the ultrasonic pulse velocity method is by far the most widely accepted nondestructive method. The present study showed that the pulse velocity of concrete depends on the aggregate type and content of the mix as mentioned in the literature [35, 36].
3.5. Mechanical abrasion rates of concrete samples The mechanical abrasion values of the samples are given in Fig. 7. It can be observed that the samples with basalt aggregate have less abrasion loss than the reference sample. This difference can be explained by the fact that basalt is an abrasion-resistant material. The abrasion rates of samples with basalt aggregate were found to be roughly 32% lower than the reference sample. 12
Journal Pre-proof 3.6. Freezing-thawing effect of concrete samples The loss of mass and compressive strength of concrete samples after 28 days of freezing-thawing are presented in Table 6. Cracks and spills were not observed on the surface of the samples. The freezing-thawing mass loss of the samples varied. Both mass and compressive strength losses of basalt-added samples were found to be lower than the reference sample. The minimum compression strength loss was found for the BPS40 sample
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and the maximum for the reference. The amorphous structure of basalt causes a reduction in
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the cavities and capillary cracks. Thus, the number of voids decreased with the decrease in
freezing-thawing was lower than the reference.
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3.7. Water capillarity
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the amount of cement in the basalt-added samples, and the loss of compressive strength after
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The capillarity coefficients found from the capillary water absorption test are
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summarized in Figs. 8-10. The variation of capillary water absorption coefficient with time is given for each sample separately. Depending on the amount of basalt additive, the capillary
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water absorption values of the BS20 sample increased with time and absorbed more water. The capillary water absorption of the basalt added concretes is found to be roughly 23% lower than the reference sample. Due to the void-free structure of basalt aggregate, the capillary water absorption values were reduced. The capillary water absorption coefficient of the reference concrete, after 5, 10, 30 and 1440 minutes, was, in the same order, approximately 3, 2.5, 1.5 and 2 times that of the other samples made with basaltic replacement. These results show that even if cement is partly replaced by basalt powder, the latter fills the capillary cavities of the concrete better. When basalt is used as fine aggregate in sand size, a decrease takes place in the number of capillary cavities in the concrete. In other words, water absorption coefficients of concrete 13
Journal Pre-proof with basalt sand are much lower than the reference samples. Permeability is the main reason for all the durability problems of concrete. For this reason, impermeable concrete production is very important. This study has shown that more durable concrete can be produced if the basaltic rock, in the form of powder or sand, is used instead of a suitable percentage of the aggregates. In this study, it was observed that the water capillarity coefficient is much smaller
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when the sand is used together with the basaltic rock powder. The water capillarity
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coefficient of the reference concrete is approximately 3.5 times that of the other samples made with basaltic sand and powder in 5 minutes, and finally 3 times in 1440 minutes. Only
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the properties of basalt grains can explain the lower permeability of concrete with basalt
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additive (See Fig. 2). However, the permeability of the cement matrix must have an
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3.8. Sulfate resistance
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appreciable effect, also.
As it can be seen from Table 7, BPS40 specimens with both basalt powder and basalt
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sand had a higher resistance to sulfate than the other specimens. The control specimens were found to crumble completely at the end of 180 days. Generally, the specimens with only basalt powder had higher sulfate resistance than those with only basalt sand. Particle size was responsible for the high sulfate resistance of the180-day concrete. It can be concluded that an increase in the percentage of the basalt powder and/or sand additives surely increases the sulfate resistance of the mortars. Other researchers expressed a similar result mentioning an enhancement of the chemical resistance of concrete provided by natural additives [37]. The significance of sulfate attack was seen by the nearly 90% decrease in the compressive strength of the samples with basalt additive. The reductions of the relative compressive strengths, i.e. the ratios of the compressive strengths in sulfate to those in pure 14
Journal Pre-proof water, are given in Table 7. When the exposure time to MgSO4 solution increases, the relative compressive strengths of all mortars decrease. However, they reduce with different amplitudes. Although all concrete samples with basalt additive preserved their integrity until the end of 180 days, the relative compressive strength of the reference sample decreased rapidly and dispersion took place by then. The mass losses of samples with basalt additive are much less than the reference sample (Table 7). At the end of 180 days exposure to sulfate solution, the total mass loss of the reference sample is about 21.1%, whereas, the
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corresponding value for the samples with basalt additive is roughly 4%. As can be seen,
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samples with basalt additive have a much less mass loss due to sulfate attack in both short
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and long-term durations.
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Pozzolanic activity, compressive strength, development of compressive strength,
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concrete strength with the measurement of ultrasonic pulse velocity, mechanical abrasion rates, freezing-thawing, water capillarity permeability and sulfate resistance properties of
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concrete with basalt additives have been studied in the previous works of the present authors
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and others in the literature [14, 28, 29, 30 and 38]. To obtain concrete of high quality and durability, this research aims to understand the capacities and limitations of tests. Concrete is a heterogeneous material and the interpretation of the relationship between strength and ultrasonic pulse velocity is very complex. The void ratio, the w/c ratio, the aggregate type, and other variables affect the strength of concrete. The test results show that there is a good correlation between strength and ultrasonic pulse velocity of concrete due to the interdependence of ultrasonic pulse velocity and the void ratio. The results indicate that the variation of the different factors, especially aggregate type and size, can generate effects on both of the foregoing properties, through their effect on the void ratio.
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Journal Pre-proof The awareness of the role of permeability in the long-term durability of concrete has led researchers to search for ways to quickly assess the permeability of concretes. Using admixtures such as basaltic powder renders the production of highly impermeable concrete possible. Basaltic powders have been proposed as an additive to produce very impermeable concrete. Furthermore, it is seen that basaltic powder together with basaltic sand is even more
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effective in the production of concrete highly resistant to abrasion and sulfate degradation.
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4. CONCLUSIONS
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The innovation of this research lies in the fact that cement is replaced by basalt
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powder. Based on the experimental investigation reported in this paper the following conclusions can be drawn:
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1-It has been experimentally observed that the use of basalt in both powder and sand sizes has
concrete.
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a positive effect on the strength, abrasion, water permeability and freeze-thaw properties of
2-It was found out that using 10% basalt powder instead of a part of the cement and 40% basalt sand to replace a part of the fine aggregate in conventional concrete, concrete with high durability could be produced. 3-Both the mass loss and the decrease in compressive strength of BP20 sample after exposure to sulfate environment being much lower than the other specimens renders it a good candidate for future use in industry for sulfate environments. Finally, a last but not least advantage of the use of less cement may also contribute to the reduction of global warming. The replacement of cement in concrete with waste materials 16
Journal Pre-proof offers cost reduction, energy savings, and protection of the environment [25]. These are important factors for introducing the findings of the present paper to the construction industry. The results of this study show that the basaltic sand and powder can be used to improve the mechanical, workability, freeze-thaw, abrasion, water permeability and sulfate resistance properties of conventional concretes. Since basalt rocks and the remaining industrial leftovers as wastes are available in vast amounts in Turkey [26], it makes sense from the economic and environmental viewpoints [27] to use these materials as aggregates in
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the production of more durable concrete.
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[13] M. Dobiszewska, A. Beycioğlu., Investigating the Influence of Waste Basalt Powder on Selected Properties of Cement Paste and Mortar, IOP Conf. Series: Materials Science and Engineering 245 (2017) 1-10. [14] M.E.I. Saraya., Study physico-chemical properties of blended cements containing fixe amount of silica fume, blast furnace slag, basalt and limestone, a comparative study, Construction and Building Materials, 72 (2014)104-112. [15] C. Harshwardhan Sing,
K. Pawa, N. Ravindra, G. Pradeep Kumar., Influence of
dimensional stone waste on mechanical and durability properties of mortar: A review, Construction and Building Materials 227 (2019) 116662. 18
Journal Pre-proof [16] B.Cheah Chee, S. Lim Jay, R. Mahyuddin., The mechanical strength and durability properties of ternary blended cementitious composites containing granite quarry dust (GQD) as natural sand replacement, Construction and Building Materials 197 (2019) 291–306. [17] G.Trilok, K.Shubham, Siddique S, S. Ravi, C. Sandeep., Influence of stone processing dust on mechanical, durability and sustainability of concrete, Construction and Building Materials 223 (2019) 918–927. [18] S. Manpreet, S. Anshuman, B. Dipendu., Long term strength and durability parameters
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of hardened concrete on partially replacing cement by dried waste marble powder slurry,
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Construction and Building Materials 198 (2019) 553–569.
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[19] L. Laibao, Y. Yunsheng, Z. Wenhua, Z. Zhiyong and Z. Lihua., Investigating the
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influence of basalt as mineral admixture on hydration and microstructure formation
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mechanism of cement, Construction and Building Materials 48(2013) 434-440. [20] TS EN 25, Trass, Cement admixture, Turkish Standards Institute, Ankara, Turkey, 1975
na
[in Turkish].
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[21] ASTM C618, Standard specification for coal fly ash and raw or calcined natural Pozzolan for use as a mineral admixture in Portland cement concrete, ASTM Standards, 1994.
[22] TS EN 12390-3, Testing hardened concrete-Part 3: Compressive strength test, Turkish standard, 2017. [23] ASTM, C597, Standard test method for pulse velocity through concrete, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA19428-2959, United States, 2003.
19
Journal Pre-proof [24] DIN EN 1338, Bohme method for abrasion of concrete, 1984. [25] TS EN 3449, Determination of durability factor of concrete under rapid freezing and thawing conditions, Turkish standard, 2002. [26] TS EN 802, Concrete mix design, Turkish Standard, 2005. [27] TS EN 12390-2, Testing hardened concrete - Part 2: Making and curing specimens for
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strength tests, Turkish Standard, 2010. [28] A. Turkmenoglu, A. Tankut, M. Tokyay, C. Turan., Pozzolanic activities of natural
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additives from Ankara Region Turkey. In: Yeginobali A, editor. Cement and concrete
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technology in the 2000s, Istanbul, Turkey; September 2000. p. 304–13.
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Concrete Research 28 (2006) 39-46.
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[29] H. Binici, O. Aksogan., Sulphate resistance of plain and blended cement, Cement and
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[30] G.C. Isaia, A.L.G. Gastaldini, R. Moraesl., Physical and pozzolanic action of mineral additions on the mechanical strength of high-performance concrete, Cement and Concrete
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Composite 25 (2003) 69–76.
[31] H. Binici., Effect of crushed ceramic and basaltic pumice as fine aggregates on concrete mortars properties, Construction and Building Materials 21 (2007) 1191-1197. [32] T. Susanto, Y.D.L. Tze, S.D. Bahador., Durability and mechanical properties of high strength concrete incorporating ultrafine ground granulated blast-furnace slag, Construction and Building Materials 40 (2013) 875-881.
[33] S. Sotiriadis, S. Tsivilis., Performance of limestone cement concretes in chloride–sulfate environments at low temperature, Magazine of Concrete Research 70 (2018) 1039-1051.
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Journal Pre-proof [34] S.A. Bayan, R.A. Bestoon, A.A. Sabr, E.K. Sirwan., Compressive strength formula for concrete using ultrasonic pulse velocity, international journal of engineering trends and technology 26 (2015) 9-13. [35] A.M. Mazen, A.A. Nafeth., Relationship between ultrasonic pulse velocity and standard concrete cube crushing strength, Journal of Engineering Sciences, Assiut University, 36 (2008) 51-59.
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[36] K. Aarth, K. Arunachalam., Durability studies on fiber reinforced self compacting
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concrete with sustainable wastes, Journal of Cleaner Production 174 (2018) 247-255.
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[37] P.N. Raghunath., K. Suguna., J. Karthick, B.Sarathkumar., Mechanical and durability characteristics of marble powder based high strength concrete, Article in Press, Accepted
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Manuscript, Scientia Iranica, Transactions A: Civil Engineering, 2018.
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[38] H. Binici, I.H. Cagatay, T. Shah, S. Kapur., Mineralogy of plain Portland and blended
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cement pastes, Building and Environment 43 (2008) 1318–1325.
21
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author statement All authors have contributed according to their roles in this article. Conflict of interest There is no conflict interest of present study. Table 1. The chemical content and physical properties of the basalts used
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(%)
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Particle sizes of basalt
42.41
Properties
Al2O3
14.35
Density (g/cm3)
Fe2O3
11.15
CaO
17.16
Water absorption (%)
MgO Na2O+K2O
Powder
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re
SiO2
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Component
Physical properties
of
Chemical content
na
Sizes
7.52
Colour
6.57
Hardness (HB)
Sand 2.96
0-100
0-4 mm
µm
1.85
0.49
Black 6.8
23
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Cement
Basalt
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Component
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Table 2. The chemical and physical analyses of CEM I 42.5 cement and basalt used
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(%)
18.85
5.60
4.80
2.24
2.40
2.32
CaO
62.80
56.05
MgO
2.50
2.87
Na2O+K2O
1.14
1.15
SO3
3.69
-
Free CaO
0.90
-
Loss at ignition
3.50
29.77
Al2O3
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Fe2O3
na
SiO2
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Chemical analyses and physical properties
24
Journal Pre-proof Density 3.12
2.83
3250
3180
0
0
(g/cm3) Specific surface 2
(cm /g)
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Residue on 200 (%)
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Table 3. Component proportions for 1 m3 concrete mixture, properties of fresh concrete and
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names of samples
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Component of concrete samples
name
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Sample Cement Water
Properties of fresh concrete
Basalt
Basalt
powder
sand
Temp.
Coarse
Sand
Slump Density of fresh
aggregates
(kg/m3) (kg/m3) (kg/m3)
(kg/m3)
(cm)
(kg/m3)
concrete
(kg/m3) (kg/m3)
(ºC)
R
350
165
800
1150
-
-
7.4
2312
22
BP5
332
165
800
1150
18
-
7.4
2315
21.7
BP10
315
165
800
1150
35
-
7.5
2310
21.8
BP15
297
165
800
1150
53
-
7.5
2321
21.6
25
Journal Pre-proof 280
165
800
1150
70
-
7.6
2322
21.6
BS10
350
165
720
1150
-
80
7.6
2318
21.3
BS20
350
165
640
1150
-
160
7.6
2325
21.6
BS30
350
165
560
1150
-
240
7.7
2330
21.3
BS40
350
165
480
1150
-
320
7.8
2333
21.5
BPS10
332
165
760
1150
18
40
7.5
2320
21.7
BPS20
315
165
720
1150
35
80
7.5
2325
21.7
BPS30
297
165
680
1150
53
120
7.6
2326
21.5
BPS40
280
165
640
1150
70
160
7.8
2330
21.5
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na
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re
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of
BP20
Table 4. Pozzolanic activity of basalt used According to ASTM C 618 Specimens
Compressive strength of samples after 28
According to TS 25 Activity (%)
days
Flexural strength of
strength of
samples after 28
samples after 28
(MPa)
days (MPa)
days (MPa)
Reference
55.4
100
Basalt
51.2
92
ASTM requirement;
Compressive
25.5
5.8
Turkish standard requirement; According to TS 25, the specimens must
26
Journal Pre-proof Pozzolanic activity percentage has to be greater have a compressive strength of at least 5 than 70% of the compressive strength of the MPa and a flexural strength of at least 1 MPa.
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na
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control specimens according to ASTM C 618.
Table 5. Ultrasonic pulse velocities of samples (m/s) Days
Samples 7
28
60
R
4685
5235
5440
BP5
5140
5540
5620
27
Journal Pre-proof 5295
5595
5705
BP15
5360
5610
5790
BP20
5410
5685
5840
BS10
5216
5625
5769
BS20
5360
5727
5856
BS30
5399
5813
5896
BS40
5614
5906
BPS10
5340
5730
5815
BPS20
5465
5795
5870
BPS30
5530
5840
5945
BPS40
5640
5990
6115
5984
Jo ur
na
lP
re
-p
ro
of
BP10
28
-p
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Compressive strength
Compressive strength loss
(MPa)
(%)
19.9
15.3
3.1
37.7
9.5
2.9
27.9
6.8
BP15
2.6
25.0
8.8
BP20
2.1
21.5
11.8
BP average
2.7
28.0
9.2
BS10
4.9
26.2
10.3
Samples (%)
BP5 BP10
29
13.9
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R
na
Mass loss
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Table 6. Mass loss and compressive strength of concrete after freezing and thawing
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27.9
9.4
BS30
4.8
30.0
7.3
BS40
5.5
31.4
7.2
BS average
4.9
28.9
8.6
BPS10
3.8
27.2
10.0
BPS20
3.5
28.6
8.8
BPS30
3.3
26.9
BPS40
3.0
26.0
BPS average
3.4
27.2
9.5 10.5 9.7
Jo ur
na
lP
re
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ro
of
BS20
Table 7. Mass loss and compressive strength of concrete after being kept in magnesium sulfate for 180 days
Mass loss
Compressive strength
Compressive strength loss
(%)
(MPa)
(%)
R
21.1
20.3
22.1
BP5
4.3
28.7
6.3
Samples
30
Journal Pre-proof 3.6
29.5
6.4
BP15
3.7
28.0
5.8
BP20
3.4
28.9
4.7
BP average
3.8
28.8
6.2
BS10
3.5
31.2
7.8
BS20
3.6
32.3
6.1
BS30
4.5
33.0
BS40
4.7
33.3
BS average
4.2
32.5
7.4
BPS10
4.1
32.1
6.5
BPS20
4.5
33.2
6.8
BPS30
4.9
33.6
6.4
5.6
33.8
8.2
5.3
33.1
7.0
BPS average
31
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BPS40
of
BP10
7.6 8.1
Jo ur
na
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Fig. 1. Particle size distribution of basalt powder and cement.
32
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22,9 19,4
25,6
25,4
27,1
28,9
18,7
lP
0
R
BP5
na
10
BP10
BP15
BP20
BS10
BS20
BS30
BS40 BPS10 BPS20 BPS30 BPS40
Samples
Fig. 2. Compressive strengths of concrete samples at 7 days.
33
26,3
re
20
24,9
26,4
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22,5
23,4
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Compressive Strengths (MPa)
22
ro
30
Journal Pre-proof
40
BP5
BP10
34,4
30,3
29,7
36,2
34,3
36,1
37,5
ro
25,7
re
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20
0
R
BP15
lP
10
BP20
BS10
BS20
BS30
BS40 BPS10 BPS20 BPS30 BPS40
Samples
Jo ur
Fig. 3. Compressive strength of concrete samples at 28 days.
34
35,6
of
30,6
33,6
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Compressive Strengths (MPa)
30
31,5
35,7
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36,3
38,5
34,9
39,4
43
BS30
BS40 BPS10 BPS20 BPS30 BPS40
40,6
35,1
29,3
20
10
0
R
BP5
BP10
BP15
BP20
BS10
BS20
Samples
Fig. 4 Compressive strength of concrete samples at 60 days.
35
42,3
41,3
na
30
35,5
41,9
40,8
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Compressive Strengths (MPa)
40
lP
50
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28-D
60-D
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100
re
90 80 70
lP
60 50 40
0 S4
0 BP
S3
0 BP
S2
0 BP
S1 BP
40 BS
30 BS
20 BS
20
BP
15
BP
10
BP
BP 5
0
Jo ur
10
BS
20
10
na
30
R
. Compressive strength development (%)
7-D 110
Samples
Fig. 5. Compressive strength development of the tested concretes samples.
36
re
BP15 BS40
BP20 BPS10
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. Relative strength ratio
0,9
0,7
BP10 BS30 BPS40
na
1
0,8
BP5 BS20 BPS30
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R BS10 BPS20
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0,6
7
28 Age (days)
Fig. 6. The relative strength ratio of the concrete samples.
37
60
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7,9 6,9
7,1
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6,3
6,5
6,1
5,9
5,4
5,1
5,3
na
5
0
R
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Mechanical abrasion (%)
10
BP5
BP10
BP15
BP20
BS10
BS20
BS30
4,3
4,1
BS40 BPS10 BPS20 BPS30 BPS40
Samples
Fig.7. The mechanical abrasion values of the samples.
38
4,8
na
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R
BP20
-6
3
1/2
.Capilarity coeficient (cm/s )x10
BP10
BP5
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3,5
BP15
2,5 2 1,5 1 0,5 0
0
5
10
20
30 Minutes
39
60
180
360
1440
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na
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Fig.8. Capillary water absorption-time relationship of samples with basalt powder.
40
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R
BS40
BS30
BS20
BS10
3,5
2,5 2 1,5
of
1 0,5 0
5
10
20
30
60
180
360
1440
-p
0
ro
1/2
.Capilarity coeficient (cm/s )x10
-6
3
lP
re
Minutes
Jo ur
na
Fig. 9. Capillary water absorption-time relationship of samples with basalt sand.
41
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BPS40
BPS30
re
2,5
lP
2 1,5
na
1 0,5 0
0
Jo ur
1/2
-p
-6
3
.Capilarity coeficient (cm/s )x10
BPS10
ro
3,5
BPS20
of
R
5
10
20
30
60
180
360
1440
Minutes
Fig. 10. Capillary water absorption-time relationship of samples with basalt powder and sand.
42
Figure 1
Figure 2
Figure 3
Figure 4
Figure 5
Figure 6
Figure 7
Figure 8
Figure 9
Figure 10
Hanifi Binici, Yavuz Yardim, Orhan Aksogan, Rifat Resatoglu, Aytac Dincer, Ali Karrpuz PII:
S2214-9937(19)30285-4
DOI:
https://doi.org/10.1016/j.susmat.2019.e00145
Reference:
SUSMAT 145
To appear in:
Sustainable Materials and Technologies
Received date:
1 October 2019
Revised date:
12 December 2019
Accepted date:
12 December 2019
Please cite this article as: H. Binici, Y. Yardim, O. Aksogan, et al., Durability properties of concretes made with sand and cement size basalt, Sustainable Materials and Technologies(2019), https://doi.org/10.1016/j.susmat.2019.e00145
This is a PDF file of an article that has undergone enhancements after acceptance, such as the addition of a cover page and metadata, and formatting for readability, but it is not yet the definitive version of record. This version will undergo additional copyediting, typesetting and review before it is published in its final form, but we are providing this version to give early visibility of the article. Please note that, during the production process, errors may be discovered which could affect the content, and all legal disclaimers that apply to the journal pertain.
© 2019 Published by Elsevier.
Journal Pre-proof Durability Properties of Concretes made with Sand and Cement Size Basalt Hanifi BINICI Nisantasi University, Department of Civil Engineering, Maslak Mahallesi, Taşyoncası Street, No: 1V, 34481742 Sarıyer/Istanbul, Turkey E-mail: [email protected] Yavuz YARDIM
School of Engineering, University of Edinburgh,
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Orhan AKSOGAN
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Edinburgh, EH9 3FB, UK, [email protected]
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Toros University, Department of Civil Engineering, Mersin, 33140, Turkey, E-mail: [email protected]
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Rifat RESATOGLU
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Near East University, Nicosia, North Cyprus [email protected]
na
Aytac DINCER
Jo ur
Kahramanmaras Sutcu Imam University [email protected] Ali KARRPUZ
Kahramanmaras Sutcu Imam University [email protected] Correspond: Hanifi BINICI
Nisantasi University, Department of Civil Engineering, Maslak Mahallesi, Taşyoncası Street, No: 1V, 34481742 Sarıyer/Istanbul, Turkey E-mail: [email protected], Gsm: + 90 5324233724
1
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ABSTRACT This study characterizes the durability and mechanical performance of the concrete produced with basalt in different sizes. The innovation of this research lies in the fact that cement is replaced by basalt powder. Different percentages of basalt in powder and sand form were added as a partial replacement of cement and fine aggregate,,,,, respectively. The
of
replacement percentages range from 5% to 40% by mass of cement and sand. The influence
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of basalt replacement on the behavior of concrete was evaluated through strength and durability tests on samples at different ages. The experiments were carried out to determine
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the effect of the basalt replacement on the different age concrete samples’ compressive
re
strengths, abrasion resistances, water absorptions, and freezing-thawing strengths, as well as
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sulfate resistances. The study showed that partial replacement of different forms of basalt with cement and sand leads to a significant improvement in the concrete aspects mentioned
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above. The compressive strengths of samples at 28 and 60 days were found to be 15% higher,
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while the abrasion and the capillary water absorption rates at these ages were found to be 32% and 23% lower than those of the reference sample, respectively. In addition, the compressive strength after freeze-thaw and 180 days sulphate resistance values were found to be 45% and 47 % higher than those of the reference sample, respectively. Keywords: Basalt, Durability, Permeability, Abrasion, Strength
1. INTRODUCTION
2
Journal Pre-proof Nowadays, innovative production technologies are being explored to drop cement costs and reduce damage to the environment intensely. Concrete is the most widely used construction material in the world. Cement, as the key ingredient of concrete, is one of the major source of CO2. Production of one ton of cement results in approximately one ton of CO2 emission. The foregoing fact led researchers to discover new techniques for producing concrete with minimal use of cement [1-3]. Therefore, more economical and more environmentally compatible concrete can be produced by adding various minerals to replace
of
a part of the cement. The cost of cement can be reduced by using diversified materials with
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binding properties and producing composite cement. Composite cement is produced using a
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lesser amount of energy than Portland cement and has found a wide usage area in the building
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sector due to the additional contribution of some improving properties. Artificial and natural pozzolan are materials widely used in the production of composite cement.
Natural
na
6].
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pozzolans are volcanic tuffs, volcanic glass, volcanic ash, diatomite and heat-treated clay [4-
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In general, if the building material is to be used in a particular construction, it must satisfy general building code requirements, based on certain investigations and observations. The properties of building materials are largely dependent on internal structure [7]. Minerals cause significant variations in the structure of concrete [8-10]. The factors that lead to the degradation of the structure may be of physical, chemical and mechanical origins. Mechanical damages include impact, abrasion, erosion, and carving. Chemical damages can be caused by harmful substances leaking into the concrete from outside, as well as, from materials forming the concrete composition. These include alkali-silica reaction, sulfate effect, carbonation, corrosion, and some acid and salt effects. The physical causes of the disruption are freeze-thaw, solvent salts and elevated temperatures [11-14].
3
Journal Pre-proof In an extensive review of the literature on fine stone waste [15] it was found out that stone waste has huge potential to be used as a replacement of fine aggregates in mortar. That work concluded that an increased number of studies have come to a conclusion that compressive and flexural strength of mortar increases by addition of fine stone waste as fine aggregate replacement. One of the drawbacks to the replacement of limestone and granite dust are creating a potential of more water absorption capacity, thus, causing high drying
of
shrinkage in the mortar structure.
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Another experiment on the mechanical strength and durability properties of high strength cementitious composites produced with large volume of granite quarry dust (GQD)
-p
as aggregate phase (replacement of “natural river sand” by substitution ranging between 0
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and 100% by volume) were performed by Cheah and Lim [16]. It has been suggested that
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GQD can be used either as a partial or complete replacement of natural river sand in the production of high strength cementitious composites. Moreover, it was also found out in that
na
study that as the GQD replacement level increases, the drying shrinkage decreases.
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In another major study, Trilok Grupta et.al [17] found that adding 30% stone processing dust as fine aggregate in concrete production provides a suitable option without significantly affecting the mechanical and durability properties of the concrete. Another study on using dried marble slurry as partial replacement of cement in concrete production also concluded that there is vast scope for research into recycle stone waste as aggregate replacement [18]. Nowadays, the large blocks obtained from basalt quarries in Turkey are cut into smaller parts in the industrial business intensely. Blocks of various sizes are very resistant to wear and are used as a coating material on street roads. Additionally, they are also used in buildings and stairs for architectural purposes. The wastes of sand and powder dimensions that occur during
4
Journal Pre-proof this process cause serious environmental problems. In this study, it is aimed to use these wastes in concrete production. The main objective of this investigation is to study the performance of concrete with basaltic sand and powder to replace a certain percentage of the fine aggregate. Basaltic sand and powder were used at six levels of fine aggregate replacements (5%, 10%, 15%, 20%, 30%, and 40%). The pozzolanic activity of basalt, compressive strength, freeze-thaw and abrasion resistances, capillary water absorption and
of
sulfate resistance of samples were studied during the investigations.
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2. MATERIAL AND METHOD
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2.1. Material
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2.1.1. Basalt and aggregates
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Basalt is the most common volcanic rock group on earth [19]. Lava flows spreading over huge areas are sometimes found covering tens and hundreds of square kilometers. Basalt
na
used in this study was obtained from pyroclastic exposures around Osmaniye-Cukurova region of Turkey. In this study, 0-16 mm crushed limestone aggregates were used. The
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chemical content and physical analysis of the basalts used in this study are given in Table 1. 2.1.2. Cement and basalt powder
CEM I 42,5R Cement used in this experimental study was obtained from Adana Cement Plant. The chemical and physical analyses of CEM I 42.5 cement and basalt used in this study are given in Table 2. 2.2. Methods 2.2.1. Preparation of concrete samples In the concrete mix prepared for the first group of samples basalt powder (BP) replaced 5, 10, 15 and 20% of the cement. For the second group, the mix was prepared by 5
Journal Pre-proof replacing 10, 20, 30 and 40% of fine aggregate by basalt sand (BS). The particle size distribution of cement and basalt powder are given in Fig. 1. In the third group, the mix was prepared by replacing 5, 10, 15 and 20% of the cement by basalt powder and the same percentages of fine aggregate by basalt sand (BPS). Including the control sample, thirteen different samples were prepared. The names of the samples, the mixing ratios and the materials used are given in Table 3. The workability and the flow properties of the fresh concrete were determined by the sedimentation test. While many methods have been
of
developed for this purpose, the most commonly used is the slump test, which is carried out
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with the slump funnel. Besides, the density and temperature of wet concrete were, also,
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determined. The produced samples were stored in the curing tank.
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2.2.2. Pozzolanic activity
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The pozzolanic activity was investigated by applying Eq.1 and Eq.2 given by the
with cement), respectively.
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Turkish Standard TS EN 25 [20] (an activity with lime) and ASTM C 618 [21] (an activity
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Mass of pozzolan (g) = [(Density of pozzolan) x 300 (g)] / (Density of lime)……...……......[1] Mass
of
water
(g)
=
[Mass
of
pozzolan
(g)
+Mass
of
lime
(g)]
/
2………………...…….…..[2] Both equations were used in the application of TS EN 25, to determine the components of the materials to be used in the pozzolanic activity test. Lime (150 g) and corresponding amounts of the basalt sand were mixed homogeneously in a strong nylon bag. Prismatic samples having dimensions, 40x40x160 mm were produced with the mortar obtained. A mixture of paraffin and resin was used for coating the molds to avoid leakage. Then, they
6
Journal Pre-proof were kept at room temperature for 24 hours. After being kept in an oven at 550C for six days, they were taken out and left to cool for four hours before testing.
2.2.3. Compressive strength of samples
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The compressive strengths at the ages of 7, 28 and 60 days of standard cube samples were determined. The compressive strengths of three samples from each age group were
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determined according to TS EN 12390-3 [22]. This standard covers the test method for the
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determination of compressive strength of hardened concrete specimens. After pouring
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concrete, it gains strength over time. However, it takes a long time for the concrete to gain
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100% strength, and this time is still unknown. During the first 28 days of casting, the concrete compressive strength gain increases continuously and after 60 days this gain slows
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down. Samples are loaded until they are broken in the test machine according to EN 12390-4.
sample can bear.
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The compressive strength of the concrete is calculated by determining the maximum load the
2.2.4. Compressive strength of concrete samples by ultrasonic pulse velocity The use of ultrasonic pulse velocity rates for the determination of compressive strengths of concrete samples according to ASTM C597 [23] is a valuable technique for the characterization of cement-based composites. The ultrasonic pulse velocity method is based on the measurement of the travel time of an ultrasonic wave through concrete over a known path length. 2.2.5. Abrasion of concrete samples
7
Journal Pre-proof In order to find the surface abrasion, 10x10x10 cm cubic specimens were produced and after reaching 28 days age, new specimens were obtained with dimensions of 71x71x71 mm. The surface abrasions of the control and twelve different concrete samples were found by the Bohme method [24]. 2.2.6. Freeze-thaw resistance of samples The freeze-thaw test was made in accordance with TS EN 3449 [25] standard and the
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mass losses were calculated. Besides, compressive strengths of the samples after freezing and
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thawing were found. The machine was set to conduct 30 freezing and thawing cycles at a rate
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of 5 Kh–1.
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2.2.7. Capillary water absorption
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Concrete samples prepared according to TS EN 802 [26] and TS EN 12390-2 [27] were cured for 28 days and then dried at 105°C until they reached constant weight and the
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moisture in them was completely evacuated. The side surfaces of the specimens were then covered with waterproof material for water to seep through a limited area. The sample was
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placed on wooden wedges and the water was set to be 5 mm above the bottom of the sample. During the experiment, this water level was continuously monitored and kept constant. The sample was weighed at 0, 5, 10, 20, 30, 60, 180, 360 and 1440 minutes and the experiment was continued for 24 hours [28]. 2.2.8. Sulfate resistance Water to be mixed in concrete must be clear in appearance without clay, silt, organic substance, acid, chloride, sulfate, grease, industrial wastes and chemicals which may harm the durability of concrete [29, 30]. Sulfates are found in natural surface and also in wastewaters which involve them at low rates. In lakes and brooks, the density is not more than a hundred milligrams per liter, whereas, in underground water, due to dissolving rocks 8
Journal Pre-proof may reach values like a few grams per liter. In low salinity waters, sulfates evolve as gypsum, whereas, in waters with the high salinity in the form of magnesium, sodium and potassium salts [30]. The compressive strength being a mechanical property of concrete is not a durability property. For the sulfate resistance test, a mixture of basalt sand and basalt powder was used at the rates 20%, 30% and 40% to replace sand of equal amount (by weight). This group of samples was kept in 10% MgSO4 solution for 180 days and, then, their sulfate
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resistance determination was made.
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3. RESULTS AND DISCUSSION
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3.1. Pozzolanic activity
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Pozzolanic activity values, which were found in accordance with TS 25, were 5.8 MPa for flexural strength and 25.5 MPa for compressive strength (Table 4). TS 25 depicts the
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lower limits for compressive strength as 5 MPa and flexural strength as 1 MPa. Compressive
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strength values, which were determined in accordance with ASTM C 618, were found to be 55.4 and 51.2 MPa, which are significantly higher than those mentioned above (see Table 3).
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According to the results of the present study, concerning the pozzolanic activities of the additives, basalt has a high potential as an active material. Consequently, it can be evaluated as a suitable admixture for the concrete industry, since it fulfills the strength requirements of the TS 25 and ASTM C 168.
3.2. Compressive strength of concrete samples Compressive strength values of concrete samples are given in Figs 2-4. The 7-day compressive strengths of samples with 10% basalt powder substitution instead of cement were found to be higher than the reference sample. For the same age, the compressive strengths of samples with more than 10% basalt powder substitution instead of cement were found to be lower than that of the reference specimens. This can be explained by the general 9
Journal Pre-proof nature of the pozzolans.
Pozzolanic mixed concrete has a slower strength development at
early ages [31, 32]. During early ages, decreases in strength were recorded in parallel with the decrease in the amount of cement. When the 7-day series were examined, the highest compressive strength value has been obtained from the BPS40 sample, which is 24% higher than the reference sample. This can be explained by the dense structure of basalt aggregate. On the other hand, as the additive ratio increases in both sand and powder sized basalt, the compressive strength increases. This is especially evidence of the reduction of voids in the
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of
sample due to mineral additives.
When the 28-day compressive strength values are examined, the appreciably higher
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compressive strength values at this age compared to 7-day results can be explained by the
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pozzolanic activity of basalt. Likewise, the highest compressive strengths were obtained for
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the BPS40 sample that the 28-day compressive strength of this sample was 33% higher than the reference sample. This can be explained by the fact that the basalt aggregate is more
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durable than the conventional aggregate. The compressive strengths of all samples with basalt
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sand and/or powder were found to be higher than the reference sample for 28-day cured concrete samples.
Generally, as the basalt additive rate increases, the 60-day compressive strengths of the samples also increase. The 60-day compressive strength of the BPS40 sample was 32% higher than the reference sample. This can be explained by the fact that the basalt, both in the sand and powder forms, has a contribution to fill the gaps in the concrete and accelerates the hydration process. It has been found out in recent studies that adding pozzolan increases the compressive strength of concretes [33, 34]. When the 60-day compressive strength values are examined, it is seen that basalt has made higher pozzolanic activity in this range compared to 7 and 28-day ranges. This means
10
Journal Pre-proof that the pozzolanic activity increases with time. The highest compressive strength is obtained for the BPS40 sample. This result may be explained by the fact that the basalt aggregate is more durable than the crumb aggregate. Besides, fine aggregate and basalt powder have probably made a filling effect. The 60-day compressive strengths of these specimens were found to be roughly 25% greater than the reference specimen. The compressive strength development of the tested concrete samples is given in Fig.
of
5. From the figure, it can be seen that the compressive strengths of the concrete made with
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basaltic sand or powder or both were higher than those of the reference at all tested ages after 28 days. The strength development characteristics of the BP, BS or BPS concretes were
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affected not only by the amount of the basaltic rock additive but also by the particle sizes in
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some cases.
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The relative strength (the ratio of the strength of the concrete made with the basaltic rock to the strength of the reference) of the concretes concerning curing age is given in Fig. 6.
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The relative strength values of the specimens with basaltic powder are lower at early ages, up
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to the age of 60 days (see Fig. 6). However, the relative strengths of the concrete specimens made with basaltic rock as sand or sand and powder sizes were higher at early ages. The development of the relative strengths of the concretes concerning the curing ages is observed to be different for various groups. The relative strength ratio values for the trial groups were higher than those for the reference. All trial specimens fulfill the compressive strength requirements of EN TS12390-3. Hence, it can be said that concrete made with basaltic rock as sand or both sand and powder can achieve adequate early compressive strength while maintaining high long-term strength. The most important result of this study is the increase of compressive strength, which is 28 percent for trial specimens compared to the reference sample. This value was 13 percent 11
Journal Pre-proof in previous studies [11, 14]. This will shorten the mold take-up time on the site providing an advantage in job completion. 3.4. The measurement of the compressive strengths by ultrasonic pulse velocity method The 7, 28 and 60-day compressive strengths of concrete specimens were also determined by ultrasonic pulse velocity (UPV) method (Table 5). The 7-day samples had the lowest ultrasonic pulse velocities compared to those of other ages. Out of them, the one with
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the highest ultrasonic pulse velocity was BPS40. This shows that it is the one with the highest
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compressive strength. The ultrasonic pulse velocities of all the 7-day specimens were in the
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range 4800–5614 m/s. The 28-day concrete sample with the highest ultrasonic pulse velocity being BPS40, the one with the lowest was sample R. The foregoing value for all the samples
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were in the range 5235–5990 m/s. The 60-day sample with the highest ultrasonic pulse
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velocity being BPS40, the one with the lowest value was sample R, again. No significant
compressive strength test.
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difference in compressive strength obtained with UPV was found compared with standard
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To assess the quality of concrete in a structure, the ultrasonic pulse velocity method is by far the most widely accepted nondestructive method. The present study showed that the pulse velocity of concrete depends on the aggregate type and content of the mix as mentioned in the literature [35, 36].
3.5. Mechanical abrasion rates of concrete samples The mechanical abrasion values of the samples are given in Fig. 7. It can be observed that the samples with basalt aggregate have less abrasion loss than the reference sample. This difference can be explained by the fact that basalt is an abrasion-resistant material. The abrasion rates of samples with basalt aggregate were found to be roughly 32% lower than the reference sample. 12
Journal Pre-proof 3.6. Freezing-thawing effect of concrete samples The loss of mass and compressive strength of concrete samples after 28 days of freezing-thawing are presented in Table 6. Cracks and spills were not observed on the surface of the samples. The freezing-thawing mass loss of the samples varied. Both mass and compressive strength losses of basalt-added samples were found to be lower than the reference sample. The minimum compression strength loss was found for the BPS40 sample
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and the maximum for the reference. The amorphous structure of basalt causes a reduction in
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the cavities and capillary cracks. Thus, the number of voids decreased with the decrease in
freezing-thawing was lower than the reference.
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3.7. Water capillarity
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the amount of cement in the basalt-added samples, and the loss of compressive strength after
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The capillarity coefficients found from the capillary water absorption test are
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summarized in Figs. 8-10. The variation of capillary water absorption coefficient with time is given for each sample separately. Depending on the amount of basalt additive, the capillary
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water absorption values of the BS20 sample increased with time and absorbed more water. The capillary water absorption of the basalt added concretes is found to be roughly 23% lower than the reference sample. Due to the void-free structure of basalt aggregate, the capillary water absorption values were reduced. The capillary water absorption coefficient of the reference concrete, after 5, 10, 30 and 1440 minutes, was, in the same order, approximately 3, 2.5, 1.5 and 2 times that of the other samples made with basaltic replacement. These results show that even if cement is partly replaced by basalt powder, the latter fills the capillary cavities of the concrete better. When basalt is used as fine aggregate in sand size, a decrease takes place in the number of capillary cavities in the concrete. In other words, water absorption coefficients of concrete 13
Journal Pre-proof with basalt sand are much lower than the reference samples. Permeability is the main reason for all the durability problems of concrete. For this reason, impermeable concrete production is very important. This study has shown that more durable concrete can be produced if the basaltic rock, in the form of powder or sand, is used instead of a suitable percentage of the aggregates. In this study, it was observed that the water capillarity coefficient is much smaller
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when the sand is used together with the basaltic rock powder. The water capillarity
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coefficient of the reference concrete is approximately 3.5 times that of the other samples made with basaltic sand and powder in 5 minutes, and finally 3 times in 1440 minutes. Only
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the properties of basalt grains can explain the lower permeability of concrete with basalt
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additive (See Fig. 2). However, the permeability of the cement matrix must have an
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3.8. Sulfate resistance
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appreciable effect, also.
As it can be seen from Table 7, BPS40 specimens with both basalt powder and basalt
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sand had a higher resistance to sulfate than the other specimens. The control specimens were found to crumble completely at the end of 180 days. Generally, the specimens with only basalt powder had higher sulfate resistance than those with only basalt sand. Particle size was responsible for the high sulfate resistance of the180-day concrete. It can be concluded that an increase in the percentage of the basalt powder and/or sand additives surely increases the sulfate resistance of the mortars. Other researchers expressed a similar result mentioning an enhancement of the chemical resistance of concrete provided by natural additives [37]. The significance of sulfate attack was seen by the nearly 90% decrease in the compressive strength of the samples with basalt additive. The reductions of the relative compressive strengths, i.e. the ratios of the compressive strengths in sulfate to those in pure 14
Journal Pre-proof water, are given in Table 7. When the exposure time to MgSO4 solution increases, the relative compressive strengths of all mortars decrease. However, they reduce with different amplitudes. Although all concrete samples with basalt additive preserved their integrity until the end of 180 days, the relative compressive strength of the reference sample decreased rapidly and dispersion took place by then. The mass losses of samples with basalt additive are much less than the reference sample (Table 7). At the end of 180 days exposure to sulfate solution, the total mass loss of the reference sample is about 21.1%, whereas, the
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corresponding value for the samples with basalt additive is roughly 4%. As can be seen,
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samples with basalt additive have a much less mass loss due to sulfate attack in both short
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and long-term durations.
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Pozzolanic activity, compressive strength, development of compressive strength,
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concrete strength with the measurement of ultrasonic pulse velocity, mechanical abrasion rates, freezing-thawing, water capillarity permeability and sulfate resistance properties of
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concrete with basalt additives have been studied in the previous works of the present authors
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and others in the literature [14, 28, 29, 30 and 38]. To obtain concrete of high quality and durability, this research aims to understand the capacities and limitations of tests. Concrete is a heterogeneous material and the interpretation of the relationship between strength and ultrasonic pulse velocity is very complex. The void ratio, the w/c ratio, the aggregate type, and other variables affect the strength of concrete. The test results show that there is a good correlation between strength and ultrasonic pulse velocity of concrete due to the interdependence of ultrasonic pulse velocity and the void ratio. The results indicate that the variation of the different factors, especially aggregate type and size, can generate effects on both of the foregoing properties, through their effect on the void ratio.
15
Journal Pre-proof The awareness of the role of permeability in the long-term durability of concrete has led researchers to search for ways to quickly assess the permeability of concretes. Using admixtures such as basaltic powder renders the production of highly impermeable concrete possible. Basaltic powders have been proposed as an additive to produce very impermeable concrete. Furthermore, it is seen that basaltic powder together with basaltic sand is even more
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effective in the production of concrete highly resistant to abrasion and sulfate degradation.
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4. CONCLUSIONS
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The innovation of this research lies in the fact that cement is replaced by basalt
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powder. Based on the experimental investigation reported in this paper the following conclusions can be drawn:
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1-It has been experimentally observed that the use of basalt in both powder and sand sizes has
concrete.
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a positive effect on the strength, abrasion, water permeability and freeze-thaw properties of
2-It was found out that using 10% basalt powder instead of a part of the cement and 40% basalt sand to replace a part of the fine aggregate in conventional concrete, concrete with high durability could be produced. 3-Both the mass loss and the decrease in compressive strength of BP20 sample after exposure to sulfate environment being much lower than the other specimens renders it a good candidate for future use in industry for sulfate environments. Finally, a last but not least advantage of the use of less cement may also contribute to the reduction of global warming. The replacement of cement in concrete with waste materials 16
Journal Pre-proof offers cost reduction, energy savings, and protection of the environment [25]. These are important factors for introducing the findings of the present paper to the construction industry. The results of this study show that the basaltic sand and powder can be used to improve the mechanical, workability, freeze-thaw, abrasion, water permeability and sulfate resistance properties of conventional concretes. Since basalt rocks and the remaining industrial leftovers as wastes are available in vast amounts in Turkey [26], it makes sense from the economic and environmental viewpoints [27] to use these materials as aggregates in
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the production of more durable concrete.
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REFERENCES
[1] D. Magdalena, P. Waldemar, and S. Paulina., Effect of basalt powder addition on
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properties of mortar, MATEC Web of Conferences 262 (2019) 1-7.
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[2] B.Laurent, K. John, Gunther W and G. Ellis., Cement and Carbon Emissions, 47(2013)
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1055-1065.
[3] L. Rafal, W. Piotr and J.K. Karol., Sustainable Concrete Performance CO2-Emission, Environments 5(2018) 2-14.
[4] S.W. Tang, Y. Yao, C. Andrade, Z.J. Li., Recent durability studies on concrete structure, Cement and Concrete Research xxx (2015) xxx–xxx(in press). [5] P.K. Mehta, P.J.M. Monteiro., Concrete: Microstructure, Properties and Materials, 3rd ed. McGraw-Hill, New York, 2006. [6] A.Parvathy, C. Karthika, V. Gayathr., Experimental Studies on Durability Aspects of High Strength Concrete using Flyash and Alccofine, International Journal of Recent Technology and Engineering, 7 (2018) 423-427. 17
Journal Pre-proof [7] V.M.Malhotra., Supplementary Cementing Materials, CANMET Special Publication SP 86-8E, Energy, Mines and Resources. Ottawa, Canada, 1987, p. 25. [8] V.S. Ramachandran., Concrete Admixture Handbook. Properties, Science and Technology, Noyes Publications, 2001, p. 935. [9] PK. Mehta., Durability critical issues for the future. Concrete International 19(1997) 69– 76.
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[10] I. Yuksel, T. Bilir, O.Ozkan., Durability of concrete incorporating non-ground blast
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furnace slag and bottom ash as fine aggregate, Building and Environment 42 (2007) 2651–
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2659.
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[11] Q. Hongxia, N. Desire, L. Yuanke, L. Jinke., The Use of Basalt Rock Powder and
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Superfine Sand as Supplementary Cementitious Materials for Friendly Environmental Cement Mortar, Research and Application of Materials Science1 4 (2019) 1-12.
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[12] H. Binici, O. Aksogan., Durability of concrete made with natural granular granite, silica sand and powders of waste marble and basalt as fine aggregate, Journal of Building
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Engineering 19 (2018) 109-121.
[13] M. Dobiszewska, A. Beycioğlu., Investigating the Influence of Waste Basalt Powder on Selected Properties of Cement Paste and Mortar, IOP Conf. Series: Materials Science and Engineering 245 (2017) 1-10. [14] M.E.I. Saraya., Study physico-chemical properties of blended cements containing fixe amount of silica fume, blast furnace slag, basalt and limestone, a comparative study, Construction and Building Materials, 72 (2014)104-112. [15] C. Harshwardhan Sing,
K. Pawa, N. Ravindra, G. Pradeep Kumar., Influence of
dimensional stone waste on mechanical and durability properties of mortar: A review, Construction and Building Materials 227 (2019) 116662. 18
Journal Pre-proof [16] B.Cheah Chee, S. Lim Jay, R. Mahyuddin., The mechanical strength and durability properties of ternary blended cementitious composites containing granite quarry dust (GQD) as natural sand replacement, Construction and Building Materials 197 (2019) 291–306. [17] G.Trilok, K.Shubham, Siddique S, S. Ravi, C. Sandeep., Influence of stone processing dust on mechanical, durability and sustainability of concrete, Construction and Building Materials 223 (2019) 918–927. [18] S. Manpreet, S. Anshuman, B. Dipendu., Long term strength and durability parameters
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of hardened concrete on partially replacing cement by dried waste marble powder slurry,
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Construction and Building Materials 198 (2019) 553–569.
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[19] L. Laibao, Y. Yunsheng, Z. Wenhua, Z. Zhiyong and Z. Lihua., Investigating the
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influence of basalt as mineral admixture on hydration and microstructure formation
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mechanism of cement, Construction and Building Materials 48(2013) 434-440. [20] TS EN 25, Trass, Cement admixture, Turkish Standards Institute, Ankara, Turkey, 1975
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[in Turkish].
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[21] ASTM C618, Standard specification for coal fly ash and raw or calcined natural Pozzolan for use as a mineral admixture in Portland cement concrete, ASTM Standards, 1994.
[22] TS EN 12390-3, Testing hardened concrete-Part 3: Compressive strength test, Turkish standard, 2017. [23] ASTM, C597, Standard test method for pulse velocity through concrete, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA19428-2959, United States, 2003.
19
Journal Pre-proof [24] DIN EN 1338, Bohme method for abrasion of concrete, 1984. [25] TS EN 3449, Determination of durability factor of concrete under rapid freezing and thawing conditions, Turkish standard, 2002. [26] TS EN 802, Concrete mix design, Turkish Standard, 2005. [27] TS EN 12390-2, Testing hardened concrete - Part 2: Making and curing specimens for
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strength tests, Turkish Standard, 2010. [28] A. Turkmenoglu, A. Tankut, M. Tokyay, C. Turan., Pozzolanic activities of natural
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additives from Ankara Region Turkey. In: Yeginobali A, editor. Cement and concrete
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technology in the 2000s, Istanbul, Turkey; September 2000. p. 304–13.
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Concrete Research 28 (2006) 39-46.
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[29] H. Binici, O. Aksogan., Sulphate resistance of plain and blended cement, Cement and
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[30] G.C. Isaia, A.L.G. Gastaldini, R. Moraesl., Physical and pozzolanic action of mineral additions on the mechanical strength of high-performance concrete, Cement and Concrete
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Composite 25 (2003) 69–76.
[31] H. Binici., Effect of crushed ceramic and basaltic pumice as fine aggregates on concrete mortars properties, Construction and Building Materials 21 (2007) 1191-1197. [32] T. Susanto, Y.D.L. Tze, S.D. Bahador., Durability and mechanical properties of high strength concrete incorporating ultrafine ground granulated blast-furnace slag, Construction and Building Materials 40 (2013) 875-881.
[33] S. Sotiriadis, S. Tsivilis., Performance of limestone cement concretes in chloride–sulfate environments at low temperature, Magazine of Concrete Research 70 (2018) 1039-1051.
20
Journal Pre-proof [34] S.A. Bayan, R.A. Bestoon, A.A. Sabr, E.K. Sirwan., Compressive strength formula for concrete using ultrasonic pulse velocity, international journal of engineering trends and technology 26 (2015) 9-13. [35] A.M. Mazen, A.A. Nafeth., Relationship between ultrasonic pulse velocity and standard concrete cube crushing strength, Journal of Engineering Sciences, Assiut University, 36 (2008) 51-59.
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[36] K. Aarth, K. Arunachalam., Durability studies on fiber reinforced self compacting
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concrete with sustainable wastes, Journal of Cleaner Production 174 (2018) 247-255.
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[37] P.N. Raghunath., K. Suguna., J. Karthick, B.Sarathkumar., Mechanical and durability characteristics of marble powder based high strength concrete, Article in Press, Accepted
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Manuscript, Scientia Iranica, Transactions A: Civil Engineering, 2018.
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[38] H. Binici, I.H. Cagatay, T. Shah, S. Kapur., Mineralogy of plain Portland and blended
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cement pastes, Building and Environment 43 (2008) 1318–1325.
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author statement All authors have contributed according to their roles in this article. Conflict of interest There is no conflict interest of present study. Table 1. The chemical content and physical properties of the basalts used
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(%)
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Particle sizes of basalt
42.41
Properties
Al2O3
14.35
Density (g/cm3)
Fe2O3
11.15
CaO
17.16
Water absorption (%)
MgO Na2O+K2O
Powder
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SiO2
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Component
Physical properties
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Chemical content
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Sizes
7.52
Colour
6.57
Hardness (HB)
Sand 2.96
0-100
0-4 mm
µm
1.85
0.49
Black 6.8
23
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Cement
Basalt
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Component
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Table 2. The chemical and physical analyses of CEM I 42.5 cement and basalt used
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(%)
18.85
5.60
4.80
2.24
2.40
2.32
CaO
62.80
56.05
MgO
2.50
2.87
Na2O+K2O
1.14
1.15
SO3
3.69
-
Free CaO
0.90
-
Loss at ignition
3.50
29.77
Al2O3
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Fe2O3
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SiO2
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Chemical analyses and physical properties
24
Journal Pre-proof Density 3.12
2.83
3250
3180
0
0
(g/cm3) Specific surface 2
(cm /g)
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Residue on 200 (%)
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Table 3. Component proportions for 1 m3 concrete mixture, properties of fresh concrete and
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names of samples
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Component of concrete samples
name
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Sample Cement Water
Properties of fresh concrete
Basalt
Basalt
powder
sand
Temp.
Coarse
Sand
Slump Density of fresh
aggregates
(kg/m3) (kg/m3) (kg/m3)
(kg/m3)
(cm)
(kg/m3)
concrete
(kg/m3) (kg/m3)
(ºC)
R
350
165
800
1150
-
-
7.4
2312
22
BP5
332
165
800
1150
18
-
7.4
2315
21.7
BP10
315
165
800
1150
35
-
7.5
2310
21.8
BP15
297
165
800
1150
53
-
7.5
2321
21.6
25
Journal Pre-proof 280
165
800
1150
70
-
7.6
2322
21.6
BS10
350
165
720
1150
-
80
7.6
2318
21.3
BS20
350
165
640
1150
-
160
7.6
2325
21.6
BS30
350
165
560
1150
-
240
7.7
2330
21.3
BS40
350
165
480
1150
-
320
7.8
2333
21.5
BPS10
332
165
760
1150
18
40
7.5
2320
21.7
BPS20
315
165
720
1150
35
80
7.5
2325
21.7
BPS30
297
165
680
1150
53
120
7.6
2326
21.5
BPS40
280
165
640
1150
70
160
7.8
2330
21.5
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BP20
Table 4. Pozzolanic activity of basalt used According to ASTM C 618 Specimens
Compressive strength of samples after 28
According to TS 25 Activity (%)
days
Flexural strength of
strength of
samples after 28
samples after 28
(MPa)
days (MPa)
days (MPa)
Reference
55.4
100
Basalt
51.2
92
ASTM requirement;
Compressive
25.5
5.8
Turkish standard requirement; According to TS 25, the specimens must
26
Journal Pre-proof Pozzolanic activity percentage has to be greater have a compressive strength of at least 5 than 70% of the compressive strength of the MPa and a flexural strength of at least 1 MPa.
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control specimens according to ASTM C 618.
Table 5. Ultrasonic pulse velocities of samples (m/s) Days
Samples 7
28
60
R
4685
5235
5440
BP5
5140
5540
5620
27
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5595
5705
BP15
5360
5610
5790
BP20
5410
5685
5840
BS10
5216
5625
5769
BS20
5360
5727
5856
BS30
5399
5813
5896
BS40
5614
5906
BPS10
5340
5730
5815
BPS20
5465
5795
5870
BPS30
5530
5840
5945
BPS40
5640
5990
6115
5984
Jo ur
na
lP
re
-p
ro
of
BP10
28
-p
ro
of
Journal Pre-proof
Compressive strength
Compressive strength loss
(MPa)
(%)
19.9
15.3
3.1
37.7
9.5
2.9
27.9
6.8
BP15
2.6
25.0
8.8
BP20
2.1
21.5
11.8
BP average
2.7
28.0
9.2
BS10
4.9
26.2
10.3
Samples (%)
BP5 BP10
29
13.9
Jo ur
R
na
Mass loss
lP
re
Table 6. Mass loss and compressive strength of concrete after freezing and thawing
Journal Pre-proof 4.4
27.9
9.4
BS30
4.8
30.0
7.3
BS40
5.5
31.4
7.2
BS average
4.9
28.9
8.6
BPS10
3.8
27.2
10.0
BPS20
3.5
28.6
8.8
BPS30
3.3
26.9
BPS40
3.0
26.0
BPS average
3.4
27.2
9.5 10.5 9.7
Jo ur
na
lP
re
-p
ro
of
BS20
Table 7. Mass loss and compressive strength of concrete after being kept in magnesium sulfate for 180 days
Mass loss
Compressive strength
Compressive strength loss
(%)
(MPa)
(%)
R
21.1
20.3
22.1
BP5
4.3
28.7
6.3
Samples
30
Journal Pre-proof 3.6
29.5
6.4
BP15
3.7
28.0
5.8
BP20
3.4
28.9
4.7
BP average
3.8
28.8
6.2
BS10
3.5
31.2
7.8
BS20
3.6
32.3
6.1
BS30
4.5
33.0
BS40
4.7
33.3
BS average
4.2
32.5
7.4
BPS10
4.1
32.1
6.5
BPS20
4.5
33.2
6.8
BPS30
4.9
33.6
6.4
5.6
33.8
8.2
5.3
33.1
7.0
BPS average
31
ro
-p
re lP na
Jo ur
BPS40
of
BP10
7.6 8.1
Jo ur
na
lP
re
-p
ro
of
Journal Pre-proof
Fig. 1. Particle size distribution of basalt powder and cement.
32
of
Journal Pre-proof
22,9 19,4
25,6
25,4
27,1
28,9
18,7
lP
0
R
BP5
na
10
BP10
BP15
BP20
BS10
BS20
BS30
BS40 BPS10 BPS20 BPS30 BPS40
Samples
Fig. 2. Compressive strengths of concrete samples at 7 days.
33
26,3
re
20
24,9
26,4
-p
22,5
23,4
Jo ur
Compressive Strengths (MPa)
22
ro
30
Journal Pre-proof
40
BP5
BP10
34,4
30,3
29,7
36,2
34,3
36,1
37,5
ro
25,7
re
-p
20
0
R
BP15
lP
10
BP20
BS10
BS20
BS30
BS40 BPS10 BPS20 BPS30 BPS40
Samples
Jo ur
Fig. 3. Compressive strength of concrete samples at 28 days.
34
35,6
of
30,6
33,6
na
Compressive Strengths (MPa)
30
31,5
35,7
re
-p
ro
of
Journal Pre-proof
36,3
38,5
34,9
39,4
43
BS30
BS40 BPS10 BPS20 BPS30 BPS40
40,6
35,1
29,3
20
10
0
R
BP5
BP10
BP15
BP20
BS10
BS20
Samples
Fig. 4 Compressive strength of concrete samples at 60 days.
35
42,3
41,3
na
30
35,5
41,9
40,8
Jo ur
Compressive Strengths (MPa)
40
lP
50
ro
of
Journal Pre-proof
28-D
60-D
-p
100
re
90 80 70
lP
60 50 40
0 S4
0 BP
S3
0 BP
S2
0 BP
S1 BP
40 BS
30 BS
20 BS
20
BP
15
BP
10
BP
BP 5
0
Jo ur
10
BS
20
10
na
30
R
. Compressive strength development (%)
7-D 110
Samples
Fig. 5. Compressive strength development of the tested concretes samples.
36
re
BP15 BS40
BP20 BPS10
Jo ur
. Relative strength ratio
0,9
0,7
BP10 BS30 BPS40
na
1
0,8
BP5 BS20 BPS30
lP
R BS10 BPS20
-p
ro
of
Journal Pre-proof
0,6
7
28 Age (days)
Fig. 6. The relative strength ratio of the concrete samples.
37
60
-p
ro
of
Journal Pre-proof
re
7,9 6,9
7,1
lP
6,3
6,5
6,1
5,9
5,4
5,1
5,3
na
5
0
R
Jo ur
Mechanical abrasion (%)
10
BP5
BP10
BP15
BP20
BS10
BS20
BS30
4,3
4,1
BS40 BPS10 BPS20 BPS30 BPS40
Samples
Fig.7. The mechanical abrasion values of the samples.
38
4,8
na
lP
re
-p
ro
of
Journal Pre-proof
R
BP20
-6
3
1/2
.Capilarity coeficient (cm/s )x10
BP10
BP5
Jo ur
3,5
BP15
2,5 2 1,5 1 0,5 0
0
5
10
20
30 Minutes
39
60
180
360
1440
Journal Pre-proof
Jo ur
na
lP
re
-p
ro
of
Fig.8. Capillary water absorption-time relationship of samples with basalt powder.
40
Journal Pre-proof
R
BS40
BS30
BS20
BS10
3,5
2,5 2 1,5
of
1 0,5 0
5
10
20
30
60
180
360
1440
-p
0
ro
1/2
.Capilarity coeficient (cm/s )x10
-6
3
lP
re
Minutes
Jo ur
na
Fig. 9. Capillary water absorption-time relationship of samples with basalt sand.
41
Journal Pre-proof
BPS40
BPS30
re
2,5
lP
2 1,5
na
1 0,5 0
0
Jo ur
1/2
-p
-6
3
.Capilarity coeficient (cm/s )x10
BPS10
ro
3,5
BPS20
of
R
5
10
20
30
60
180
360
1440
Minutes
Fig. 10. Capillary water absorption-time relationship of samples with basalt powder and sand.
42
Figure 1
Figure 2
Figure 3
Figure 4
Figure 5
Figure 6
Figure 7
Figure 8
Figure 9
Figure 10