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Strength and durability properties of quarry dust powder incorporated concrete blocks
Construction and Building Materials 228 (2019) 116793
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Construction and Building Materials journal homepage: www.elsevier.com/locate/conbuildmat
Strength and durability properties of quarry dust powder incorporated concrete blocks G. Kottukappalli Febin, A. Abhirami, A.K. Vineetha, V. Manisha, R. Ramkrishnan ⇑, Dhanya Sathyan, K.M. Mini Department of Civil Engineering, Amrita School of Engineering, Coimbatore, Amrita Vishwa Vidyapeetham, India
h i g h l i g h t s QDP as a replacement of fine aggregate in concrete is effective, economic and sustainable. Compressive strength improves up to an optimum replacement level of 60% replacement. Split tensile strength increases up to 15% fine aggregate replacement and then decreases. Increase in Modulus of Elasticity of concrete blocks observed up to 30% replacement. Abrasion resistance is increases up to a replacement level of 30% after which it decreases.
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Article history: Received 26 October 2018 Received in revised form 16 July 2019 Accepted 22 August 2019
Keywords: Quarry dust powder M Sand Concrete building blocks Strength properties Durability
a b s t r a c t Quarry dust powder is the waste generated from Manufactured Sand (M Sand) units and constitutes to 30–40% of the total quarry dust produced. When dry, it turns into fine dust that causes severe health issues to people and also causes serious threats to environment by polluting soil and water. Transportation and proper disposal of this waste is a tedious task because of its adhesive nature and high water absorption character. The present study reports the suitability of quarry dust powder in the development of concrete building blocks by evaluating its strength, durability, acoustic and thermal properties. Since the mixes showed very dry nature at higher percentages of M Sand replacement, workability was kept in a constant range to find the optimum mix. M Sand was replaced with quarry dust powder in the test specimens at varying percentages of 0, 15, 30, 45 and 60 and tests were conducted to study these properties after finalizing the optimum mix. On comparing the results, it was found that compressive and split tensile strength increased and impact strength decreased on replacing M Sand with quarry dust powder. Abrasion resistance, acoustic absorption and sorptivity properties were found to improve at 30% replacement whereas thermal conductivity was found to increase with increasing percentages of M Sand replacement. The results of the study have thus proved the effective use of quarry dust powder in developing concrete building blocks in an economic, effective and sustainable way. Ó 2019 Elsevier Ltd. All rights reserved.
1. Introduction The volume of construction activities in the world is increasing tremendously every year which in turn leads to the increase in demand for construction materials. River sand is a major fine aggregate used in concrete throughout the world which has always yielded good results. Continuous and unsustainable use of river sand has led to its tremendous depletion and unavailability over the past years. Between 1900 and 2010, the global volume of natural resources used in buildings and transport infrastructure ⇑ Corresponding author. E-mail address: [email protected] (R. Ramkrishnan). https://doi.org/10.1016/j.conbuildmat.2019.116793 0950-0618/Ó 2019 Elsevier Ltd. All rights reserved.
increased 23 fold. Sand and gravel are the largest portion of these primary material inputs (79% or 28.6 gigatonnes per year in 2010) and are the most extracted group of materials worldwide [1]. As an alternative, Manufactured Sand or M Sand is produced artificially by crushing the rocks. M Sand is segregated by removing fine particles from the crushed quarry dust either by washing or by using an air classifier. The removed fine particles come out in a sludge form and is collected in various tanks during the process. As the tanks get filled, the sludge is cleared for further collection and is stored separately. It takes several days for this quarry dust powder to dry partially before it can be transported. If it gets in contact with water, due to the high water absorption, it goes back to the sludge form. One of the major problems that crusher owners face
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these days is the disposal of this waste. As the load bearing capacity of this particular material is very less, it cannot be used as a complete replacement of M Sand. The prominent usage of this waste product nowadays is as a fill material. If there is no to minimal chance of mixing with water again after it was used in filling, it turns to a totally solidified state and lies undisturbed within the fill. Due to the same, the scope of using this as a filling material is minute in tropical conditions like that of India. Crusher owners sell it for a rate one tenth that of M Sand or even free of cost to avoid the problems caused by quarry dust powder at site. The adhesive nature of quarry dust powder makes it difficult for its transportation which develops the need for it to be utilized at the site itself. This requirement has opened an opportunity for quarry dust powder to be partially used in concrete building blocks which is an effective way of utilization. Quarry dust powder was not considered for a detailed analysis in the past, whereas several studies were done using materials like quarry dust, limestone, granite, marble etc which has similar properties. The quantity of waste produced due to Construction and Demolition (C&D) nowadays is huge and at the same time, scarcity of aggregates is a major problem faced by the construction industry. Utilization of C&D waste as aggregates is thus an economic and effective method in reducing the problems caused by these wastes [2–5]. Studies were conducted on materials like quarry dust, granite and marble slurry, laterite, concrete slurry etc. for various applications and their properties were evaluated in the past. Strength properties like compression, split tension, flexural, impact etc. have shown improved results using these materials up to certain percentage of replacements [6–10]. Stress–strain characteristics, micro structural and durability properties of these materials were also studied in detail [11– 14]. It was found that granite powder is coarser than cement particles, whereas the finer powder is smaller than cement particles in size [15]. Building blocks with fine granite powder was found to show higher Ultrasonic Pulse Velocity (UPV) than conventional bricks which indicates an improved quality of concrete [16]. A possible replacement of cement with marble slurry was also studied because of its higher surface area and the presence of calcite and dolomite [17–19]. Finer granite powder was found to improve resistance to chloride and sulphate attacks when the percentage replacement of fine aggregate is 30% in concrete [20–23]. Apart from strength and durability properties, acoustic and thermal conductivity properties were also evaluated and found that addition of new materials into concrete mixes has noticeable changes in their thermal and acoustic properties [24–26]. The previous studies have shown that addition of waste materials like granite powder, marble slurry, laterite dust into concrete mixes have positively altered the mechanical and durability properties [5]. These past results open opportunities for quarry dust powder to be considered for incorporation in concrete building blocks, thus bringing a possible solution for the problems caused by the same. To the authors knowledge only limited studies were reported on the use of waste material from M sand manufacturing units for the preparation of concrete building blocks. The present work reports a detailed study on the usage of quarry dust powder in the manufacturing of concrete blocks in terms of strength and durability.
Sand) sourced from local crusher passing through 4.75 mm sieve was tested as per IS: 2386 (Part III - reaffirmed 2016) [28]. It was found that the grading of M Sand belonged to Zone II as per IS 383 (2002) [29]. Properties of various materials used in the study are listed in Table 1. b) Quarry dust powder: Quarry dust powder used in the study was obtained from a quarry in Alathur Tehsil, Palakkad district of the Indian state of Kerala. The rock from the quarry is an orthopyroxene-bearing granulite (charnockite) [30], which shows moderately coarse-grained, massive gneissic structure (Mining plan submitted under Kerala minor mineral concession rules, for granite/building stone quarry, Govt. of Kerala, 2015). The rocks obtained from the quarries are brought to crushing units for mass production of M Sand. The powdered rocks are washed and in the process, large amount of waste sludge is produced. Rather than being piled up at the site, this waste material has been used only for filling purposes so far. During the monsoons, it flows along with rain water, making the top soil unfit for any kind of cultivation as it decreases the soil permeability and reduces the percolation of water and air. The waste sludge, upon air drying will slowly loose its fluidity and becomes a powder. For this study, the air dried waste sludge in its powder form was used. The samples were collected in bulk initially from a crusher site which sourced the rocks from the local quarry mentioned above. All the tests in the study were done on the same initially collected sample to have a better representation in composition. As there is no particular code specified for testing this material, it is checked as per the specifications to fine aggregate in concrete, IS: 2386 (Part III, reaffirmed 2016) [28]. The physical properties of quarry dust powder are tabulated and presented in Table 2. From Tables 1 and 2, it can be observed surface area and water absorption is higher than that of M Sand whereas specific gravity is comparatively lesser.
2.2. Methodology The entire study was divided into four stages. After collecting and preparing the materials, mix design was carried out for M10 concrete as specified for concrete building blocks in IS 2185 (Part 1):2005 [31]. Materials required for 1 m3 of concrete are listed in Table 3. Initially compressive strength of blocks with various proportions of quarry dust powder as 0, 10, 20, 30, 45, 50, 60, and 75% are studied. M Sand is used as fine aggregate instead of river sand because of the scarcity and high material cost of river sand. This is then partially replaced with quarry dust powder and their compressive strengths are noted. Workability reduced drastically as the ratio of quarry dust powder in the mix increased. Compressive strength was studied again, replacing M Sand at the rate of 0, 20, 40, 60 and 80%, keeping workability at a constant average range by varying water cement (w/c) ratio as per IS 4926(2003). Mix with the maximum compressive strength with a constant average workability was found out and the remaining tests were conducted keeping that as an optimum mix. The rate of M Sand replacement for the remaining tests were thus fixed as 0, 15, 30, 45 and 60%. Other tests that are conducted to find out the strength criteria of the blocks are tensile, impact and abrasion tests. Durability properties were compared based on the results obtained from acid, magnesium sulphate and sorptivity tests. Apart from strength and durability properties, acoustic and thermal conductivity was also evaluated by conducting impedance and thermal conductivity test respectively to assess the overall suitability of the newly developed blocks in construction. Each test was conducted with standard size of specimens prescribed for the test by respective codes. Cubes with varying percentages of quarry dust powder are cast and the results are compared.
2.2.1. Compression test Compressive strength is the most desirable characteristic property of concrete, hence the most common tests conducted on the hardened concrete is the compressive strength test. Compressive strength was evaluated on 150 mm cubes which are
Table 1 Physical properties of material constituents. Material
Property
Value
Cement
Specific gravity Initial Setting time Fineness (%) Normal Consistency
2.98 90 mins 0.50% 31%
Coarse Aggregate
Specific gravity Water absorption Bulk density
2.45 0.25% 1539 kg/m3
M Sand (Fine aggregate)
Specific gravity Water absorption Fineness modulus
2.68 1.60% 4.91%
2. Materials and methods 2.1. Materials Materials used in the study and their properties are as follows: a) Cement: Cement used is locally available 53 Grade OPC sourced from Coimbatore and is tested as per IS: 4031 (Part IV)-2009 [27]. Coarse aggregates sourced from local crusher passing through 10 mm size sieve and retained on 4.75 mm sieve was tested as per IS: 2386 (2011) [28]. Fine aggregates (M
G.K. Febin et al. / Construction and Building Materials 228 (2019) 116793 Table 2 Physical properties of quarry dust powder.
Physical Properties
Property
Value
Specific gravity Natural water content Water absorption Bulk density
1.74 6.59% 2.34% 1.55 kg/m3
2.2.6. Thermal conductivity test Thermal conductivity is the ability of the material to conduct heat. Thermal conductivity test is conducted on a plate shaped samples of size 300 300 10 mm, as per ISO 8301 [37]. The plate is kept at a temperature range of 60 °C and 40 °C as maintained on two sides of the specimens. Time taken for the temperature to be 60 °C on both sides of the plate and their density are noted. Thermal conductivity is then calculated as follows using Eq. (2),
k¼ Table 3 Mix proportion of M10 concrete. Materials
Quantity
Cement Fine Aggregate Coarse Aggregate Water Super Plasticizer
320 kg 1152.73 kg 744.49 kg 181L 4.81L
water cured for 28 days, as per IS 516 (1959) [32]. Three specimens are tested using a compression testing machine and the average was recorded as the compressive strength of the mix. 2.2.2. Stress strain characteristics The stress strain characteristics gives the Elastic modulus of concrete. The standard cylindrical specimens used to study the stress–strain characteristics are of size 150 mm diameter and 300 mm height. The cylindrical specimens were tested in a static unconfined uniaxial compression testing setup using a 2000kN capacity universal testing machine. The specimens were loaded at a rate of 2 kN/s until failure. The dial gauge attached to the specimen measures the deformation in the specimen during loading. These displacement readings are used in the calculation of strain for each specimen. 2.2.3. Split tensile test The split tensile test of concrete can be used to calculate the tensile strength of concrete. Cylindrical concrete specimens of 100 mm diameter and 200 mm height are prepared to evaluate the split tensile strength. The specimens are water cured for 28 days. They are tested for split tensile strength according to ASTM C 496 [33] in the compression testing machine. The cylindrical specimen is placed horizontally between the loading surfaces of the compression testing machine and the test is conducted by applying the load. The load is increased till failure, which occurs by splitting in the plane containing the vertical diameter of specimen. Three specimens were tested using the compression testing machine and the average was recorded as tensile strength of the mix. 2.2.4. Abrasion test Abrasion test is carried out on the Dorry’s abrasion testing machine as per BS 812-113 [34] provisions. Sand passing 600m and retaining on 300m is used as the abrading material. Two samples of size of 90 54 16 mm are kept on the disc in the machine at a time. The disc is then allowed to rotate 500 times at a speed of 30 revolutions per minute when the abrading material is continuously made to abrade the specimens. The loss in weight is noted and is denoted in percentage. 2.2.5. Impact test Impact strength is determined by the ability of a concrete specimen to withstand repeated blows and to absorb energy [35]. The impact test on the specimens are carried out in accordance with the procedure proposed by the ACI Committee 544 [36]. The test requires six 150 64 mm discs, which are cut from 150 300 mm cylindrical specimens with a diamond cutter. These discs are placed on a base plate with four positioning legs and are then struck with repeated blows. The blows are applied with a 4.45 kg hammer. It is dropped repeatedly from a 45.7 cm height onto a 6.35 cm steel ball, which is located at the center of the top surface of the disc. In each test, the number of blows causing the initial visible crack is recorded as N1, the first crack strength and the number of blows causing the complete failure of the disc is recorded as N2, the failure strength. Impact energy is calculated as per Eq. (1).
Impact Energy; U ¼
n:m:V:V 2
where, m = drop mass = W/g V = velocity of the hammer at impact = H/t H = falling height of hammer W = hammer weight g = acceleration due to gravity t = time required for the hammer to fall from a height 457 mm n = number of blows
3
SeD DT
ð2Þ
where, k = thermal conductivity of the specimen, W/mK S = sensitivity of the heat flow meter, W/m2V e = heat flow meter output, V D = thickness of specimen, m, and DT = temperature difference across the specimen, K. 2.2.7. Acoustic absorption test Acoustic absorption test is conducted to check the ability of the block to prevent conduction of sound. Test is conducted as per the procedure mentioned in ISO 10534-2 [38]. Three cylindrical samples of diameter 28 mm and height 50 mm for passing low frequency waves and cylindrical samples of diameter 99 mm and height 50 mm for passing high frequency waves are required for each mix. The specimens are kept in an impedance tube and are subjected to low as well as high frequency waves after insulating to prevent any kind of sound loss. Sound absorbed is then calculated and a graph is plotted with frequency in the X axis and sound absorption in the Y axis.
2.2.8. Acid resistance test Concrete cube specimens of size 100 mm were cast and were water cured for 28 days. The specimens were allowed to dry for one day after removing from the curing tank. The weights of concrete cube specimens were noted. The acid attack test on concrete cubes was done by immersing the cubes in diluted 10% sulphuric acid for 90 days, and the pH was maintained constant (approximately less than or equal to 2) by monitoring it using pH indicators. The cubes were taken out of the solution and were weighed and tested for compressive strength after 90 days. The percentage loss of weight of specimen and the percentage loss of compressive strength of specimen, on immersing it in the acid, gives the resistance to acid attack. Difference in the weight and compressive strength is compared with the control specimens immersed in water for the same period of time [39].
2.2.9. Sorptivity test Sorptivity is the tendency of a material to absorb and transmit water and other liquids by capillarity. Sorptivity is determined by measuring the capillary absorption rate on a reasonably homogeneous material [40]. Water is used as the test fluid in sorptivity tests. Sorptivity test is conducted on cylindrical samples of 100 mm diameter and 50 mm thickness as per the procedure mentioned in ASTM C 1585–2004 [41]. The samples were preconditioned at a temperature of 50 ± 2 °C and Relative Humidity (RH) of 80 ± 3% for 3 days, according to ASTM C 1585. Then the test specimens were placed in a sealed container at 23 ± 2 °C for at least 8 days and change in weight of the specimen after letting the water to be penetrated only from one side on the cylinder is noted at regular intervals. The cumulative weights and the square root of time in seconds are noted for further calculations. Absorption is determined using the Eq. (3) as follows. The comparison of results is carried out by plotting a graph of square root of time, t1/2 vs absorption, I.
I¼
mt ad
ð3Þ
where, I = Absorption mt = change in specimen mass in grams, at time t a = exposed area of the specimen in mm2, and d = density of the water in g/mm3.
ð1Þ 2.2.10. Sulphate resistance test The resistivity of concrete to sulphate is studied by immersing the concrete in a sulphate solution. Concrete cube specimens of size 100 mm is cast as per ASTM C1012/C1012M [42]. The specimens are water cured for 28 days and are allowed to dry for one day after removing from the curing tank. The weight of the concrete cube specimens is noted. Magnesium sulphate test on concrete cubes are done by immersing the cubes in 10% concentration Magnesium sulphate solution for 90 days. Difference in the compressive strength and weight is then compared with the control specimens immersed in water for the same period of time.
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3. Results and discussion 3.1. Compression test Compressive strength is regarded as the paramount property of any concrete mix. Cubes are cast with M Sand replaced with varying percentages of quarry dust powder to test the compressive strength. Results obtained on testing the cubes after 7 and 28 days are as shown in Fig. 1. It is observed from Fig. 1 that an increase in strength is observed up to 60% replacement of M Sand with quarry dust powder and for further replacement, a sudden drop in strength is observed. This observed increase in strength can be attributed to the filling of gaps between M Sand by quarry dust powder, resulting in a denser and better bonded specimen (filler effect). Since specific surface area is higher for quarry dust powder because of its finer nature, water that is added to the mixture is taken to embrace the particles and thus there is a drop in workability with increase in quarry dust powder. Low compressive strength obtained for 75% replacement mixtures is attributed to its poor workability during casting. The decreased workability also resulted in increased demand of paste volume. This reduced the workability of the concrete with an increase in quarry dust powder content, resulting poor compactness. It is observed that, the compactness of the concrete is inversely proportional to the porosity of the concrete. Thus, increase in porosity can lead to a reduction in compressive strength of concrete. Workability is thus brought to an average range and compressive strengths are compared again. The results are graphically represented in Fig. 2. From the results shown in Fig. 2, it is observed that there is a sudden drop in compressive strength after 60% replacement. So the range of study was fixed from 0 to 60%, replacing 0, 15, 30, 45 and 60% of M Sand with quarry dust powder. The drop in strength after 60% M Sand replacement was mainly caused by the increasing amount of water required to maintain workability constant, which in turn affected the compressive strength adversely. The amount of water added for 60 and 80% replacement of M Sand was almost 70–80% of that of mix design quantity. Since the compressive strength is inversely related to the water cement ratio, 28 days strength of 80% replacement of M Sand with quarry dust powder was found to be the least.
Fig. 2. Variation of compressive strength after 28 days curing for constant workability.
Fig. 3. SSC of specimens with various percentages of replacement.
3.2. Stress strain characteristics
Compressive strength(MPa)
The Stress Strain Curve (SSC) for the specimens with 0%, 15%, 30%, 45% and 60% replacement of M Sand with quarry dust powder is represented in Fig. 3. Replacing M Sand with quarry dust powder had shown a noticeable influence on the SSC of concrete. It was observed that the strain values were higher for M Sand replaced
30
Fig. 4. Variation of modulus of elasticity of concrete with various replacement levels.
25 20 15 10
7day
5
28day
0 0
20
40
60
80
100
Percerntage Replacement (%) Fig. 1. Comparison of compressive strength after 7th day and 28th day curing.
concrete which may be due to the fineness and grading properties of quarry dust powder. The stress–strain curve of concrete gives its static modulus of elasticity. The static modulus of elasticity of the concrete is determined from the secant modulus. The slope of a line drawn from the origin to a point on the stress–strain curve corresponding to 35 to 45% stress of the maximum stress, gives the secant modulus. Stress corresponding to 35% of the maximum stress is considered in this study. The initial tangent modulus (the slope of the tangent drawn at the origin of the stress–strain curve) was also estimated. Fig. 4
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shows the modulus of elasticity versus M Sand replacement of 0%, 15%, 30%, 45% and 60%. From the results it is observed that the modulus of elasticity of concrete with 60% M Sand replacement is lower than that of the concrete with no replacement. The highest elastic modulus is observed for concrete with 30% sand replacement. Better bonding of aggregates and cement particles due to the shape, texture and grading characteristics of quarry dust powder could be the reason for the variation in modulus of elasticity. The characteristics of cement mixture such as the paste matrix and the transition zone also affects the stress–strain characteristics of the concrete. Textural features such as porosity, void spaces and micro-cracks play a major role in the stress–strain characteristics. Voids in concrete are better filled after a 30% replacement level, so that porosity decreases and the modulus of elasticity increases. With 60% replacement level the workability is decreased considerably which causes less compaction and thereby increases the void spaces in the mix. This will account for the decreased value of modulus of elasticity with 60% replacement level. 3.3. Split tensile strength test It is observed from Fig. 5 that the split tensile strength increased up to a percentage replacement of 15% of M Sand with quarry dust powder, after which there was a drop in the tensile strength. This indicates that, in addition to compressive strength, split tensile strength also increases on addition of quarry dust powder to concrete. A reduction of 39% was observed in the split tensile strength when 60% of the MSand in concrete was replaced with quarry dust powder. The split tensile strength of concrete is more dependent on the quality of the paste than compressive strength. The properties of the fine aggregates used also affects the quality of paste and the interfacial transition zone in the concrete, which affects the tensile strength. With increasing replacement levels, the workability gets reduced considerably, which affects proper compaction of the mix. More void spaces and micro-cracks in the paste make the transition zone weak and hence the split tensile strength gets reduced considerably after 15% replacement. 3.4. Abrasion test Abrasion test was carried out on Dorry’s abrasion testing machine using specimens of size 90 54 16 mm and the abrasion results are as shown in Fig. 6. It can be concluded from Fig. 6 that presence of quarry dust powder up to 30%, reduced the abrasion, after which there was a sudden increase. The replacement up to 30% was found to be optimum. Abrasion resistance increases with least porosity and absorptivity. Up to 30%, quarry dust acts as filler material and fills the pores (filler effect). Above
Fig. 5. Variation of split tensile strength with various replacement levels.
5
Fig. 6. Variation in % abrasion with various replacement levels.
30%, the workability decreases due to the fine nature of quarry dust particles. In order to maintain the workability, w/c ratio was increased which increases the absorptivity. This might be the reason for better abrasion resistance at 30% replacement level. The concrete abrasion resistance is primarily dependent on its compressive strength as observed from various studies done earlier [10,13]. Concrete strength is dependent on factors such as air entrainment, water to cement ratio, type of aggregates and their properties, therefore it should also influence the abrasion resistance. It can be concluded from Fig. 6, that the percentage of abrasion decreased up to 30% replacement with quarry dust powder, after which a sudden increase is observed. Quarry dust powder above 30% replacement resulted in more abrasion. The reduction in abrasion up to 30% replacement may be due to ample filling of voids by quarry dust powder. This observed reduction in abrasion of concrete proves that it can be used in concrete pavements and paving tiles also [12]. 3.5. Impact test Impact test was done on the specimens as proposed by ACI committee 544 [36]. Impact energy required for making the initial and failure cracks were determined. The specimens after testing are shown in Fig. 7 and the variation of impact energy for varying percentage of quarry dust powder replacement is represented graphically in Fig. 8. Results obtained show that there is a gradual decline in impact energy of the specimens as the amount of quarry dust powder content increased. This shows the poor load bearing capacity of quarry dust powder. This loss in strength could be because of the larger Mean Surface Area (MSA) since particles with lower MSA perform better in impact test [19,34]. The larger the MSA, more water gets
Fig. 7. Specimen after impact load test.
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Fig. 8. Variation in impact energy with various replacement levels.
absorbed by the quarry dust. An increase in the water content weakens the transition zone and thereby decreases the impact resistance of the entire mix. 3.6. Thermal conductivity test Thermal conductivity test was conducted on plate shaped samples of size 300 300 10 mm as per IS 8301[25] and the test results are represented graphically in Fig. 9. From the results represented in Fig. 9, it can be observed that the thermal conductivity increases as the amount of quarry dust powder increases. The fineness of a material has a direct influence on its thermal conductivity mix. This shows the poor performance of quarry dust powder as an insulating material and reduced the chances of using it in places of extreme temperatures. As fineness of aggregate increases, thermal conductivity also increases. Increase in thermal conductivity might be because of the filler effect. The quarry dust due to its fine nature fills the voids in the mix. Since air voids are bad conductors of heat, reduction in air voids by its filling with quarry dust powder increases the thermal conductivity.
Fig. 10. Comparison of acoustic absorption with various replacement levels.
ing on the mixture which maximizes the sound absorption. It is observed from the results that, though the rate of absorption follows a similar trend when the frequency is low, it is more for the 30% replaced mix as the frequency goes higher. 3.8. Sorptivity Sorptivity test was conducted on 100 mm diameter cylindrical specimens as per ASTM C1585-2004 [41] the variation in square p root of time, t and absorption (I) is represented in Fig. 11(a) and (b). For a better representation of the test results, absorption against 0, 1, 5, 10, 20, 30, 60, 120, 180, 240, 300 min is plotted as primary absorption and against 1, 2, 3, 4, 5, 6, 7, 8 days is plotted as secondary absorption.
3.7. Acoustic absorption Acoustic absorption test was conducted as per ISO 10534-2 [38] and the results obtained are graphically represented in Fig. 10. It can be observed that sound absorption is maximum for 30% M Sand replaced blocks and all other combinations had comparatively lesser performance. 30% seemed to be an optimum replacement of M Sand after careful observation of test results. Porosity and pore size are the parameters determining the acoustic absorption behaviour. It is assumed to have an optimal pore size depend-
Fig. 9. Variation of thermal conductivity with various replacement levels.
Fig. 11. Absorption for various replacement levels (a) Primary absorption (b) Secondary absorption.
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From Fig. 11(a) and (b), it is observed that the variation in rate of primary as well as secondary absorption follows a similar pattern. The rate of absorption was increasing in the order 15, 30, 0, 45, 60% replacement with quarry dust powder. The results prove the increasing possibility of using quarry dust powder in building blocks with 15% and 30% replacement with quarry dust powder showing lesser absorption rate than the mix with no quarry dust powder. This is an additional benefit for this material to be used in construction, especially for marine, offshore structures, and other places that are prone to acid rain or heavy pollution as there will be good reduction in the absorption due to capillary action. Lesser absorption in 15 and 30% replaced mixes could be attributed to the reduced porosity because of the fine size of quarry dust powder. Increase in absorption after 30% replacement might be because of the high water absorption behaviour of quarry dust powder and possible increase in the porosity due to low workability.
7
Fig. 13. Weight loss for acid attack for various % replacements.
3.9. Acid resistance test The constituents of cement react with sulphuric acid and calcium hydroxide is converted to calcium sulphate. The softening of concrete is attributed to the formation of calcium sulphate. Acid test was carried out on 100 mm cubes to find the resistance to sulphuric acid attack. The sample after the acid test is shown in Fig. 12 and the variation in weight is represented in Fig. 13. The weight loss is around 3.5% for 0% quarry dust powder replacement, less than 1% for 30% replacement and 0.3% for 60% replacement. Sulphuric acid attack can be considered as a surface phenomenon, in which the damage occurs from outside. The ferrous salts in acid is exchanged with ferrous compounds present in concrete. The areas of concrete exposed to direct contact with the acid are mostly effected by the acid aggression. As can be observed in Fig. 14, acid attack had affected the strength of mixes with 0 and 15% replacement with quarry dust powder more than that with the rest. It had hardly affected the mix with 30% replacement which adds to the possibility of replacing M Sand with 30% quarry dust powder. Percentage variation of strength after acid test was 57.9 for 0% quarry dust powder replacement, 47.3 for 30% replacement and 70 for 60% replacement which shows that 30% replacement seems to be optimum. The reduced acid attack could be attributed to the reduced porosity of mix due to the fine size of quarry dust powder. At 30% replacement level, the voids in concrete are effectively occupied with quarry dust powder thereby reducing the possibility of penetration of the acid solution into concrete.
Fig. 12. Sample after acid attack.
Fig. 14. Strength loss in acid attack for various replacement levels.
3.10. Sulphate resistance test This test was carried out to find the resistance of blocks against Magnesium Sulphate attack which might be present in soil or water. Graphical representation of the variation in weights is shown in Fig. 15. As inferred from the graph, the percentage loss of weight after magnesium sulphate test was 0.96 for 0% quarry dust powder replacement, 0.4 for 30% replacement and 0 for 60% replacement. These results show that, weight is not noticeably affected due to magnesium sulphate reaction on the blocks. Variation of strength loss is graphically represented in Fig. 16. It can be inferred from the figure that, resistance against magnesium sulphate increases up to 45% M Sand replaced blocks after which there is a sudden drop in it. Percent-
Fig. 15. Weight loss in MgSO4 attack for various replacement levels.
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Rate analysis shows that blocks made out of quarry dust powder are cost effective compared to other blocks in the market. It can be inferred from the results that using quarry dust powder in concrete blocks as a replacement for fine aggregates is an economic, effective and sustainable method in utilizing the generated waste. 5. Conclusion The present paper reports the feasibility of using quarry dust powder, a waste generated from the M sand manufacturing unit, for the preparation of concrete building blocks. Various mechanical and durability properties were assessed by varying the percentages of the quarry dust powder. Fig. 16. Strength loss in MgSO4 attack for various replacement levels.
age strength loss of cubes after magnesium sulphate attack is 42 for 0% M Sand replacement, 47 for 30% replacement and 24% for 60% M Sand replacement. These results show that strength loss is more up to 30% M Sand replacement and it is comparatively lesser for 60% quarry dust powder replacement. Variation in strength could be attributed to the reduced porosity of the mix due to the fine size of quarry dust powder. 4. Cost comparison Various building blocks of different sizes and quality are available in the market. Cost is a major factor contributing to the launch of a new product in the market. An important factor in bringing in a new product to the market is its price with the available similar products. The cost of materials for making 250 solid blocks of size 12 8 600 is listed in Table 4. Its cost for unit volume is calculated and compared with available products in the market, keeping a standard size of 12 8 600 and is presented in Table 5. Labour and Machinery Profit Total cost for making 250 blocks Cost of 1 block
USD USD USD USD
7 8 77 0.31
Table 4 Cost of materials to make 250 solid blocks of size 12 8 600 . Material
Quantity
Cost (USD)
20 mm aggregate Quarry dust powder Cement Total
100cft 50cft 4 bags
35 3 24 62
Table 5 Cost comparison of different blocks. Type of block
Standard size, in
Rate, USD
Rate for 12 8 600 block, USD
AAC Laterite Block Red Baked Blocks Solid Concrete block Hollow Concrete Block Solid Blocks with quarry dust powder
24 8 8 12 8 8 843 12 8 6 16 8 6 12 8 6
1.57 0.72 0.09 0.43 0.43 0.32
0.59 0.54 0.52 0.36 0.33 0.30
1. From the observed results, it can be concluded that 30% replacement of quarry dust powder was found to be the optimum level of replacement for making concrete building blocks. An increase in M Sand replacement beyond 30% showed negative strength results. This can be attributed to the filler effect, due to which there is an increase in strength up to 30%, beyond which the strength decreases. The low strength can be due to the low workability and lower compaction of the mortar having high percentage of quarry dust powder. 2. With an optimum replacement level of 30%, a considerable increase in compressive strength and modulus of elasticity were observed, along with a major decrease in the rate of abrasion was noted. This could be due to the ideal combination of quarry dust powder filling effect and sufficiently moderate addition of water content to maintain a constant workability while casting. Further water addition at increasing substitution percentages have adverse effects on strength characteristics. 3. Impact test seemed to produce a negative result with a continuous drop in strength from 0 to 60% M Sand replaced mixes. This could be caused by the larger mean surface area of quarry dust powder resulting in increased water absorption. This higher water content can weaken the transition zone, which weakens the resistance to impact. 4. Rate of water absorption reduced for 15 and 30% M Sand replaced mixes because of its reduced porosity. Increase in absorption after 30% replacement could be attributed to an increased water absorption, which could be due to an increased mean surface area of quarry dust powder. 5. Acoustic absorption results showed a similar trend for all mixes when the frequency was low and an increment in absorption rate was observed for 30% M Sand replaced blocks on passing high frequency waves, which may be due to the optimal pore size for that particular mix which maximizes sound absorption. 6. The blocks showed high thermal conductivity, since the air voids which are bad conductors of heat, were filled with fine quarry dust powder. Hence, from the study, it can be established that the new blocks are not suitable to be used as a thermally insulating material. 7. Strength loss was observed to reduce up to 45% M Sand replacement in blocks subjected to exposure to acids and magnesium sulphate. Beyond 45%, the filler effect is prominent and hence acid and magnesium sulphate penetration is lowered which resulted in reduced strength loss. The observed results demonstrate that quarry dust powder generated from crusher units is a valuable replacement material in the production of building blocks, which require smaller amounts of M Sand, mitigate environmental impact by downsizing waste volumes, and can be produced at competitive costs.
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Declaration of Competing Interest The authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper. References [1] A. Torres, J. Brandt, K. Lear, J. Liu, A looming tragedy of the sand commons, Science 357 (6355) (2017) 970–971. [2] Nuno Almeida, Fernando Branco, Jose Roberto Santos, Recycling of stone slurry in industrial activities: application to concrete mixtures, Build. Environ. 42 (2) (2007) 810–819. [3] Michael Galetakis, Athanasia Soultana, A review on the utilisation of quarry and ornamental stone industry fine by-products in the construction sector, Constr. Build. Mater. 102 (2016) 769–781. [4] Dr T. Kala Felix, Effect of granite powder on strength properties of concrete, Int. J. Eng. Sci. 2 (12) (2013) 36–50. [5] B. Senthil, S. Selvarani, M. Saranya, D. Suganya, P.R. Suganya, Study of partial replacement of sand with waste material from Attur granite and quarry dust industries, in: National Conference on Research Advances in Communication, Computation, Electrical Science and Structures (NCRACCESS-2015), no. 50, 2015, p. 100. [6] H.A.F. Dehwah, Mechanical properties of self-compacting concrete incorporating quarry dust powder, silica fume or fly ash, Constr. Build. Mater. 26 (1) (2012) 547–551. [7] N. Kaarthik Krishna, S. Sandeep, K.M. Mini, Study on concrete with partial replacement of cement by rice husk ash 1, IOP Conference Series: Materials Science and Engineering, IOP Publishing, 2016. [8] M. Lokeshwari, K.S. Jagadish, Eco-friendly use of granite fines waste in building blocks, Proc. Environ. Sci. 35 (2016) 618–623. [9] Joseph O. Ukpata, Maurice E. Ephraim, Godwin A. Akeke, Compressive strength of concrete using lateritic sand and quarry dust as fine aggregate, ARPN J. Eng. Appl. Sci. 7 (1) (2012) 81–92. [10] G.K. Febin, R. Ramkrishnan, Dhanya Sathyan, K.M. Mini, Strength properties of concrete blocks with sand manufactured sludge as partial replacement to fine aggregate, Mater. Today Proc. (2018). [11] Ernest O. Nnadi, Juan Lizarazo-Marriaga, Acid corrosion of plain and reinforced concrete sewage systems, J. Mater. Civ. Eng. 25 (9) (2012) 1353–1356. [12] Ribeirode Rezende, Leonardo Lilian, Ramosda Silveira, Weliton Lima de Araújo, Marta Pereira da Luz, Reuse of fine quarry wastes in pavement: case study in Brazil, J. Mater. Civ. Eng. 26 (8) (2013) 05014003. [13] Diogo Silva, Filipe Gameiro, Jorge de Brito, Mechanical properties of structural concrete containing fine aggregates from waste generated by the marble quarrying industry, J. Mater. Civ. Eng. 26 (6) (2013) 04014008. [14] Manpreet Singh, Anshuman Srivastava, Dipendu Bhunia, An investigation on effect of partial replacement of cement by waste marble slurry, Constr. Build. Mater. 134 (2017) 471–488. [15] Telma Ramos, Ana Mafalda Matos, Bruno Schmidt, João Rio, Joana SousaCoutinho, Granitic quarry sludge waste in mortar: effect on strength and durability, Constr. Build. Mater. 47 (2013) 1001–1009. [16] Nuno Almeida, Fernando Branco, Jorge de Brito, José Roberto Santos, Highperformance concrete with recycled stone slurry, Cem. Concr. Res. 37 (2) (2007) 210–220. [17] K. Praveen, Dhanya Sathyan, K.M. Mini, Study on performance of concrete with over-burnt bricks aggregates and micro-silica admixture 1, IOP Conference Series: Materials Science and Engineering, IOP Publishing, 2016. [18] M. Vijayalakshmi, A.S.S. Sekar, Strength and durability properties of concrete made with granite industry waste, Constr. Build. Mater. 46 (2013) 1–7.
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[19] R. Ilangovana, N. Mahendrana, K. Nagamanib, Strength and durability properties of concrete containing quarry rock dust as fine aggregate, ARPN J. Eng. Appl. Sci. 3 (5) (2008) 20–26. [20] Y. Farnam, M. Moosavi, M. Shekarchi, S.K. Babanajad, A. Bagherzadeh, Behaviour of slurry infiltrated fibre concrete (SIFCON) under triaxial compression, Cem. Concr. Res. 40 (11) (2010) 1571–1581. [21] Dongxing Xuan, Baojian Zhan, Chi Sun Poon, Wei Zheng, Carbon dioxide sequestration of concrete slurry waste and its valorisation in construction products, Constr. Build. Mater. 113 (2016) 664–672. [22] H.A.F. Dehwah, Corrosion resistance of self-compacting concrete incorporating quarry dust powder, silica fume and fly ash, Constr. Build. Mater. 37 (2012) 277–282. [23] Vincent Dubois, Eric Wirquin, Cédric Flament, Philippe Sloma, Fresh and hardened state properties of hemp concrete made up of a large proportion of quarry fines for the production of blocks, Constr. Build. Mater. 102 (2016) 84– 93. [24] Bishwajit Bhattacharjee, S. Krishnamoorthy, Permeable porosity and thermal conductivity of construction materials, J. Mater. Civ. Eng. 16 (4) (2004) 322– 330. [25] V.K.R. Kodur, M.A. Sultan, Effect of temperature on thermal properties of highstrength concrete, J. Mater. Civ. Eng. 15 (2) (2003) 101–107. [26] Adam Marolf, Narayanan Neithalath, Eric Sell, Kristy Wegner, Jason Weiss, Jan Olek, Influence of aggregate size and gradation on acoustic absorption of enhanced porosity concrete, ACI Mater. J. Am. Concr. Inst. 101 (1) (2004) 82–91. [27] IS 4031, Part 5, Method for Determination of Initial and Final Setting Time of Cement, Bureau of Indian Standards, New Delhi, India, 2005. [28] IS 2386(Part 3):1963, Methods of test for aggregates for concrete: Part 3 Specific gravity, density, voids, absorption and bulking, 2011. [29] IS: 383, Indian Standard Specification for Coarse and Fine Aggregates from Natural Sources for Concrete, Bureau of Indian Standards, New Delhi, 2002. [30] T.N. Rajan, P.S. Anil Kumar, Geology and mineral resources of the states of India. Part IX-Kerala, Geol. Surv. India Misc. Publ 30 (4) (2005) 93–101. [31] IS 2185(part-1): 2005, Concrete masonry units-specification: Part 1 hollow and solid concrete blocks, ‘‘Bureau of Indian Standard, New Delhi. [32] IS: 516, Indian Standard Methods of Tests for Strength of Concrete, Bureau of Indian Standards, New Delhi, India, 1959. [33] ASTM, C. 496 Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimen, ASTM International. [34] BSI, British Standard BS 812-113:1990 Testing Aggregates. Method for Determination of Aggregate Abrasion Value (AAV). [35] G. Ramakrishna, T. Sundararajan, Impact strength of a few natural fibre reinforced cement mortar slabs: a comparative study, Cem. Concr. Compos. 27 (5) (2005) 547–553. [36] ACI Committee 544, 1996, ACI Committee 544. ACI 544.2R-89. [37] ISO, ISO. 8301, Thermal insulation–Determination of steady-state thermal resistance and properties–Heat flow meter apparatus, International Organization for Standardization, 1991. [38] ISO, EN. ‘‘10534-2.” Acoustics-Determination of sound absorption coefficient and impedance in impedance tubes-Part 2, 1998. [39] S. Sahoo, B.B. Das, S. Mustakim, Acid, alkali, and chloride resistance of concrete composed of low-carbonated fly ash, J. Mater. Civ. Eng. 29 (3) (2017) 04016242. [40] Peter A. Claisse, Hanaa I. Elsayad, Ibrahim G. Shaaban, Absorption and sorptivity of cover concrete, J. Mater. Civ. Eng. 9 (3) (1997) 105–110. [41] ASTM C 1585-04, Standard Test Method for Measurement of Rate of Absorption of Water by Hydraulic Cement Concretes, ASTM International, 2004. [42] ASTM -04, Standard test method for length change of hydraulic cement mortars exposed to sulfate solution, vol. 4, p. 1.
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Construction and Building Materials journal homepage: www.elsevier.com/locate/conbuildmat
Strength and durability properties of quarry dust powder incorporated concrete blocks G. Kottukappalli Febin, A. Abhirami, A.K. Vineetha, V. Manisha, R. Ramkrishnan ⇑, Dhanya Sathyan, K.M. Mini Department of Civil Engineering, Amrita School of Engineering, Coimbatore, Amrita Vishwa Vidyapeetham, India
h i g h l i g h t s QDP as a replacement of fine aggregate in concrete is effective, economic and sustainable. Compressive strength improves up to an optimum replacement level of 60% replacement. Split tensile strength increases up to 15% fine aggregate replacement and then decreases. Increase in Modulus of Elasticity of concrete blocks observed up to 30% replacement. Abrasion resistance is increases up to a replacement level of 30% after which it decreases.
a r t i c l e
i n f o
Article history: Received 26 October 2018 Received in revised form 16 July 2019 Accepted 22 August 2019
Keywords: Quarry dust powder M Sand Concrete building blocks Strength properties Durability
a b s t r a c t Quarry dust powder is the waste generated from Manufactured Sand (M Sand) units and constitutes to 30–40% of the total quarry dust produced. When dry, it turns into fine dust that causes severe health issues to people and also causes serious threats to environment by polluting soil and water. Transportation and proper disposal of this waste is a tedious task because of its adhesive nature and high water absorption character. The present study reports the suitability of quarry dust powder in the development of concrete building blocks by evaluating its strength, durability, acoustic and thermal properties. Since the mixes showed very dry nature at higher percentages of M Sand replacement, workability was kept in a constant range to find the optimum mix. M Sand was replaced with quarry dust powder in the test specimens at varying percentages of 0, 15, 30, 45 and 60 and tests were conducted to study these properties after finalizing the optimum mix. On comparing the results, it was found that compressive and split tensile strength increased and impact strength decreased on replacing M Sand with quarry dust powder. Abrasion resistance, acoustic absorption and sorptivity properties were found to improve at 30% replacement whereas thermal conductivity was found to increase with increasing percentages of M Sand replacement. The results of the study have thus proved the effective use of quarry dust powder in developing concrete building blocks in an economic, effective and sustainable way. Ó 2019 Elsevier Ltd. All rights reserved.
1. Introduction The volume of construction activities in the world is increasing tremendously every year which in turn leads to the increase in demand for construction materials. River sand is a major fine aggregate used in concrete throughout the world which has always yielded good results. Continuous and unsustainable use of river sand has led to its tremendous depletion and unavailability over the past years. Between 1900 and 2010, the global volume of natural resources used in buildings and transport infrastructure ⇑ Corresponding author. E-mail address: [email protected] (R. Ramkrishnan). https://doi.org/10.1016/j.conbuildmat.2019.116793 0950-0618/Ó 2019 Elsevier Ltd. All rights reserved.
increased 23 fold. Sand and gravel are the largest portion of these primary material inputs (79% or 28.6 gigatonnes per year in 2010) and are the most extracted group of materials worldwide [1]. As an alternative, Manufactured Sand or M Sand is produced artificially by crushing the rocks. M Sand is segregated by removing fine particles from the crushed quarry dust either by washing or by using an air classifier. The removed fine particles come out in a sludge form and is collected in various tanks during the process. As the tanks get filled, the sludge is cleared for further collection and is stored separately. It takes several days for this quarry dust powder to dry partially before it can be transported. If it gets in contact with water, due to the high water absorption, it goes back to the sludge form. One of the major problems that crusher owners face
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G.K. Febin et al. / Construction and Building Materials 228 (2019) 116793
these days is the disposal of this waste. As the load bearing capacity of this particular material is very less, it cannot be used as a complete replacement of M Sand. The prominent usage of this waste product nowadays is as a fill material. If there is no to minimal chance of mixing with water again after it was used in filling, it turns to a totally solidified state and lies undisturbed within the fill. Due to the same, the scope of using this as a filling material is minute in tropical conditions like that of India. Crusher owners sell it for a rate one tenth that of M Sand or even free of cost to avoid the problems caused by quarry dust powder at site. The adhesive nature of quarry dust powder makes it difficult for its transportation which develops the need for it to be utilized at the site itself. This requirement has opened an opportunity for quarry dust powder to be partially used in concrete building blocks which is an effective way of utilization. Quarry dust powder was not considered for a detailed analysis in the past, whereas several studies were done using materials like quarry dust, limestone, granite, marble etc which has similar properties. The quantity of waste produced due to Construction and Demolition (C&D) nowadays is huge and at the same time, scarcity of aggregates is a major problem faced by the construction industry. Utilization of C&D waste as aggregates is thus an economic and effective method in reducing the problems caused by these wastes [2–5]. Studies were conducted on materials like quarry dust, granite and marble slurry, laterite, concrete slurry etc. for various applications and their properties were evaluated in the past. Strength properties like compression, split tension, flexural, impact etc. have shown improved results using these materials up to certain percentage of replacements [6–10]. Stress–strain characteristics, micro structural and durability properties of these materials were also studied in detail [11– 14]. It was found that granite powder is coarser than cement particles, whereas the finer powder is smaller than cement particles in size [15]. Building blocks with fine granite powder was found to show higher Ultrasonic Pulse Velocity (UPV) than conventional bricks which indicates an improved quality of concrete [16]. A possible replacement of cement with marble slurry was also studied because of its higher surface area and the presence of calcite and dolomite [17–19]. Finer granite powder was found to improve resistance to chloride and sulphate attacks when the percentage replacement of fine aggregate is 30% in concrete [20–23]. Apart from strength and durability properties, acoustic and thermal conductivity properties were also evaluated and found that addition of new materials into concrete mixes has noticeable changes in their thermal and acoustic properties [24–26]. The previous studies have shown that addition of waste materials like granite powder, marble slurry, laterite dust into concrete mixes have positively altered the mechanical and durability properties [5]. These past results open opportunities for quarry dust powder to be considered for incorporation in concrete building blocks, thus bringing a possible solution for the problems caused by the same. To the authors knowledge only limited studies were reported on the use of waste material from M sand manufacturing units for the preparation of concrete building blocks. The present work reports a detailed study on the usage of quarry dust powder in the manufacturing of concrete blocks in terms of strength and durability.
Sand) sourced from local crusher passing through 4.75 mm sieve was tested as per IS: 2386 (Part III - reaffirmed 2016) [28]. It was found that the grading of M Sand belonged to Zone II as per IS 383 (2002) [29]. Properties of various materials used in the study are listed in Table 1. b) Quarry dust powder: Quarry dust powder used in the study was obtained from a quarry in Alathur Tehsil, Palakkad district of the Indian state of Kerala. The rock from the quarry is an orthopyroxene-bearing granulite (charnockite) [30], which shows moderately coarse-grained, massive gneissic structure (Mining plan submitted under Kerala minor mineral concession rules, for granite/building stone quarry, Govt. of Kerala, 2015). The rocks obtained from the quarries are brought to crushing units for mass production of M Sand. The powdered rocks are washed and in the process, large amount of waste sludge is produced. Rather than being piled up at the site, this waste material has been used only for filling purposes so far. During the monsoons, it flows along with rain water, making the top soil unfit for any kind of cultivation as it decreases the soil permeability and reduces the percolation of water and air. The waste sludge, upon air drying will slowly loose its fluidity and becomes a powder. For this study, the air dried waste sludge in its powder form was used. The samples were collected in bulk initially from a crusher site which sourced the rocks from the local quarry mentioned above. All the tests in the study were done on the same initially collected sample to have a better representation in composition. As there is no particular code specified for testing this material, it is checked as per the specifications to fine aggregate in concrete, IS: 2386 (Part III, reaffirmed 2016) [28]. The physical properties of quarry dust powder are tabulated and presented in Table 2. From Tables 1 and 2, it can be observed surface area and water absorption is higher than that of M Sand whereas specific gravity is comparatively lesser.
2.2. Methodology The entire study was divided into four stages. After collecting and preparing the materials, mix design was carried out for M10 concrete as specified for concrete building blocks in IS 2185 (Part 1):2005 [31]. Materials required for 1 m3 of concrete are listed in Table 3. Initially compressive strength of blocks with various proportions of quarry dust powder as 0, 10, 20, 30, 45, 50, 60, and 75% are studied. M Sand is used as fine aggregate instead of river sand because of the scarcity and high material cost of river sand. This is then partially replaced with quarry dust powder and their compressive strengths are noted. Workability reduced drastically as the ratio of quarry dust powder in the mix increased. Compressive strength was studied again, replacing M Sand at the rate of 0, 20, 40, 60 and 80%, keeping workability at a constant average range by varying water cement (w/c) ratio as per IS 4926(2003). Mix with the maximum compressive strength with a constant average workability was found out and the remaining tests were conducted keeping that as an optimum mix. The rate of M Sand replacement for the remaining tests were thus fixed as 0, 15, 30, 45 and 60%. Other tests that are conducted to find out the strength criteria of the blocks are tensile, impact and abrasion tests. Durability properties were compared based on the results obtained from acid, magnesium sulphate and sorptivity tests. Apart from strength and durability properties, acoustic and thermal conductivity was also evaluated by conducting impedance and thermal conductivity test respectively to assess the overall suitability of the newly developed blocks in construction. Each test was conducted with standard size of specimens prescribed for the test by respective codes. Cubes with varying percentages of quarry dust powder are cast and the results are compared.
2.2.1. Compression test Compressive strength is the most desirable characteristic property of concrete, hence the most common tests conducted on the hardened concrete is the compressive strength test. Compressive strength was evaluated on 150 mm cubes which are
Table 1 Physical properties of material constituents. Material
Property
Value
Cement
Specific gravity Initial Setting time Fineness (%) Normal Consistency
2.98 90 mins 0.50% 31%
Coarse Aggregate
Specific gravity Water absorption Bulk density
2.45 0.25% 1539 kg/m3
M Sand (Fine aggregate)
Specific gravity Water absorption Fineness modulus
2.68 1.60% 4.91%
2. Materials and methods 2.1. Materials Materials used in the study and their properties are as follows: a) Cement: Cement used is locally available 53 Grade OPC sourced from Coimbatore and is tested as per IS: 4031 (Part IV)-2009 [27]. Coarse aggregates sourced from local crusher passing through 10 mm size sieve and retained on 4.75 mm sieve was tested as per IS: 2386 (2011) [28]. Fine aggregates (M
G.K. Febin et al. / Construction and Building Materials 228 (2019) 116793 Table 2 Physical properties of quarry dust powder.
Physical Properties
Property
Value
Specific gravity Natural water content Water absorption Bulk density
1.74 6.59% 2.34% 1.55 kg/m3
2.2.6. Thermal conductivity test Thermal conductivity is the ability of the material to conduct heat. Thermal conductivity test is conducted on a plate shaped samples of size 300 300 10 mm, as per ISO 8301 [37]. The plate is kept at a temperature range of 60 °C and 40 °C as maintained on two sides of the specimens. Time taken for the temperature to be 60 °C on both sides of the plate and their density are noted. Thermal conductivity is then calculated as follows using Eq. (2),
k¼ Table 3 Mix proportion of M10 concrete. Materials
Quantity
Cement Fine Aggregate Coarse Aggregate Water Super Plasticizer
320 kg 1152.73 kg 744.49 kg 181L 4.81L
water cured for 28 days, as per IS 516 (1959) [32]. Three specimens are tested using a compression testing machine and the average was recorded as the compressive strength of the mix. 2.2.2. Stress strain characteristics The stress strain characteristics gives the Elastic modulus of concrete. The standard cylindrical specimens used to study the stress–strain characteristics are of size 150 mm diameter and 300 mm height. The cylindrical specimens were tested in a static unconfined uniaxial compression testing setup using a 2000kN capacity universal testing machine. The specimens were loaded at a rate of 2 kN/s until failure. The dial gauge attached to the specimen measures the deformation in the specimen during loading. These displacement readings are used in the calculation of strain for each specimen. 2.2.3. Split tensile test The split tensile test of concrete can be used to calculate the tensile strength of concrete. Cylindrical concrete specimens of 100 mm diameter and 200 mm height are prepared to evaluate the split tensile strength. The specimens are water cured for 28 days. They are tested for split tensile strength according to ASTM C 496 [33] in the compression testing machine. The cylindrical specimen is placed horizontally between the loading surfaces of the compression testing machine and the test is conducted by applying the load. The load is increased till failure, which occurs by splitting in the plane containing the vertical diameter of specimen. Three specimens were tested using the compression testing machine and the average was recorded as tensile strength of the mix. 2.2.4. Abrasion test Abrasion test is carried out on the Dorry’s abrasion testing machine as per BS 812-113 [34] provisions. Sand passing 600m and retaining on 300m is used as the abrading material. Two samples of size of 90 54 16 mm are kept on the disc in the machine at a time. The disc is then allowed to rotate 500 times at a speed of 30 revolutions per minute when the abrading material is continuously made to abrade the specimens. The loss in weight is noted and is denoted in percentage. 2.2.5. Impact test Impact strength is determined by the ability of a concrete specimen to withstand repeated blows and to absorb energy [35]. The impact test on the specimens are carried out in accordance with the procedure proposed by the ACI Committee 544 [36]. The test requires six 150 64 mm discs, which are cut from 150 300 mm cylindrical specimens with a diamond cutter. These discs are placed on a base plate with four positioning legs and are then struck with repeated blows. The blows are applied with a 4.45 kg hammer. It is dropped repeatedly from a 45.7 cm height onto a 6.35 cm steel ball, which is located at the center of the top surface of the disc. In each test, the number of blows causing the initial visible crack is recorded as N1, the first crack strength and the number of blows causing the complete failure of the disc is recorded as N2, the failure strength. Impact energy is calculated as per Eq. (1).
Impact Energy; U ¼
n:m:V:V 2
where, m = drop mass = W/g V = velocity of the hammer at impact = H/t H = falling height of hammer W = hammer weight g = acceleration due to gravity t = time required for the hammer to fall from a height 457 mm n = number of blows
3
SeD DT
ð2Þ
where, k = thermal conductivity of the specimen, W/mK S = sensitivity of the heat flow meter, W/m2V e = heat flow meter output, V D = thickness of specimen, m, and DT = temperature difference across the specimen, K. 2.2.7. Acoustic absorption test Acoustic absorption test is conducted to check the ability of the block to prevent conduction of sound. Test is conducted as per the procedure mentioned in ISO 10534-2 [38]. Three cylindrical samples of diameter 28 mm and height 50 mm for passing low frequency waves and cylindrical samples of diameter 99 mm and height 50 mm for passing high frequency waves are required for each mix. The specimens are kept in an impedance tube and are subjected to low as well as high frequency waves after insulating to prevent any kind of sound loss. Sound absorbed is then calculated and a graph is plotted with frequency in the X axis and sound absorption in the Y axis.
2.2.8. Acid resistance test Concrete cube specimens of size 100 mm were cast and were water cured for 28 days. The specimens were allowed to dry for one day after removing from the curing tank. The weights of concrete cube specimens were noted. The acid attack test on concrete cubes was done by immersing the cubes in diluted 10% sulphuric acid for 90 days, and the pH was maintained constant (approximately less than or equal to 2) by monitoring it using pH indicators. The cubes were taken out of the solution and were weighed and tested for compressive strength after 90 days. The percentage loss of weight of specimen and the percentage loss of compressive strength of specimen, on immersing it in the acid, gives the resistance to acid attack. Difference in the weight and compressive strength is compared with the control specimens immersed in water for the same period of time [39].
2.2.9. Sorptivity test Sorptivity is the tendency of a material to absorb and transmit water and other liquids by capillarity. Sorptivity is determined by measuring the capillary absorption rate on a reasonably homogeneous material [40]. Water is used as the test fluid in sorptivity tests. Sorptivity test is conducted on cylindrical samples of 100 mm diameter and 50 mm thickness as per the procedure mentioned in ASTM C 1585–2004 [41]. The samples were preconditioned at a temperature of 50 ± 2 °C and Relative Humidity (RH) of 80 ± 3% for 3 days, according to ASTM C 1585. Then the test specimens were placed in a sealed container at 23 ± 2 °C for at least 8 days and change in weight of the specimen after letting the water to be penetrated only from one side on the cylinder is noted at regular intervals. The cumulative weights and the square root of time in seconds are noted for further calculations. Absorption is determined using the Eq. (3) as follows. The comparison of results is carried out by plotting a graph of square root of time, t1/2 vs absorption, I.
I¼
mt ad
ð3Þ
where, I = Absorption mt = change in specimen mass in grams, at time t a = exposed area of the specimen in mm2, and d = density of the water in g/mm3.
ð1Þ 2.2.10. Sulphate resistance test The resistivity of concrete to sulphate is studied by immersing the concrete in a sulphate solution. Concrete cube specimens of size 100 mm is cast as per ASTM C1012/C1012M [42]. The specimens are water cured for 28 days and are allowed to dry for one day after removing from the curing tank. The weight of the concrete cube specimens is noted. Magnesium sulphate test on concrete cubes are done by immersing the cubes in 10% concentration Magnesium sulphate solution for 90 days. Difference in the compressive strength and weight is then compared with the control specimens immersed in water for the same period of time.
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3. Results and discussion 3.1. Compression test Compressive strength is regarded as the paramount property of any concrete mix. Cubes are cast with M Sand replaced with varying percentages of quarry dust powder to test the compressive strength. Results obtained on testing the cubes after 7 and 28 days are as shown in Fig. 1. It is observed from Fig. 1 that an increase in strength is observed up to 60% replacement of M Sand with quarry dust powder and for further replacement, a sudden drop in strength is observed. This observed increase in strength can be attributed to the filling of gaps between M Sand by quarry dust powder, resulting in a denser and better bonded specimen (filler effect). Since specific surface area is higher for quarry dust powder because of its finer nature, water that is added to the mixture is taken to embrace the particles and thus there is a drop in workability with increase in quarry dust powder. Low compressive strength obtained for 75% replacement mixtures is attributed to its poor workability during casting. The decreased workability also resulted in increased demand of paste volume. This reduced the workability of the concrete with an increase in quarry dust powder content, resulting poor compactness. It is observed that, the compactness of the concrete is inversely proportional to the porosity of the concrete. Thus, increase in porosity can lead to a reduction in compressive strength of concrete. Workability is thus brought to an average range and compressive strengths are compared again. The results are graphically represented in Fig. 2. From the results shown in Fig. 2, it is observed that there is a sudden drop in compressive strength after 60% replacement. So the range of study was fixed from 0 to 60%, replacing 0, 15, 30, 45 and 60% of M Sand with quarry dust powder. The drop in strength after 60% M Sand replacement was mainly caused by the increasing amount of water required to maintain workability constant, which in turn affected the compressive strength adversely. The amount of water added for 60 and 80% replacement of M Sand was almost 70–80% of that of mix design quantity. Since the compressive strength is inversely related to the water cement ratio, 28 days strength of 80% replacement of M Sand with quarry dust powder was found to be the least.
Fig. 2. Variation of compressive strength after 28 days curing for constant workability.
Fig. 3. SSC of specimens with various percentages of replacement.
3.2. Stress strain characteristics
Compressive strength(MPa)
The Stress Strain Curve (SSC) for the specimens with 0%, 15%, 30%, 45% and 60% replacement of M Sand with quarry dust powder is represented in Fig. 3. Replacing M Sand with quarry dust powder had shown a noticeable influence on the SSC of concrete. It was observed that the strain values were higher for M Sand replaced
30
Fig. 4. Variation of modulus of elasticity of concrete with various replacement levels.
25 20 15 10
7day
5
28day
0 0
20
40
60
80
100
Percerntage Replacement (%) Fig. 1. Comparison of compressive strength after 7th day and 28th day curing.
concrete which may be due to the fineness and grading properties of quarry dust powder. The stress–strain curve of concrete gives its static modulus of elasticity. The static modulus of elasticity of the concrete is determined from the secant modulus. The slope of a line drawn from the origin to a point on the stress–strain curve corresponding to 35 to 45% stress of the maximum stress, gives the secant modulus. Stress corresponding to 35% of the maximum stress is considered in this study. The initial tangent modulus (the slope of the tangent drawn at the origin of the stress–strain curve) was also estimated. Fig. 4
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shows the modulus of elasticity versus M Sand replacement of 0%, 15%, 30%, 45% and 60%. From the results it is observed that the modulus of elasticity of concrete with 60% M Sand replacement is lower than that of the concrete with no replacement. The highest elastic modulus is observed for concrete with 30% sand replacement. Better bonding of aggregates and cement particles due to the shape, texture and grading characteristics of quarry dust powder could be the reason for the variation in modulus of elasticity. The characteristics of cement mixture such as the paste matrix and the transition zone also affects the stress–strain characteristics of the concrete. Textural features such as porosity, void spaces and micro-cracks play a major role in the stress–strain characteristics. Voids in concrete are better filled after a 30% replacement level, so that porosity decreases and the modulus of elasticity increases. With 60% replacement level the workability is decreased considerably which causes less compaction and thereby increases the void spaces in the mix. This will account for the decreased value of modulus of elasticity with 60% replacement level. 3.3. Split tensile strength test It is observed from Fig. 5 that the split tensile strength increased up to a percentage replacement of 15% of M Sand with quarry dust powder, after which there was a drop in the tensile strength. This indicates that, in addition to compressive strength, split tensile strength also increases on addition of quarry dust powder to concrete. A reduction of 39% was observed in the split tensile strength when 60% of the MSand in concrete was replaced with quarry dust powder. The split tensile strength of concrete is more dependent on the quality of the paste than compressive strength. The properties of the fine aggregates used also affects the quality of paste and the interfacial transition zone in the concrete, which affects the tensile strength. With increasing replacement levels, the workability gets reduced considerably, which affects proper compaction of the mix. More void spaces and micro-cracks in the paste make the transition zone weak and hence the split tensile strength gets reduced considerably after 15% replacement. 3.4. Abrasion test Abrasion test was carried out on Dorry’s abrasion testing machine using specimens of size 90 54 16 mm and the abrasion results are as shown in Fig. 6. It can be concluded from Fig. 6 that presence of quarry dust powder up to 30%, reduced the abrasion, after which there was a sudden increase. The replacement up to 30% was found to be optimum. Abrasion resistance increases with least porosity and absorptivity. Up to 30%, quarry dust acts as filler material and fills the pores (filler effect). Above
Fig. 5. Variation of split tensile strength with various replacement levels.
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Fig. 6. Variation in % abrasion with various replacement levels.
30%, the workability decreases due to the fine nature of quarry dust particles. In order to maintain the workability, w/c ratio was increased which increases the absorptivity. This might be the reason for better abrasion resistance at 30% replacement level. The concrete abrasion resistance is primarily dependent on its compressive strength as observed from various studies done earlier [10,13]. Concrete strength is dependent on factors such as air entrainment, water to cement ratio, type of aggregates and their properties, therefore it should also influence the abrasion resistance. It can be concluded from Fig. 6, that the percentage of abrasion decreased up to 30% replacement with quarry dust powder, after which a sudden increase is observed. Quarry dust powder above 30% replacement resulted in more abrasion. The reduction in abrasion up to 30% replacement may be due to ample filling of voids by quarry dust powder. This observed reduction in abrasion of concrete proves that it can be used in concrete pavements and paving tiles also [12]. 3.5. Impact test Impact test was done on the specimens as proposed by ACI committee 544 [36]. Impact energy required for making the initial and failure cracks were determined. The specimens after testing are shown in Fig. 7 and the variation of impact energy for varying percentage of quarry dust powder replacement is represented graphically in Fig. 8. Results obtained show that there is a gradual decline in impact energy of the specimens as the amount of quarry dust powder content increased. This shows the poor load bearing capacity of quarry dust powder. This loss in strength could be because of the larger Mean Surface Area (MSA) since particles with lower MSA perform better in impact test [19,34]. The larger the MSA, more water gets
Fig. 7. Specimen after impact load test.
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Fig. 8. Variation in impact energy with various replacement levels.
absorbed by the quarry dust. An increase in the water content weakens the transition zone and thereby decreases the impact resistance of the entire mix. 3.6. Thermal conductivity test Thermal conductivity test was conducted on plate shaped samples of size 300 300 10 mm as per IS 8301[25] and the test results are represented graphically in Fig. 9. From the results represented in Fig. 9, it can be observed that the thermal conductivity increases as the amount of quarry dust powder increases. The fineness of a material has a direct influence on its thermal conductivity mix. This shows the poor performance of quarry dust powder as an insulating material and reduced the chances of using it in places of extreme temperatures. As fineness of aggregate increases, thermal conductivity also increases. Increase in thermal conductivity might be because of the filler effect. The quarry dust due to its fine nature fills the voids in the mix. Since air voids are bad conductors of heat, reduction in air voids by its filling with quarry dust powder increases the thermal conductivity.
Fig. 10. Comparison of acoustic absorption with various replacement levels.
ing on the mixture which maximizes the sound absorption. It is observed from the results that, though the rate of absorption follows a similar trend when the frequency is low, it is more for the 30% replaced mix as the frequency goes higher. 3.8. Sorptivity Sorptivity test was conducted on 100 mm diameter cylindrical specimens as per ASTM C1585-2004 [41] the variation in square p root of time, t and absorption (I) is represented in Fig. 11(a) and (b). For a better representation of the test results, absorption against 0, 1, 5, 10, 20, 30, 60, 120, 180, 240, 300 min is plotted as primary absorption and against 1, 2, 3, 4, 5, 6, 7, 8 days is plotted as secondary absorption.
3.7. Acoustic absorption Acoustic absorption test was conducted as per ISO 10534-2 [38] and the results obtained are graphically represented in Fig. 10. It can be observed that sound absorption is maximum for 30% M Sand replaced blocks and all other combinations had comparatively lesser performance. 30% seemed to be an optimum replacement of M Sand after careful observation of test results. Porosity and pore size are the parameters determining the acoustic absorption behaviour. It is assumed to have an optimal pore size depend-
Fig. 9. Variation of thermal conductivity with various replacement levels.
Fig. 11. Absorption for various replacement levels (a) Primary absorption (b) Secondary absorption.
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From Fig. 11(a) and (b), it is observed that the variation in rate of primary as well as secondary absorption follows a similar pattern. The rate of absorption was increasing in the order 15, 30, 0, 45, 60% replacement with quarry dust powder. The results prove the increasing possibility of using quarry dust powder in building blocks with 15% and 30% replacement with quarry dust powder showing lesser absorption rate than the mix with no quarry dust powder. This is an additional benefit for this material to be used in construction, especially for marine, offshore structures, and other places that are prone to acid rain or heavy pollution as there will be good reduction in the absorption due to capillary action. Lesser absorption in 15 and 30% replaced mixes could be attributed to the reduced porosity because of the fine size of quarry dust powder. Increase in absorption after 30% replacement might be because of the high water absorption behaviour of quarry dust powder and possible increase in the porosity due to low workability.
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Fig. 13. Weight loss for acid attack for various % replacements.
3.9. Acid resistance test The constituents of cement react with sulphuric acid and calcium hydroxide is converted to calcium sulphate. The softening of concrete is attributed to the formation of calcium sulphate. Acid test was carried out on 100 mm cubes to find the resistance to sulphuric acid attack. The sample after the acid test is shown in Fig. 12 and the variation in weight is represented in Fig. 13. The weight loss is around 3.5% for 0% quarry dust powder replacement, less than 1% for 30% replacement and 0.3% for 60% replacement. Sulphuric acid attack can be considered as a surface phenomenon, in which the damage occurs from outside. The ferrous salts in acid is exchanged with ferrous compounds present in concrete. The areas of concrete exposed to direct contact with the acid are mostly effected by the acid aggression. As can be observed in Fig. 14, acid attack had affected the strength of mixes with 0 and 15% replacement with quarry dust powder more than that with the rest. It had hardly affected the mix with 30% replacement which adds to the possibility of replacing M Sand with 30% quarry dust powder. Percentage variation of strength after acid test was 57.9 for 0% quarry dust powder replacement, 47.3 for 30% replacement and 70 for 60% replacement which shows that 30% replacement seems to be optimum. The reduced acid attack could be attributed to the reduced porosity of mix due to the fine size of quarry dust powder. At 30% replacement level, the voids in concrete are effectively occupied with quarry dust powder thereby reducing the possibility of penetration of the acid solution into concrete.
Fig. 12. Sample after acid attack.
Fig. 14. Strength loss in acid attack for various replacement levels.
3.10. Sulphate resistance test This test was carried out to find the resistance of blocks against Magnesium Sulphate attack which might be present in soil or water. Graphical representation of the variation in weights is shown in Fig. 15. As inferred from the graph, the percentage loss of weight after magnesium sulphate test was 0.96 for 0% quarry dust powder replacement, 0.4 for 30% replacement and 0 for 60% replacement. These results show that, weight is not noticeably affected due to magnesium sulphate reaction on the blocks. Variation of strength loss is graphically represented in Fig. 16. It can be inferred from the figure that, resistance against magnesium sulphate increases up to 45% M Sand replaced blocks after which there is a sudden drop in it. Percent-
Fig. 15. Weight loss in MgSO4 attack for various replacement levels.
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Rate analysis shows that blocks made out of quarry dust powder are cost effective compared to other blocks in the market. It can be inferred from the results that using quarry dust powder in concrete blocks as a replacement for fine aggregates is an economic, effective and sustainable method in utilizing the generated waste. 5. Conclusion The present paper reports the feasibility of using quarry dust powder, a waste generated from the M sand manufacturing unit, for the preparation of concrete building blocks. Various mechanical and durability properties were assessed by varying the percentages of the quarry dust powder. Fig. 16. Strength loss in MgSO4 attack for various replacement levels.
age strength loss of cubes after magnesium sulphate attack is 42 for 0% M Sand replacement, 47 for 30% replacement and 24% for 60% M Sand replacement. These results show that strength loss is more up to 30% M Sand replacement and it is comparatively lesser for 60% quarry dust powder replacement. Variation in strength could be attributed to the reduced porosity of the mix due to the fine size of quarry dust powder. 4. Cost comparison Various building blocks of different sizes and quality are available in the market. Cost is a major factor contributing to the launch of a new product in the market. An important factor in bringing in a new product to the market is its price with the available similar products. The cost of materials for making 250 solid blocks of size 12 8 600 is listed in Table 4. Its cost for unit volume is calculated and compared with available products in the market, keeping a standard size of 12 8 600 and is presented in Table 5. Labour and Machinery Profit Total cost for making 250 blocks Cost of 1 block
USD USD USD USD
7 8 77 0.31
Table 4 Cost of materials to make 250 solid blocks of size 12 8 600 . Material
Quantity
Cost (USD)
20 mm aggregate Quarry dust powder Cement Total
100cft 50cft 4 bags
35 3 24 62
Table 5 Cost comparison of different blocks. Type of block
Standard size, in
Rate, USD
Rate for 12 8 600 block, USD
AAC Laterite Block Red Baked Blocks Solid Concrete block Hollow Concrete Block Solid Blocks with quarry dust powder
24 8 8 12 8 8 843 12 8 6 16 8 6 12 8 6
1.57 0.72 0.09 0.43 0.43 0.32
0.59 0.54 0.52 0.36 0.33 0.30
1. From the observed results, it can be concluded that 30% replacement of quarry dust powder was found to be the optimum level of replacement for making concrete building blocks. An increase in M Sand replacement beyond 30% showed negative strength results. This can be attributed to the filler effect, due to which there is an increase in strength up to 30%, beyond which the strength decreases. The low strength can be due to the low workability and lower compaction of the mortar having high percentage of quarry dust powder. 2. With an optimum replacement level of 30%, a considerable increase in compressive strength and modulus of elasticity were observed, along with a major decrease in the rate of abrasion was noted. This could be due to the ideal combination of quarry dust powder filling effect and sufficiently moderate addition of water content to maintain a constant workability while casting. Further water addition at increasing substitution percentages have adverse effects on strength characteristics. 3. Impact test seemed to produce a negative result with a continuous drop in strength from 0 to 60% M Sand replaced mixes. This could be caused by the larger mean surface area of quarry dust powder resulting in increased water absorption. This higher water content can weaken the transition zone, which weakens the resistance to impact. 4. Rate of water absorption reduced for 15 and 30% M Sand replaced mixes because of its reduced porosity. Increase in absorption after 30% replacement could be attributed to an increased water absorption, which could be due to an increased mean surface area of quarry dust powder. 5. Acoustic absorption results showed a similar trend for all mixes when the frequency was low and an increment in absorption rate was observed for 30% M Sand replaced blocks on passing high frequency waves, which may be due to the optimal pore size for that particular mix which maximizes sound absorption. 6. The blocks showed high thermal conductivity, since the air voids which are bad conductors of heat, were filled with fine quarry dust powder. Hence, from the study, it can be established that the new blocks are not suitable to be used as a thermally insulating material. 7. Strength loss was observed to reduce up to 45% M Sand replacement in blocks subjected to exposure to acids and magnesium sulphate. Beyond 45%, the filler effect is prominent and hence acid and magnesium sulphate penetration is lowered which resulted in reduced strength loss. The observed results demonstrate that quarry dust powder generated from crusher units is a valuable replacement material in the production of building blocks, which require smaller amounts of M Sand, mitigate environmental impact by downsizing waste volumes, and can be produced at competitive costs.
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