JETIR Research Journal

© 2018 JETIR September 2018, Volume 5, Issue 9

www.jetir.org (ISSN-2349-5162)

INVESTIGATION ON THE APPLICATION OF CLAY TILE WASTES AS A SUPPLEMENTARY CEMENTITIOUS MATERIAL IN MASONRY MORTAR 1

Jiji Antony, 2Deepa G. Nair 1 Research Scholar, 2Professor 1 Division of Civil Engineering, 2 Division of Civil Engineering 1 Cochin University of Science and Technology, Ernakulam, India 2 Cochin University of Science and Technology, Ernakulam, India Abstract : Potential of clay based roof tile powder wastes as supplementary cementitious material in masonry mortar is investigated through this research. Cementitious property of this waste material was established initially through experimental research. Modified mortar was later prepared and tested with varied replacement level of cement with roof tile powder at different water-binder ratios. Promising results with regard tosustainability characteristics establishes the optimization of replacement at 15%. Better performance with respect to high temperature exposure and aggressive environments was also verified in the modified mortar along with its suitability for structural masonry.

IndexTerms - Cement replacement material, masonry mortar, roof tile wastes, Structural masonry. I. INTRODUCTION Cement plays a significant role in all construction activities. But the production of cement is highly resource intensive. It involves the consumption of energy as estimated as 4 GJ per tons and other natural resource as 1.6 GJ respectively (Muga et.al. 2005, Malhotra 1993). It also contributes to environmental degradation by the emissions of green house gases. To combat the aforementioned problems, an alternative to cement has to be investigated. The uses of supplementary cementitious materials are gaining attention these days with respect to their availability and overall sustainability. Investigations on clay based products as cement replacement materials are reported by many researchers. Mehta, studied the pozzolanic properties of clay and identified that the exposure to temperatures ranging from 600ºC to 1000ºC changes the crystalline structures of its silicates, turning it into amorphous compounds which on reacting with lime at room temperature show cementitious properties. As clay based materials have the same oxides as portland cement (SiO2, Al2O3 and Fe2O3), it reacts with Ca(OH)2 and leads to the formation of products with cementitious properties (Mehta, 1987, Mehta and Monteiro 1994). Combination of marble dust and brick dust in mortar, as partial cement replacement showed an enhancement in flexural strength in mortar as reported by the investigations of Taner Kavas and Asim Olgun (2007). Fine-ground ceramics was successfully used as a supplementary cementitious material in producing high performance concrete (Eva Vejmelkova et al, 2012). Feasibility of waste brick powder in concrete as investigated by Heidari and Hasanpour could establish a 10% replacement of cement with improved long term strength characteristics (Heidari and Hasanpour 2013). Significance of this research comes in this context. Large quantities of clay based roof tiles are produced annually in Kerala. Disposal of the wastes generated during this manufacturing process is creating serious environmental issues in the nearby premises. Utilization of which, as a supplementary cementitious material in masonry mortar is investigated through this research. II. EXPERIMENTAL PROGRAMME Experimental program consists of material characterization, test on pozzolanicity, mix design, investigations on mortar and masonry. Materials used for this research are cement, fine aggregate, and roof tile powder waste. 2.1 Cement Cement used was 53 Grade ordinary portland cement with commercial name Coromandel conforming to IS: 12269:1986. 2.2 Fine aggregate Manufactured sand (passing through 4.75mm sieve and retained at 150 micron sieve) satisfying the requirements of IS 23861963 was used as fine aggregate. 2.3 Roof tile powder wastes Waste clay tile pieces were collected from a tile manufacturing unit at Chalakkudy, Trichur district of the state of Kerala, India. The broken pieces of these tiles were crushed and sieved through 90μ IS sieve to obtain standard fineness. The physical properties of roof tile powder (RTP) are tabulated in Table 2.1.

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Table 2.1 Properties of Roof tile powder Physical Properties Orange red 3.49

Colour Specific gravity

2.4 Chemical Analysis of cement and RTP A comparison of chemical and physical properties of OPC and RTP are shown in table 2.2 Table 2.2 Chemical composition of OPC and RTP Chemical Analysis

OPC

RTP

Loss on ignition

3.6%

4.2%

SiO2

31%

62.8%

Al2O3

10.6%

12.9%

Fe2O3

4.6%

4.7%

CaO

42.5%

5.12%

MgO

2.2%

5.4%

SO3

2.1%

1.7%

Insoluble residue

2.3%

2%

Specific gravity

3

3.497

Standard consistency

30%

34%

Initial setting time

90 minutes

105 minutes

Final setting time

195 minutes

210 minutes

Cumulative volume (%)

III. Particle size distribution Particle size distributions of OPC and RTP were measured using a Malvern mastersizer laser diffractometer. The raw materials were mixed in iso-propanol instead of water to avoid the hydration of cementitious material during measurements. Both materials have similar particle size distributions and plotted as shown in Fig 3.1.

120 100 80 60

OPC

40

RTP

20 0

0.1

10

1000

Particle size in µm Figure 3.1 Particle size distribution curve of OPC and RTP IV. Test On Pozzolanicity The following tests were conducted to establish the potential of RTP as a pozzolanic material.

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4.1Soluble fraction of silica RTP samples were subjected to chemical analysis for the determination of soluble fraction of silica according to ASTM C 311-00 Standards. 4.2Specific surface area The specific surface area was evaluated using BET (Brunauer, Emmett and Teller) method according to IS 1727-1967. 4.3Determination of lime reactivity Lime reactivity test was conducted as per IS 3812:2003. Cube specimens of size (70 mm x 70mm x 70 mm) were prepared and tested. The specimens were cured at 90 to 100% relative humidity at 50°C and tested. The 28 day compressive strength was found to be 6.3 N/mm2 4.4 Scanning Electron Microscopy Test A scanning electron microscope (SEM) analysis was conducted on RTP to obtain information about the surface topography and composition. 4.5 Electrical conductivity The variation of electrical conductivity of a saturated solution of calcium hydroxide on dispersing with the RTP samples can be taken as a measure of the pozzolanic activity of the sample (Luxan et.al 1989). Initially the conductivity of calcium hydroxide saturated solution (200 ml, 400 C) was measured. To this 5 g of RTP sample is added. The electrical conductivity is measured after two minutes of continuous stirring. The difference between the initial and final conductivity is calculated as a measure of pozzolanic activity. V. Mix Design for Optimization Mortar cubes of size 7.01x7.01x7.01 cm were prepared in 1:3 and 1:5 proportions of mortar according to IS 2250:1981 using cement and RTP as binders with varying proportions of replacements of 0%, 5%, 10%,15% and 20% (MM0, MM5, MM10, MM15, MM20).Trial mixes were initially prepared with a water-binder ratio of 0.45, but at higher replacement levels (above 15%) workability of mixes were found reducing. Hence the water-binder ratio was further increased to 0.5 and then to 0.55. 28th day compressive strength was taken as the basis for optimization. Fig. 5.1 shows the picture of mortar cubes immersed in water for curing

Fig. 5.1 Mortar cubes immersed in water VI. Tests on Mortar All the specimens were subjected to water absorption and sorptivity tests. Optimized mix was compared to control mix for thermal conductivity, fire resistance and chemical resistance. Strength characteristics of the modified mortar in structural masonry was also investigated and compared to control mortar as per ASTM C 1314. 6.1 Water absorption test The cured specimens after 28 days were taken out, wiped off and subjected to oven dry for 24 hours and water absorption test was conducted as per IS 1237. 6.2 Sorptivity test The sorptivity can be determined by the measurement of the capillary rise absorption rate on reasonably homogeneous material and is a measure of the pore structure of specimen. The test was conducted for both 1:3 and 1:5 mixes as per ASTM C 1585. Fig 6.1 shows the picture of specimens submerged in water with water level not more than 5 mm above the base of specimen and the flow from the peripheral surface is prevented by sealing it properly with non-absorbent coating.

Fig. 6.1 Sorptivity test on mortar

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6.3Thermal Conductivity (ASTM D7340 -07) The Lee’s disc experiment determines an approximate value for the thermal conductivity K of poor conductors. The procedure is to place a disc , radius r and thickness x, between a steam chamber and two good conductivity metal discs (of the same metal) and allow the setup to come to equilibrium, so that the heat lost by the lower disc to convection is the same as the heat flow through the poorly conducting disc. The upper disc temperature T 2 and the lower disc temperature T1 are recorded. The mortar disc is removed and the lower metal disc is allowed to heat up to the upper disc temperature T 2. Finally, the steam chamber and upper disc are removed and replaced by a disc made of a good insulator. The metal disc is then allowed to cool through T 1 < T2 and towards room temperature T 0. The temperature of the metal disc is recorded as it cools so a cooling curve can be plotted. Then the slope s1 =ΔT/Δt of the cooling curve is measured graphically where the curve passes through temperature T1. 6.4 Exposure to elevated temperatures Samples prepared as per ASTM C 2748-11, cured for 90 days were used for this test and kept in a muffle furnace. The rate of temperature increase was set at 5°C/min. The exposure temperatures were set at 100°C, 200°C, 400°C, 600°C, and 800°C. After reaching the desired temperature, an exposure period of 2 hours was maintained. Samples were taken out and tested for compressive strength after cooling to the room temperature. 6.5 Tests on aggressive environments Specimens were immersed in chemical solutions to test their performance in aggressive environment for different durations of 56, 90, 120 & 150 days. HCl and H2SO4 of 0.05 morality (98% purity) were selected as the acidic solutions. 10% solution of Sodium Sulphate (Na2SO4) and Sodium Chloride (NaCl) were also taken to assess the performance of the samples. Changes in compressive strength and weight of samples were investigated after specified periods.

Fig. 6.2 Samples immersed in NaCl and Na2SO4

Fig 6.3. Samples immersed HCl and H2SO4 solutions 6.6 Tests on masonry Prisms and wallets were constructed as per ASTM C1314 using control mortar and modified mortar (MM15) 1:5 of compressive strengths 37 N/mm2and 44 N/mm2 respectively. Country burnt bricks (19.5x9.5x7.5 cm) of compressive strength 7 N/mm 2were used as the masonry units. Capping was also done with the same mortar according to IS 1905-1983. A height to thickness ratio of 3 was maintained for prisms and wallets as per code. These samples were cured for 28 days and subjected to compressive strength test. Gradually increasing axial compressive load at a rate of 5 kN was applied to the specimens using a loading frame till failure and ultimate load was noted. The strain was measured using Demec-guage of 200 mm gauge length. 30 cm

75 cm

60 cm

Fig. 6.4 Dimensions of prism and wallet

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VII. Results and discussions This section presents the discussion on test results. 7.1 Tests on Pozzolanicity 7.1.2 Chemical Analysis The results of chemical analysis of RTP satisfy the requirements of pozzolanic materials with a higher percentage of soluble silica content. The analysis also reveals a predominance of Al2O3 and Fe2O3 along with SiO2 for RTP. Thus satisfying the specification of class N pozzolana with 80.4 % against ASTM C618 standard of 70%. 7.1.3 Specific Surface Area The specific surface area of RTP was observed as 341 m2/kg. Where as that for OPC it was observed as 306 m2/kg. Higher value for specific surface area gives an indication of high reactivity and improved pozzolanic property. 7.1.4 Lime reactivity The lime reactivity test confirms the pozzolanic property of RTP with a value of 6.30 N/mm 2 against the standard value 4.5N/mm2 (IS 3812). 7.1.5 Scanning electron microscopy (SEM) The result of scanning electron microscopy is shown in fig. 7.1. From the SEM images, it is clear that pore size of RTP is very minute. The surface texture is homogeneous and spherical. Finer particles are traced, which confirms the pozzolanic activity of the material.

Fig 7.1 SEM image of RTP 7.1.6 Electrical Conductivity Electrical conductivity of RTP samples were observed as 1.29 ms/cm. According to Luxanet.al;(1989) variation in electrical conductivity more than 1.2 is referred as good pozzolana. Above discussions justify the potential of RTP as a supplementary cementitious material. 7.2Tests on Mortar 7.2.1 Compressive strength Fig. 7.2 and 7.3 shows a comparison of 28th day and 90th day compressive strength of 1:5 mortar specimens for different waterbinder ratios (0.45, 0.5 and 0.55). A reduction in compressive strength was observed with a water-binder ratio of 0.45 as the replacement level increases. This is due to the higher water requirement of RTP owing to the higher specific surface area. Lower workability and insufficient water for the hydration processes resulted in the reduction in compressive strength. Maximum compressive strength was observed at 5% replacement level with a water-binder ratio of 0.5. Further reduction in strength at higher replacement levels can be due to the deficiency in the free lime released during the hydration process of cement. Further, on increasing the water-binder ratio to 0.55, maximum compressive strength was observed at 15% replacement (MM15) with improved workability. This mix was selected as the optimized one for further studies considering the sustainability aspects.

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60 50

N/mm2

Compressive Strength in


40 30 20 0

10

WC ratio 0.45 WC Ratio 0.5 WC Ratio 0.55

20

30

% Replacement

Compressive Strength in N/mm2

Fig. 7.2 Compressive strength of 1:5 mortar at 28 day with varying water-binder ratio 60 50 40

30 20

0

10

WC ratio 0.45 WC Ratio 0.5 WC Ratio 0.55

20

30

% Replacement

Fig 7.3 Compressive strength of 1:5 mortar at 90 day with varying water-binder ratio 7.2.2 Water Absorption Fig 7.4 represents water absorption of 1:3 and 1:5 mortars. Even though the value of water absorption was found increasing at higher replacements, it was much lower than the limit as specified by IS 1237 (10%). This is due to the fact that the roof tile powder has finer particles than those of OPC; consequently, they absorb more water which can be observed from normal consistency data (Table 2.2).

Water absorption (%)

2.5 2

1.5

1:3 MIX

1 1:5 MIX

0.5 0 0%

5% 10% 15% 20% % Replacement

Fig 7.4.Water absorption of 1:3 and 1:5 mortar at 28 days of curing age 7.2.3 Sorptivity Fig. 7.5 indicates the variation in sorptivity values for 1:3 and 1:5 mortar samples. A drastic reduction in the sorptivity can be observed for 1:3 mix upto 15% replacement level. Further, the variation was found negligible. Whereas, negligible variations

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were observed for 1:5 in the same replacement. On further increasing the replacement, similar changes in sorptivity was observed as in the case of 1:3. These results confirm the improvement in compactness of mortar samples upto 15% for both 1:3 and 1:5 mixes justifying the compressive strength results. Variation in the results between both the mortar specimens can be due to the lower fraction of binder content in 1:5 mix. Similar observations with respect to sorptivity and compactness were made by Taha and Nainu 2008. As 1:5 mortar specimens have low capillary porosity, it can be classified as impermeable according to the studies conducted by Neville, 2000 and Konstantin, 2007.

Sorptivity *10^4 (mm/min)

2.5 2 1.5 1:3 MIX 1

1:5 MIX

0.5 0 0%

5% 10% 15% 20% Replacement levels

25

Fig. 7.5. Variation in Sorptivity for 1:3 and 1:5 mortars 7.2.4 Thermal Conductivity Table 7.1 shows the results of thermal conductivity test. Even though the value is higher for modified mortar compared to control mortar, the value falls within the standard range ( 0.01-1.1 Wm-1K-1) recommended for fire clay refractories( Cengel et al., 2015),. Table 7.1.Thermal conductivity MM0

MM15

0.086

0.202

Samples Thermal conductivity (W m-1 K-1 ) 7.2.5 Exposure to elevated temperature (ASTM C2748-11) Fig.7.6 shows a comparison of compressive strengths of control mortar (MM 0) and modified mortar (MM15) on exposure to elevated temperature. Better performance of modified mortar at high exposure (800 0 C) temperature can be observed from the results. On further increasing the temperature, control mortar samples found distorted, whereas MM 15 samples survived without cracking. As the clay tile wastes are rich in alumino silicate (Al2O3.SiO2.H2O) which prevent heat losses to the surrounding environment, suitability of the modified mortar in refractory can be justified. (ASTM C27-98).

Residual Comressive Strength (%)

120 100

80 60

MM0

40

MM15

20 0 0

200

400

600

Temperature

(o

800

1000

C)

Fig. 7.6.Compressive strength of mortar cubes in elevated temperatures

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Residual Compressive strength in %

140 120 100 80 60

MM0

40

MM15

20 0 0

50 100 150 Days of immersion in NaCl

200

Residual compressive strength in %

7.2.6 Performance on aggressive environmentsa) Visual appearance Specimens immersed in acidic solutions started eroding after two weeks of exposure and recorded considerable weight loss at 28 days. At the same time, there were no significant changes in the external appearance of the surface of the mortar cubes soaked in Na2SO4 and NaCl for duration up to 8 weeks. But later efflorescence was noticed in the samples immersed in NaCl solution. Also an increase in weight was noticed for both the specimens initially up to 56 days. Later specimens were found eroding and loss in weight was reported. b) Variation in compressive strength and weight

100 80 60

MM0

40

MM15

20 0 0

100

200

Days of immersion in Na2SO4

120

100 80 60

MM0 MM15

40 20

Residual Compressive Strength

120

Residual compressive strength

120

100 80 60

MM0 MM15

40 20 0

0 0

100

200

Days of immersion in HCl

0

50

100

Days of immersion in H2SO4

Fig. 7.7.Percentage change in weight after immersing in different solution A Continuous decrease in compressive strengths was observed in the case of both the samples when immersed in HCl and H 2SO4 Solution. But rate of decrease in strength was found more prominent for control mortar. The reduction in strength of control mortar can be due to the deterioration of matrix resulted due to the loss of binder properties, influenced by the formation of pore pressure(Wan Ibrahim et.al 2007). Whereas the modified specimens showed significantly improved performance. This can be due to the low permeability of modified mortar. Also it can be due to the reduction in pore size and the decreasing diffusion of chemical substances into mortar specimens (Cohen et.al 1988). But the specimens immersed in NaCl and Na2SO4 showed an increase in strength at 56 days and then decreased. This initial strength increase can be attributed to the fact that the sodium chloride and sodium sulphate are hydroscopic in nature that attracts more water to it which accelerates the hydration of C3S. Therefore deterioration of specimens does not dominate during the initial immersion periods. However, on later days, the compressive strength of mortars decreased most likely due to the deterioration caused by the chemical solutions (G.Ravi Teja 2014). Also, the chemical resistance of the blend depends greatly on the chemistry of the pozzolana used and its replacement level. In particular, the ability of the pozzolana to reduce permeability of matrix causes an improvement of the sulphate and chloride resistance (Mindess et al. 2003).

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104 102 100 98 96 94 92 90 88 86

MM15 MM0

0

50

100

150


Residual weight in %


© 2018 JETIR September 2018, Volume 5, Issue 9 106 104 102 100 98 96 94 92 90 88

200

MM0 MM15

0

200

Days of immersion in Na2SO4

120

120

100

100

80 60

MM0

40

MM15

20 0

Residual weght in %


Days of immersion in NaCl

100

80 60

MM0

40

MM15

20 0

0

50

100

150

200

Days of immersion in HCl

0

50

100

150

Days of immersion in H2SO4

Fig. 7.8 Compressive strength after immersing in different solution 7.2.7 Structural masonry in prism and wallet Similar behavior of failure pattern was observed in both the specimens constructed with MM 0 and MM15 on subjecting to loading (Fig 7.9 and 7.10). As masonry units were prepared by brick units having strength lower than mortar, compression failures were initiated by splitting failure of the bricks as seen in figure. Prism specimens exhibited a vertical splitting crack linearly along the brick for both the samples. An ultimate compressive strength of 21.5 MPa was observed for RTP prism. Whereas, a strength of 16 MPa was noticed for control prism, in line with the compressive strength of mortars.

Fig. 7.9 Control Prism

7.10 Modified Prism

At the same time RTP Wallets (Fig 7.11 and 7.12) showed a failure with an ultimate compressive strength of 12 MPa and control wallets with 9 MPa which confirms the improved strength characteristics of RTP wallets.

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Fig. 7.11 Control Wallet


7.12 Modified Wallet

VIII. Conclusions Modified mortar exhibited improved strength and durability characteristics over conventional mortar with exceptionally good performance characteristics. Better performance on exposure to elevated temperature justifies the suitability of these mortars in refractory environments. Excellent performance of the modified mortar in aggressive chemical environments and improved sorptivity values add to the durability characteristics. Suitability of RTP masonry in masonry structures as established through this research also support the potential of clay tile waste as a supplementary cementitious material in structural masonry. REFERENCES [1]. ASTM INTERNATIONAL2004,STANDARD TEST METHOD FOR MEASUREMENT OF RATE OF ABSORPTION OF WATER BY HYDRAULICCEMENT CONCRETES; ASTM C1585 [2]. ASTM, STANDARD TEST METHODS FOR SAMPLING AND TESTINGFLY ASH OR NATURAL POZZOLANS FOR USE IN PORTLAND-CEMENT CONCRETE.ASTM C311 – 13 [3] ASTM 2012, STANDARD PRACTICE FOR THERMAL CONDUCTIVITY OF NON CONDUCTING MATERIAL. ASTM D7340 – 07 [4]. ASTM2012. STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF MASONRY PRISMS. ASTM C1314-12.ASTM INTERNATIONAL,INC [5]. ASTM C27-98: Standard Classification of Fireclay and High-Alumina Refractory Brick, ASTM International.15 (1) (2013). [6] ASTM,Standard specification for coal fly ash and raw or calcined natural pozzolan for use in concrete. ASTM C 618-15 [7] IS 12269- 1987 Ordinary Portland Cement 53 grade Specification. [8]. IS 1727: 1967 Methods of test for pozzolanic material [9]. IS 3812: 2003 Pulverized fuel ash- Specifications. (Part 1 and Part 2) [10] IS 2386 : 1963 METHODS OF TEST FOR AGGREGATES FOR CONCRETE. [11] IS: 1237 STANDARD TEST METHOD FOR RATE OF WATER ABSORPTION OF MASONRY MORTARS [12]. IS: 2572-1963 REAFFIRMED 1997. CODE OF PRACTICE FOR CONSTRUCTION OF HOLLOW CONCRETE BLOCK MASONRY [13]. COHEN, M. D., AND A BENTUR,. 1988.“DURABILITY OF PORTLAND CEMENT-SILICA FUME PASTES IN MAGNESIUM AND SODIUM SULFATE SOLUTIONS.”ACI MATER. J.,85(3), 148–157. [14] Y. A Cengel, M. A, Boles, and Boles, Thermodynamics: An Engineering Approach (McGraw Hill Education, New York, 2015) 378-580 [15] Joshi R.C.,R.P Lohtia.1997.“Fly ash in concrete production, properties and uses.” Canada: University of Calgary Alberta;. p. 269. [16]. Konstantin G.S., G.B Vladimir. 2007. “Effect of a polyethyl hydro siloxane admixture on the durability of concrete with supplementary cementitious material.” J. Mater. Civ. Eng., 2007, 19(10): 809-819. [17]. LuxanM. P, F Madruga, J Saavedra1989. “Rapid Evaluation of Pozzolanic Activity of Natural Produtcs by Conductivity Measurements.” Cement and Concrete Research: 19; 63-68. [18] Malhotra, V.M., 1993. “Fly Ash, Slag, Silica Fume, and Rice Husk Ash in concrete” A review. Concrete International., 15(4): 23-28. [19] Mehta, P.K. 1987.“Studies on the Mechanisms by Which Condensed Silica Fume Improves the Properties of Concrete: Durability Aspect.” In: International Workshop on Condensed Silica Fume in Concrete, Ottawa, Proceedings. 1-17

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[20]. MehtaP.K., P.J.M. Monteiro. Concrete, 2014: “Microstructure, properties, and materials.” 4th Edition. McGraw-Hill [21]. Muga, H., K. Betz, J. Walker, C. Pranger and A. Vidor, 2005. “Development of appropriate and sustainable construction materials.” Sustainable Futures Institute, Michigan Technological University, Michigan, USA. [22] Mindess, S., Young, J. F., and Darwin, D. 2003.Concrete, 2nd Ed.,Prentice Hall, Upper Saddle River, NJ [23] Neville, A. M.2000.Properties of concrete, 4th Ed., Prentice-Hall, Harlow, U.K. [24]. Taner Kavas, AsimOlgun,2007 “Properties of cement and mortar incorporating marble dust and crushed bricks,” Department of Ceramic Engineering, Afyonkocatepe University, Afyon, Turkey, February 21 [25]. Thesis G.Ravi Teja “Effect of sodium chloride on compressive strength of concrete containing sugarcane bagasse ash”. [26] Wan Ibrahim, M. H., Kolop, R., Masirin, M. I.M., Bambang, P., & Anguthan, S. 2007“Influence of natural acidic water on the physical properties of concrete.” 4th [27] International conference on Geotechnical Engineering. Universiti Diponegoro, Semarang, Indonesia. Pp. 107-12.Vejmelkova E, M.Keppert, P.Rovnanikova, R.Cernvy., 2012. “Properties of high performance concrete containing fine-ground ceramics as supplementary cementitious material.” 34(1):55-61. January

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