# Effect of Fly Ash on Mortar Mixes with Quarry Dust as Fine Aggregate

Authors: Baboo Rai; Sanjay Kumar; Kumar Satish
Journal: Advances in Materials Science and Engineering
 (2014)

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## Abstract

This paper presents the results of an experimental investigation carried out to evaluate the compressive strength and transverse strength of 1 : 3 mortar mixes in which natural sand was replaced with 20%, 50%, and 100% quarry dust by weight which were further modified by partially replacing cement with four percentages (15%, 20%, 25%, and 30%) of low calcium fly ash. The compressive strength was determined at 3, 7, 28, and 50 days of age while transverse strength was determined at 28 and 50 days age. Test results revealed that the combined use of quarry rock dust and fly ash exhibited excellent performance due to efficient microfilling ability and pozzolanic activity.


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## Body

## 1. Introduction

Out of various cementing materials, fly ash is the most widely used material worldwide. Fly ash is the byproduct of the combustion of pulverized coal in thermal power plants. According to the American Concrete Institute (ACI) Committee 116R [1], fly ash is defined as “the finely divided residue that results from the combustion of ground or powdered coal and that is transported by flue gasses from the combustion zone to the particle removal system.” Worldwide, the estimated annual production of coal ash in 1998 was more than 390 million tons. The main contributors for this amount were China and India. Only about 14 percent of this fly ash was utilized, while the rest was disposed in landfills [2]. By the year 2010, the amount of fly ash produced worldwide is estimated to be about 780 million tons annually [3]. Fly ash, if not utilized, may present environmental concerns, and its storage/disposal will be expensive. The majority of fly ash produced in India is low calcium fly ash. The use of fly ash as admixture in cement mortar/concrete not only extends technical advantages to the properties of cement mortar/concrete but also contributes to the environmental pollution control.Further, Hundreds of stone crushing plants in our country generate several thousand tons of quarry dust every day. This quarry dust is considered to be solid waste material. If it is possible to use this in making mortar/concrete by replacement of river sand, then it will solve the problem of its disposal. Moreover, the utilization of quarry dust, which can be called as manufactured sand after removal of microfines below 150 micron size by sieving, has been accepted in the industrially advanced countries of the West as the river sand, which is one of the constituents used in preparation of cement mortar/concrete, has become highly expensive and scarce. Usage of quarry dust as partial replacement to river sand/natural sand further modified by partial replacement of pozzolanic materials like fly ash is receiving more attention these days as their use generally improves the properties of cement/concrete.A large volume of literature is available in area of use of supplementary cementitious materials in mortar/concrete as partial replacement for cement. Many researchers indicated that low calcium fly ash (class F) improves the interfacial zone microstructure. Class F fly ash contains less than 20% of lime (CaO) and is pozzolanic in nature. Fly ash from the bituminous and anthracite coals is referred to as ASTM class F fly ash or low calcium fly ash. It consists of mainly an aluminosilicate glass and has less than 10 percent of CaO [4]. Tikalsky et al. [5] concluded on the basis of their research study that concrete containing fly ash as a cement replacement (0 to 35%) on an equal weight basis displayed improved long term compressive, flexural strength. The variation of strength with age was also discussed by Wischers and Kuhlmann, Dhir et al., Malhotra, and Berry et al. [6–9]. Ganesh Babu and Siva Nageswara Rao [10] evaluated the cementing efficiency of fly ash in concrete at the different ages of 7, 28, and 90 days and at percentage replacement levels ranging from 15 to 75%. In general, it was observed that fly ash exhibits very little cementing efficiency at the early ages and acts rather like fine aggregate (filler), but at later ages the pozzolanic property becomes effective leading to a considerable strength improvement.Numbers of significant results have been reported on the use of quarry dust as partial replacement for fine aggregate. Quarry dust, a byproduct from the crushing process during quarrying activities, is one of those materials that have recently gained attentions to be used as concreting aggregates, especially as fine aggregates. Quarry dust has been used for different activities in the construction industry, such as road construction and manufacture of building materials, such as lightweight aggregates, bricks, tiles, and autoclave blocks. Researches have been conducted in different parts of the world, to study the effects of incorporation of quarry dust into concrete. Galetakis and Raka [11] studied the influence of varying replacement proportion of sand with quarry dust (20, 30, and 40%) on the properties of concrete in both fresh and hardened state. Safiuddin et al. [12] investigated the influence of partial replacement of sand with quarry dust and cement with mineral admixtures on the compressive strength of concrete whereas Celik and Marar [13] investigated the influence of partial replacement of fine aggregate with crushed stone dust at varying percentages on the properties of fresh and hardened concrete. Ghrici et al., Chindaprasirt et al., Curcio and DeAngelis, and Misra [14–18] investigated the effect of shape and size of fine aggregate on the strength of cement sand mortars and the possibility of replacing sand by crushed stone dust. The water requirement and the compressive strength are found higher for crushed stone dust as compared to that for conservative sand samples for same grading and mix proportions. de Larrard and Belloc [19] studied the influence of aggregate on the compressive strength of normal- and high-strength concrete while Goble and Cohen [20] observed the influence of aggregate surface area on mechanical properties of mortar. Baali et al. [21] studied the mechanical response of mortar made with natural and artificial fine aggregates.In the present investigation low calcium fly ash, a supplementary cementitious material, is used to improve the mechanical characteristics, namely, compressive strength and transverse strength of mortar using quarry dust as fine aggregate.


## 2. Experimental Program

### 2.1. Material Properties

#### 2.1.1.  Cement

The cement used was Ordinary Portland Cement (43 grade). The various laboratory tests conforming to Indian standard specification, IS: 4031-1996 specification, were carried out and the physical properties are shown in Table1.Table 1
Physical properties of cement.
Property
Units
Results obtained
Specified value as per IS: 8112-1989
Specific gravity
3.14
3.15
Fineness (90 µ sieve)
%
7.5
—
Soundness (Le-Chatelier Test)
mm
3
10 (maximum)
Normal consistency (% of cement by weight)
%
28
30
Setting time
(i) Initial
Minutes
199
30 (minimum)
(ii) Final
290
600 (maximum)
Compressive strength
(i) Seven days
MPa
35.9
33.00
(ii) 28 days
52.7
43.00


#### 2.1.2. Fly Ash

Low calcium fly ash samples taken from Kahalgaon Thermal Power Plant, NTPC were used in this study. Fly ash shown in Figure1 was not processed and was used as received. The sample satisfied the requirements of IS: 3812 (Part I). The physical and chemical properties as supplied by the Kahalgaon Thermal Power Plant, NTPC are shown in Tables 2 and 3.Table 2
Physical properties of fly ash.
Sl. number
Physical properties
Observed values
1
Specific gravity
2.51
2
Initial setting time
45 Min
3
Final setting time
280 Min
4
Consistency
35%Table 3
Chemical properties of fly ash.
Sl. number
Test conducted
Observed values (%)
Requirement as per IS: 1320-1981
1
Loss of ignition
2.32
5.0 (max)
2
Silica as SiO2
42.04
SiO2 + Fe2O3 + Al2O3 = 70
3
Iron as Fe2O3
4.40
—
4
Alumina as Al2O3
33.60
—
5
Calcium as CaO
12.73
—
6
Magnesium as MgO
0.00
5.0 (max)
7
Sulphate as SO3
0.40
3.0 (max)
8
Lime reactivity
4 N/mm2
4.5 (max)Figure 1
Fly ash sample.


#### 2.1.3. Quarry Dust

The quarry dust used in this study was used as a partial replacement for fine aggregate and was obtained locally. The sample of quarry dust, shown in Figure2, was analyzed in terms of physical properties and is presented in Table 4. The sieve analysis results are presented in Table 5.Table 4
Physical properties of quarry dust and natural sand.
Property
Quarry dust
Natural sand
Test method
Specific gravity
2.54
2.67
IS 2386 (Part III) 1963
Bulk relative density (kg/m3)
1800
1770
IS 2386 (Part III) 1963
Absorption (%)
1.4
1.2
IS 2386 (Part III) 1963
Moisture content (%)
Nil
Nil
IS 2386 (Part III) 1963Table 5
Sieve analysis of quarry dust.
IS sievedesignation
Weightretained (kg)
Percentage ofweight retained
Cumulative percentage ofweight retained
Percentage of fineness byweight
4.75 mm
0.40
0.040
4.00
96
2.36 mm
0.025
0.065
6.50
93.50
1.18 mm
0.117
0.182
18.20
81.80
600 micron
0.152
0.334
33.40
66.60
300 micron
0.443
0.777
77.70
22.30
150 micron
0.170
0.947
94.70
5.30Figure 2
Quarry dust sample.


#### 2.1.4. Sand

Ordinary sand from river Sone having fineness modulus of 2.60 was used. Sand after sieve analysis (Table6) conforms to zone II as per IS: 383-1970.Table 6
Sieve analysis of fine aggregate.
IS sieve (mm)
Weight retained (Kg)
Cumulative weight (Kg)
Percentage retained
Percentage passing
Remarks
4.75
0.034
0.034
3.4
96.6
Sand zone II as per IS: 383-1970 CLAUSE 4.3 Table 4
2.36
0.026
0.060
6
94
1.18
0.140
0.200
20
80
600
0.162
0.362
36.2
63.30
300
0.425
0.787
78.7
21.30
150
0.185
0.972
97.2
2.30


### 2.2. Mortar Mixes

Two control mixes, namely, 1 : 3 cement sand mortar mix, QC series, with 0, 20, 50, and 100 percent partial replacement by weight of natural sand with quarry dust and 1 : 3 cement sand mortar mix with 20% partial replacement by weight of natural sand with quarry dust which was further modified by replacing 0%, 15%, 20%, 25%, and 30% cement with low calcium fly ash by weight (QF series) were prepared. Properties of mortar, namely, compressive strength and transverse strength, have been selected for study.According to the guidelines for the fly ash modified mortar mixes, the cementing coefficient of 0.30 has been considered for fly ash as the lubricating action of fly ash reduces water requirement and hence drying shrinkage. The water to cement (w/c) ratio for all the mixes was fixed at 0.44 and water to powder (w/p) ratio was calculated as
(1)WP=WC+WF=(wc)×weightofcement+0.3×(wc)×weightofflyash.
Here WP represents weight of water required for powder consisting of cement and fly ash. The mortar mix proportion is given in Table 7.Table 7
Mix proportioning for 1 : 3 mortar mixes.
Sample name
Cement(gm)
Fly ash(% of cement)
Natural sand(gm)
Quarry dust(% of sand)
w/c
Water(for cement) (gm)
Water for fly ash (gms)
w/p
QC1
1200
0
3600
0
0.44
528
0
0.44
QC2
1200
0
2880
20
0.44
528
0
0.44
QC3
1200
0
1800
50
0.44
528
0
0.44
QC4
1200
0
0
100
0.44
528
0
0.44
QF1
1020
15
2880
20
0.44
449
24
0.39
QF2
960
20
2880
20
0.44
422
32
0.38
QF3
900
25
2880
20
0.44
396
40
0.36
QF4
840
30
2880
20
0.44
370
48
0.35


### 2.3. Test Method

Compressive strength of cement mortar was determined on cubes of face 50 cm2 in area (7.06 cm cubes) made with one part of cement and three parts of standard sand (confirming to IS: 4031-1996) by weight and water corresponding to 25% of normal consistency plus 3% of the combined weight of the cement or sand. The mortar was placed in the standard 7.06 cm size moulds and compacted with ramming. The specimens were taken out of curing tank at designated ages (3, 7, 28, and 50 days) and tested for their compressive strength.The cement mortar specimens of size40*40*160 mm were prepared for transverse strength test. Four kN flexure testing machine (electrically operated) was used to determine the transverse strength of mortars. The test equipment meets the essential requirements of IS: 1727-1967. The transverse strength (T) of the specimen is calculated as per IS: 4031, Part 8
(2)T=0.234×P,
where P is applied load in KN at the time of breaking and T is in kgf/cm2.


## 2.1. Material Properties

### 2.1.1.  Cement

The cement used was Ordinary Portland Cement (43 grade). The various laboratory tests conforming to Indian standard specification, IS: 4031-1996 specification, were carried out and the physical properties are shown in Table1.Table 1
Physical properties of cement.
Property
Units
Results obtained
Specified value as per IS: 8112-1989
Specific gravity
3.14
3.15
Fineness (90 µ sieve)
%
7.5
—
Soundness (Le-Chatelier Test)
mm
3
10 (maximum)
Normal consistency (% of cement by weight)
%
28
30
Setting time
(i) Initial
Minutes
199
30 (minimum)
(ii) Final
290
600 (maximum)
Compressive strength
(i) Seven days
MPa
35.9
33.00
(ii) 28 days
52.7
43.00


### 2.1.2. Fly Ash

Low calcium fly ash samples taken from Kahalgaon Thermal Power Plant, NTPC were used in this study. Fly ash shown in Figure1 was not processed and was used as received. The sample satisfied the requirements of IS: 3812 (Part I). The physical and chemical properties as supplied by the Kahalgaon Thermal Power Plant, NTPC are shown in Tables 2 and 3.Table 2
Physical properties of fly ash.
Sl. number
Physical properties
Observed values
1
Specific gravity
2.51
2
Initial setting time
45 Min
3
Final setting time
280 Min
4
Consistency
35%Table 3
Chemical properties of fly ash.
Sl. number
Test conducted
Observed values (%)
Requirement as per IS: 1320-1981
1
Loss of ignition
2.32
5.0 (max)
2
Silica as SiO2
42.04
SiO2 + Fe2O3 + Al2O3 = 70
3
Iron as Fe2O3
4.40
—
4
Alumina as Al2O3
33.60
—
5
Calcium as CaO
12.73
—
6
Magnesium as MgO
0.00
5.0 (max)
7
Sulphate as SO3
0.40
3.0 (max)
8
Lime reactivity
4 N/mm2
4.5 (max)Figure 1
Fly ash sample.


### 2.1.3. Quarry Dust

The quarry dust used in this study was used as a partial replacement for fine aggregate and was obtained locally. The sample of quarry dust, shown in Figure2, was analyzed in terms of physical properties and is presented in Table 4. The sieve analysis results are presented in Table 5.Table 4
Physical properties of quarry dust and natural sand.
Property
Quarry dust
Natural sand
Test method
Specific gravity
2.54
2.67
IS 2386 (Part III) 1963
Bulk relative density (kg/m3)
1800
1770
IS 2386 (Part III) 1963
Absorption (%)
1.4
1.2
IS 2386 (Part III) 1963
Moisture content (%)
Nil
Nil
IS 2386 (Part III) 1963Table 5
Sieve analysis of quarry dust.
IS sievedesignation
Weightretained (kg)
Percentage ofweight retained
Cumulative percentage ofweight retained
Percentage of fineness byweight
4.75 mm
0.40
0.040
4.00
96
2.36 mm
0.025
0.065
6.50
93.50
1.18 mm
0.117
0.182
18.20
81.80
600 micron
0.152
0.334
33.40
66.60
300 micron
0.443
0.777
77.70
22.30
150 micron
0.170
0.947
94.70
5.30Figure 2
Quarry dust sample.


### 2.1.4. Sand

Ordinary sand from river Sone having fineness modulus of 2.60 was used. Sand after sieve analysis (Table6) conforms to zone II as per IS: 383-1970.Table 6
Sieve analysis of fine aggregate.
IS sieve (mm)
Weight retained (Kg)
Cumulative weight (Kg)
Percentage retained
Percentage passing
Remarks
4.75
0.034
0.034
3.4
96.6
Sand zone II as per IS: 383-1970 CLAUSE 4.3 Table 4
2.36
0.026
0.060
6
94
1.18
0.140
0.200
20
80
600
0.162
0.362
36.2
63.30
300
0.425
0.787
78.7
21.30
150
0.185
0.972
97.2
2.30


## 2.1.1.  Cement

The cement used was Ordinary Portland Cement (43 grade). The various laboratory tests conforming to Indian standard specification, IS: 4031-1996 specification, were carried out and the physical properties are shown in Table1.Table 1
Physical properties of cement.
Property
Units
Results obtained
Specified value as per IS: 8112-1989
Specific gravity
3.14
3.15
Fineness (90 µ sieve)
%
7.5
—
Soundness (Le-Chatelier Test)
mm
3
10 (maximum)
Normal consistency (% of cement by weight)
%
28
30
Setting time
(i) Initial
Minutes
199
30 (minimum)
(ii) Final
290
600 (maximum)
Compressive strength
(i) Seven days
MPa
35.9
33.00
(ii) 28 days
52.7
43.00


## 2.1.2. Fly Ash

Low calcium fly ash samples taken from Kahalgaon Thermal Power Plant, NTPC were used in this study. Fly ash shown in Figure1 was not processed and was used as received. The sample satisfied the requirements of IS: 3812 (Part I). The physical and chemical properties as supplied by the Kahalgaon Thermal Power Plant, NTPC are shown in Tables 2 and 3.Table 2
Physical properties of fly ash.
Sl. number
Physical properties
Observed values
1
Specific gravity
2.51
2
Initial setting time
45 Min
3
Final setting time
280 Min
4
Consistency
35%Table 3
Chemical properties of fly ash.
Sl. number
Test conducted
Observed values (%)
Requirement as per IS: 1320-1981
1
Loss of ignition
2.32
5.0 (max)
2
Silica as SiO2
42.04
SiO2 + Fe2O3 + Al2O3 = 70
3
Iron as Fe2O3
4.40
—
4
Alumina as Al2O3
33.60
—
5
Calcium as CaO
12.73
—
6
Magnesium as MgO
0.00
5.0 (max)
7
Sulphate as SO3
0.40
3.0 (max)
8
Lime reactivity
4 N/mm2
4.5 (max)Figure 1
Fly ash sample.


## 2.1.3. Quarry Dust

The quarry dust used in this study was used as a partial replacement for fine aggregate and was obtained locally. The sample of quarry dust, shown in Figure2, was analyzed in terms of physical properties and is presented in Table 4. The sieve analysis results are presented in Table 5.Table 4
Physical properties of quarry dust and natural sand.
Property
Quarry dust
Natural sand
Test method
Specific gravity
2.54
2.67
IS 2386 (Part III) 1963
Bulk relative density (kg/m3)
1800
1770
IS 2386 (Part III) 1963
Absorption (%)
1.4
1.2
IS 2386 (Part III) 1963
Moisture content (%)
Nil
Nil
IS 2386 (Part III) 1963Table 5
Sieve analysis of quarry dust.
IS sievedesignation
Weightretained (kg)
Percentage ofweight retained
Cumulative percentage ofweight retained
Percentage of fineness byweight
4.75 mm
0.40
0.040
4.00
96
2.36 mm
0.025
0.065
6.50
93.50
1.18 mm
0.117
0.182
18.20
81.80
600 micron
0.152
0.334
33.40
66.60
300 micron
0.443
0.777
77.70
22.30
150 micron
0.170
0.947
94.70
5.30Figure 2
Quarry dust sample.


## 2.1.4. Sand

Ordinary sand from river Sone having fineness modulus of 2.60 was used. Sand after sieve analysis (Table6) conforms to zone II as per IS: 383-1970.Table 6
Sieve analysis of fine aggregate.
IS sieve (mm)
Weight retained (Kg)
Cumulative weight (Kg)
Percentage retained
Percentage passing
Remarks
4.75
0.034
0.034
3.4
96.6
Sand zone II as per IS: 383-1970 CLAUSE 4.3 Table 4
2.36
0.026
0.060
6
94
1.18
0.140
0.200
20
80
600
0.162
0.362
36.2
63.30
300
0.425
0.787
78.7
21.30
150
0.185
0.972
97.2
2.30


## 2.2. Mortar Mixes

Two control mixes, namely, 1 : 3 cement sand mortar mix, QC series, with 0, 20, 50, and 100 percent partial replacement by weight of natural sand with quarry dust and 1 : 3 cement sand mortar mix with 20% partial replacement by weight of natural sand with quarry dust which was further modified by replacing 0%, 15%, 20%, 25%, and 30% cement with low calcium fly ash by weight (QF series) were prepared. Properties of mortar, namely, compressive strength and transverse strength, have been selected for study.According to the guidelines for the fly ash modified mortar mixes, the cementing coefficient of 0.30 has been considered for fly ash as the lubricating action of fly ash reduces water requirement and hence drying shrinkage. The water to cement (w/c) ratio for all the mixes was fixed at 0.44 and water to powder (w/p) ratio was calculated as
(1)WP=WC+WF=(wc)×weightofcement+0.3×(wc)×weightofflyash.
Here WP represents weight of water required for powder consisting of cement and fly ash. The mortar mix proportion is given in Table 7.Table 7
Mix proportioning for 1 : 3 mortar mixes.
Sample name
Cement(gm)
Fly ash(% of cement)
Natural sand(gm)
Quarry dust(% of sand)
w/c
Water(for cement) (gm)
Water for fly ash (gms)
w/p
QC1
1200
0
3600
0
0.44
528
0
0.44
QC2
1200
0
2880
20
0.44
528
0
0.44
QC3
1200
0
1800
50
0.44
528
0
0.44
QC4
1200
0
0
100
0.44
528
0
0.44
QF1
1020
15
2880
20
0.44
449
24
0.39
QF2
960
20
2880
20
0.44
422
32
0.38
QF3
900
25
2880
20
0.44
396
40
0.36
QF4
840
30
2880
20
0.44
370
48
0.35


## 2.3. Test Method

Compressive strength of cement mortar was determined on cubes of face 50 cm2 in area (7.06 cm cubes) made with one part of cement and three parts of standard sand (confirming to IS: 4031-1996) by weight and water corresponding to 25% of normal consistency plus 3% of the combined weight of the cement or sand. The mortar was placed in the standard 7.06 cm size moulds and compacted with ramming. The specimens were taken out of curing tank at designated ages (3, 7, 28, and 50 days) and tested for their compressive strength.The cement mortar specimens of size40*40*160 mm were prepared for transverse strength test. Four kN flexure testing machine (electrically operated) was used to determine the transverse strength of mortars. The test equipment meets the essential requirements of IS: 1727-1967. The transverse strength (T) of the specimen is calculated as per IS: 4031, Part 8
(2)T=0.234×P,
where P is applied load in KN at the time of breaking and T is in kgf/cm2.


## 3. Results and Discussion

### 3.1. Compressive Strength Test Results

The results of compressive strength test are shown in Tables8 and 9. Figures 3 and 4 show the variation of compressive strength of all the mixes at different ages. Examining the strength at 3 days and 7 days of age it can be seen that increasing the quarry dust content from 0% to 100% has caused minimal increase in compressive strength for fly ash content of 0%. However, examining the strength at 28 days and 50 days of age it can be seen that the rate of increase in compressive strength decreases when natural sand was replaced by 50% and 100% quarry dust. This decrease is significant when natural sand is completely replaced by quarry dust. The decrease in compressive strength is almost 13% and 10% as compared with the strength of reference mix (QC1) at 28 and 50 days. Mix proportion QC2 revealed an increase of compressive strength up to 6% at both 28 days and 50 days as compared to reference mix while the increase was 4% in case of mix proportion QC3 when compared to reference mix QC1. This may be due to the fact that 20% replacement of natural sand by quarry dust may show the optimum reaction with optimum filler capacity. It can be concluded that 20% replacement of natural sand by quarry dust will yield the maximum strengths for cement mortar. Figure 5 represents the variation of compressive strength at 28 and 50 days for mortar mixes of QC series with different percentages of quarry dust.Table 8
Compressive strength test result for QC series.
Sample name
Three-day strength
(N/mm2)
Seven-day strength (N/mm2)
28-day     strength (N/mm2)
50-day strength (N/mm2)
QC1
23.84
31.84
41.15
42.44
QC2
24.68
33.62
43.70
44.88
QC3
24.48
33.48
42.85
44.15
QC4
24.26
31.88
35.86
40.56Table 9
Compressive strength test result for QF series.
Sample name
Three-day strength (N/mm2)
Seven-day strength (N/mm2)
28-day     strength (N/mm2)
50-day strength (N/mm2)
QF1
24.84
32.84
43.00
52.62
QF2
24.88
33.62
42.45
53.55
QF3
24.48
33.84
42.70
54.38
QF4
24.26
31.88
43.84
55.65Figure 3
Compressive strength test results for QC series.Figure 4
Compressive strength test results for QF series.Figure 5
Variation of compressive strength with various percentage of quarry dust replacement in natural sand.Further when fly ash is partially replaced with cement from 0 to 30% in mortar with 20% quarry dust (QF series), there is an overall increase in strength at 3 days, 7 days, and 28 days of age. The drop in compressive strength due to conversion reaction decreases with increase in fly ash content for a given water to powder ratio. The increase in fly ash content improves the compressive strength, for a given water to powder ratio. It was observed that the decrease in early strength by the addition of fly ash is ameliorated by the addition of quarry dust. Examining the data obtained at 50 days it can be seen that in general there is a considerable increase in strength and the increase is almost 32% for mortar mix QF4 with 20% quarry dust and 30% fly ash as compared with reference mix (QC1). The variation of compressive strength at 28 and 50 days for mortar mixes of QF series with various percentages of fly ash in cement can be observed from Figure6 while Figure 7 represents the percentage increase or decrease of compressive strength for all the mortar mixes at 28 and 50 days of age.Figure 6
Variation of compressive strength with various percentage of fly ach replacement in cement.Figure 7
Compressive strength test results.


### 3.2. Transverse Strength Test

The results of the transverse strength tests for all the mortar mixes are shown in Table10 and illustrated in Figure 8. These results show that the transverse strength of fly ash modified mortar mixes increases with the increase of the fly ash ratio. It can be seen that there is significant increase in transverse strength when compared with that of the reference mix. The increase is almost 18% and 36% at 28 and 50 days of age. This trend can again be attributed to the fact that fly ash possesses large pozzolanic reaction and improved interfacial bond between paste and aggregates.Table 10
Transverse strength test result.
Mix proportion
28 days (N/mm2)
50 days (N/mm2)
QC1
2.06
2.15
QC2
1.95
2.25
QC3
1.88
2.12
QC4
1.86
2.20
QF1
2.00
2.57
QF2
2.08
2.72
QF3
2.10
2.85
QF4
2.12
3.07Figure 8
Transverse strength test results.


## 3.1. Compressive Strength Test Results

The results of compressive strength test are shown in Tables8 and 9. Figures 3 and 4 show the variation of compressive strength of all the mixes at different ages. Examining the strength at 3 days and 7 days of age it can be seen that increasing the quarry dust content from 0% to 100% has caused minimal increase in compressive strength for fly ash content of 0%. However, examining the strength at 28 days and 50 days of age it can be seen that the rate of increase in compressive strength decreases when natural sand was replaced by 50% and 100% quarry dust. This decrease is significant when natural sand is completely replaced by quarry dust. The decrease in compressive strength is almost 13% and 10% as compared with the strength of reference mix (QC1) at 28 and 50 days. Mix proportion QC2 revealed an increase of compressive strength up to 6% at both 28 days and 50 days as compared to reference mix while the increase was 4% in case of mix proportion QC3 when compared to reference mix QC1. This may be due to the fact that 20% replacement of natural sand by quarry dust may show the optimum reaction with optimum filler capacity. It can be concluded that 20% replacement of natural sand by quarry dust will yield the maximum strengths for cement mortar. Figure 5 represents the variation of compressive strength at 28 and 50 days for mortar mixes of QC series with different percentages of quarry dust.Table 8
Compressive strength test result for QC series.
Sample name
Three-day strength
(N/mm2)
Seven-day strength (N/mm2)
28-day     strength (N/mm2)
50-day strength (N/mm2)
QC1
23.84
31.84
41.15
42.44
QC2
24.68
33.62
43.70
44.88
QC3
24.48
33.48
42.85
44.15
QC4
24.26
31.88
35.86
40.56Table 9
Compressive strength test result for QF series.
Sample name
Three-day strength (N/mm2)
Seven-day strength (N/mm2)
28-day     strength (N/mm2)
50-day strength (N/mm2)
QF1
24.84
32.84
43.00
52.62
QF2
24.88
33.62
42.45
53.55
QF3
24.48
33.84
42.70
54.38
QF4
24.26
31.88
43.84
55.65Figure 3
Compressive strength test results for QC series.Figure 4
Compressive strength test results for QF series.Figure 5
Variation of compressive strength with various percentage of quarry dust replacement in natural sand.Further when fly ash is partially replaced with cement from 0 to 30% in mortar with 20% quarry dust (QF series), there is an overall increase in strength at 3 days, 7 days, and 28 days of age. The drop in compressive strength due to conversion reaction decreases with increase in fly ash content for a given water to powder ratio. The increase in fly ash content improves the compressive strength, for a given water to powder ratio. It was observed that the decrease in early strength by the addition of fly ash is ameliorated by the addition of quarry dust. Examining the data obtained at 50 days it can be seen that in general there is a considerable increase in strength and the increase is almost 32% for mortar mix QF4 with 20% quarry dust and 30% fly ash as compared with reference mix (QC1). The variation of compressive strength at 28 and 50 days for mortar mixes of QF series with various percentages of fly ash in cement can be observed from Figure6 while Figure 7 represents the percentage increase or decrease of compressive strength for all the mortar mixes at 28 and 50 days of age.Figure 6
Variation of compressive strength with various percentage of fly ach replacement in cement.Figure 7
Compressive strength test results.


## 3.2. Transverse Strength Test

The results of the transverse strength tests for all the mortar mixes are shown in Table10 and illustrated in Figure 8. These results show that the transverse strength of fly ash modified mortar mixes increases with the increase of the fly ash ratio. It can be seen that there is significant increase in transverse strength when compared with that of the reference mix. The increase is almost 18% and 36% at 28 and 50 days of age. This trend can again be attributed to the fact that fly ash possesses large pozzolanic reaction and improved interfacial bond between paste and aggregates.Table 10
Transverse strength test result.
Mix proportion
28 days (N/mm2)
50 days (N/mm2)
QC1
2.06
2.15
QC2
1.95
2.25
QC3
1.88
2.12
QC4
1.86
2.20
QF1
2.00
2.57
QF2
2.08
2.72
QF3
2.10
2.85
QF4
2.12
3.07Figure 8
Transverse strength test results.


## 4. Conclusions

From the present investigation and limited observations reported, the combined use of quarry rock dust and fly ash exhibited excellent performance due to efficient microfilling ability and pozzolanic activity. It was observed that the decrease in early strength by the addition of fly ash is ameliorated by the addition of quarry dust. Therefore, the results of this study provide a strong recommendation for the combined use of quarry rock dust and fly ash in mortar/concrete manufacturing. Quarry dust qualifies itself as suitable substitute for river sand. Thus, it can be concluded that the replacement of natural sand with quarry dust, as partial replacement, in mortar/concrete is possible. However, it is advisable to carry out trial casting with quarry sand proposed to be used, in order to arrive at the water content and mix proportion to suit the required workability levels and strength requirement. Also it is advisable to remove excess fines of size up to 150 microns by washing.



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*Source: 626425-2014-03-27.xml*