# Effect of Flyash Addition on Mechanical and Gamma Radiation Shielding Properties of Concrete

Authors: Kanwaldeep Singh; Sukhpal Singh; Gurmel Singh
Journal: Journal of Energy
 (2014)

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## Abstract

Six concrete mixtures were prepared with 0%, 20%, 30%, 40%, 50%, and 60% of flyash replacing the cement content and having constant water to cement ratio. The testing specimens were casted and their mechanical parameters were tested experimentally in accordance with the Indian standards. Results of mechanical parameters show their improvement with age of the specimens and results of radiation parameters show no significant effect of flyash substitution on mass attenuation coefficient.


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## Body

## 1. Introduction

With the increasing applications of radioactive isotopes in several fields of science and technology, there arises the need of using them with extreme care, only after having proper shielding. Efficiency and cost of the material are the two factors that are primarily taken care of, for selecting any material for field applications. Concrete is the most widely used material for shielding gamma radiations satisfying the guidelines. It is used in abundance, particularly due to its good radiation shielding and mechanical properties [1]. Concrete has structure heterogeneous in nature and the origin of its peculiar characteristics is its internal structure. The structure/microstructure variation for a material is a very important factor which plays a crucial role in determining the mechanical properties and its deformation behaviour. The knowledge of complex relation between properties of concrete ingredients and its structure assists in preparing concrete mixture according to the requirements as it has lasting effect on workability, early strength, shrinkage of hardened concrete, and permeability characteristics of concrete.To make cost effective concrete, research has been carried out to use minimum amount of cement and aggregates and utilise by-products in as much quantity as possible. Ground blast furnace slag, silica fume, foundry sand, cement kiln dust, and flyash are the major materials that have been tested as an alternative of cement. Among the various admixtures, flyash is most suitable due to its pozzolanic nature. Not only does flyash play the role of filler but it also has the properties of a binder. It reacts with free lime liberated during the hydration of cement resulting in positive effect on late age strength of concrete. It is particularly suitable to use in mass concrete applications where the cement requirement is large.The properties of fresh and hardened concrete have been studied in detail by various workers. Workability, slump loss, setting time, bleeding, segregation, and a number of related practical issues are addressed among the properties of fresh concrete [2–5]. Among the hardened concrete properties, compressive strength and other mechanical and physical properties of hardened concrete such as tensile strength, elastic properties, shrinkage, creep, cracking resistance, electrical and thermal transport, and other properties were studied [6–15]. Also the effects of addition of flyash in preparing concrete on the quality, workability, and durability were studied. Durability of concrete having certain amount of flyash in place of cement was superior to concrete without flyash [16–18], the effect of flyash incorporation on the water demand was reported [19–21], the compressive strength of flyash concrete showed continuous improvement with age [22–25], and early shrinkage behaviour of flyash concrete was studied [26, 27]. The above reported effects of flyash addition to concretes are due to suitable changes in the structure of concretes.The interaction of gamma radiation with matter has been studied in the past by several workers in concretes with the help of different interaction parameters such as mass attenuation coefficients [28–33]. Flyash was studied as a radiation shielding material for gamma rays and reported that it if compacted to high degree it can be used for shielding [34].In this study, concrete specimens were prepared with flyash substituting different percentages of cement. The mechanical properties, slump, compressive strength, flexural strength, and modulus of elasticity, were measured for the prepared samples. Along with these mechanical properties, the radiation interaction parameters, namely, linear and mass attenuation coefficient, were also calculated for the prepared specimens.


## 2. Material and Methods

### 2.1. Materials

Ordinary Portland cement (43 grade) was used. The physical properties of cement are given in Table1 as specified by Indian specifications IS: 8112-1989 [35]. Flyash used in the study was obtained from thermal power plant, Bathinda. Flyash used was of Class F type (CaO < 10%). Fine aggregate (natural sand) used in this study was having 4.75 mm maximum size. Coarse aggregate (gravel) used in this study was of 12.5 mm nominal size. The results of physical properties and sieve analysis are given in Table 2. Potable water was used as mixing water for preparation of specimens.Table 1
Physical properties of Portland cement.
Physical test
Requirement IS: 8112-1989
Fineness (retained on 90µm sieve)
10 max.
Time of setting (min.)
Initial
30 min.
Final
600 max.
Compressive strength (MPa)
28 days
33 min.
91 days
43 max.
Specific gravity
3.15Table 2
Sieve analysis of aggregates.
Fine aggregates
Requirement
Coarse aggregates
Requirement
Sieve size
Percent
Sieve size
Percent
passing
IS: 383-1970
passing
IS: 383-1970
4.75 mm
97
90–100
12.5 mm
96
95–100
2.36 mm
92
85–100
10 mm
73
40–85
1.18 mm
78
75–100
4.75 mm
5
0–10
600µm
63
60–79
300µm
37
12–40
150µm
4
0–10


### 2.2. Methods

Six concrete specimens were prepared. One mixture was made without using flyash and other mixtures were made with flyash as a replacement for cement by weight. Cement was replaced with 20%, 30%, 40%, 50%, and 60% of flyash by weight. The mixture proportion (kg/m3) of prepared concrete specimens is shown in Table 3. The concrete samples were prepared with same water to cementitious ratio. W/c=0.40 was taken for preparing samples. This ratio was taken as constant, so as to only investigate the effect of flyash addition to the ordinary concrete. The prepared samples were named as OC1, OC2, OC3, OC4, OC5, and OC6, in which 0%, 20%, 30%, 40%, 50%, and 60% of flyash have replaced the cement content.Table 3
Mixture proportions (kg/m3).
Sample
Cement
Flyash
Water
w/(c + fa)
Fine
Coarse
%
Weight
aggregate
aggregate
OC1
484
0
0
194
0.4
638
1078
OC2
387
20
97
194
0.4
638
1078
OC3
339
30
145
194
0.4
638
1078
OC4
290
40
194
194
0.4
638
1078
OC5
242
50
242
194
0.4
638
1078
OC6
294
60
290
194
0.4
638
1078The test specimens were prepared according to specifications of IS: 516-1959 [36]. Concrete cubes of 150 mm in size were casted for testing compressive strength of specimens. Test specimens of 100 × 100 × 500 mm beams were casted for testing flexural strength. Test specimens of 150 × 300 mm cylinders were casted for testing modulus of elasticity. They were kept in casting room for 24 hours at a temperature about 25°C. They were demolded after 24 hours and then put into water bath until the time of testing [37]. At the end of curing period, several tests were done on test specimens to determine some of their mechanical properties and the results obtained are shown in the following section.The mass attenuation coefficients of all six concretes have been calculated with the help of winXCOM, a computer program initially developed by Berger and Hubbell and later modified to window version by Gerward et al. [35].


## 2.1. Materials

Ordinary Portland cement (43 grade) was used. The physical properties of cement are given in Table1 as specified by Indian specifications IS: 8112-1989 [35]. Flyash used in the study was obtained from thermal power plant, Bathinda. Flyash used was of Class F type (CaO < 10%). Fine aggregate (natural sand) used in this study was having 4.75 mm maximum size. Coarse aggregate (gravel) used in this study was of 12.5 mm nominal size. The results of physical properties and sieve analysis are given in Table 2. Potable water was used as mixing water for preparation of specimens.Table 1
Physical properties of Portland cement.
Physical test
Requirement IS: 8112-1989
Fineness (retained on 90µm sieve)
10 max.
Time of setting (min.)
Initial
30 min.
Final
600 max.
Compressive strength (MPa)
28 days
33 min.
91 days
43 max.
Specific gravity
3.15Table 2
Sieve analysis of aggregates.
Fine aggregates
Requirement
Coarse aggregates
Requirement
Sieve size
Percent
Sieve size
Percent
passing
IS: 383-1970
passing
IS: 383-1970
4.75 mm
97
90–100
12.5 mm
96
95–100
2.36 mm
92
85–100
10 mm
73
40–85
1.18 mm
78
75–100
4.75 mm
5
0–10
600µm
63
60–79
300µm
37
12–40
150µm
4
0–10


## 2.2. Methods

Six concrete specimens were prepared. One mixture was made without using flyash and other mixtures were made with flyash as a replacement for cement by weight. Cement was replaced with 20%, 30%, 40%, 50%, and 60% of flyash by weight. The mixture proportion (kg/m3) of prepared concrete specimens is shown in Table 3. The concrete samples were prepared with same water to cementitious ratio. W/c=0.40 was taken for preparing samples. This ratio was taken as constant, so as to only investigate the effect of flyash addition to the ordinary concrete. The prepared samples were named as OC1, OC2, OC3, OC4, OC5, and OC6, in which 0%, 20%, 30%, 40%, 50%, and 60% of flyash have replaced the cement content.Table 3
Mixture proportions (kg/m3).
Sample
Cement
Flyash
Water
w/(c + fa)
Fine
Coarse
%
Weight
aggregate
aggregate
OC1
484
0
0
194
0.4
638
1078
OC2
387
20
97
194
0.4
638
1078
OC3
339
30
145
194
0.4
638
1078
OC4
290
40
194
194
0.4
638
1078
OC5
242
50
242
194
0.4
638
1078
OC6
294
60
290
194
0.4
638
1078The test specimens were prepared according to specifications of IS: 516-1959 [36]. Concrete cubes of 150 mm in size were casted for testing compressive strength of specimens. Test specimens of 100 × 100 × 500 mm beams were casted for testing flexural strength. Test specimens of 150 × 300 mm cylinders were casted for testing modulus of elasticity. They were kept in casting room for 24 hours at a temperature about 25°C. They were demolded after 24 hours and then put into water bath until the time of testing [37]. At the end of curing period, several tests were done on test specimens to determine some of their mechanical properties and the results obtained are shown in the following section.The mass attenuation coefficients of all six concretes have been calculated with the help of winXCOM, a computer program initially developed by Berger and Hubbell and later modified to window version by Gerward et al. [35].


## 3. Theory

Workability of fresh concrete is defined by two parameters, homogeneity and consistency. Homogeneity was checked by the uniform distribution of constituents and consistency was checked by slump cone test.Compressive strength is the capacity of concrete to withstand axially directed pushing forces. It is a measure of force that can be applied to the concrete before it cracks or fails. The flexural strength estimates the load under which the cracking will develop. The modulus of elasticity, also known as secant modulus, is calculated for 33% of the maximum stress. It reflects the ability of the concrete to deform elastically.When a beam of monochromatic radiations passes through matter, the intensity of the beam is reduced to some extent. The decrease in intensity of radiation fromIo to I is given by Lambert-Beer law:
(1)I=Ioe-μ/ρρx,
where ρ is density of target sample, x is the thickness of target sample, and μ/ρ (cm2/gm) is mass attenuation coefficient, denoted by μρ. For a compound or mixture, it is given by
(2)μρ=∑wiμρi,
where wi and μ/ρi are the weight fraction and mass attenuation coefficient, respectively, of the constituent element i. The linear attenuation coefficient, μ (cm−1), was calculated by multiplying μρ by the density of samples.


## 4. Results and Discussion

### 4.1. Mechanical Parameters

#### 4.1.1. Workability

Slump was measured as per IS: 1199-1959 [38] by slump cone test having top diameter 10 cm, bottom diameter 20 cm, and height 30 cm. The measured slump of control specimen was 76 mm. Plastic concrete with the slump around this true value can fill the mold properly with good concrete quality.


#### 4.1.2. Compressive Strength

After measuring the gamma ray interaction parameters, the samples were then checked out for its mechanical strength. It is clear from Figures1(a) and 1(b) that the early age strength of flyash concrete is less than the anticipated value and it goes on increasing with the passage of time. We can also conclude that the continuous strength gain of flyash concrete increases more with the elapsing of time than for ordinary concrete without flyash.(a) Compressive strength of ordinary concrete versus age. (b) Compressive strength of flyash concrete versus age.
(a)
(b)The effect of flyash addition to ordinary concretes for all the six specimens on the compressive strength of specimens with age of 7, 28, and 91 days by compression testing machine is shown in Figure2. The compressive strength of concrete at a given age under given curing conditions depends mainly on water to cementitious ratio and varies in accordance with Abram’s law [39] defining the relation between compressive strength and w/c ratio. Figure 2 shows that the compressive strength of prepared specimens decreases with the addition of flyash in place of cement and it decreases with the increase in flyash content. This conclusion is true for any number of days of testing. The compressive strength of OC1 concretes decreased by 75% after 7 days, 59% after 28 days, and 56% after 91 days with flyash replacing cement by 60%. Also the reduction in compressive strength is enhanced by 143% after 28 days and 183% after 91 days for concrete having 60% flyash in place of cement instead of increase of 46% after 28 days and by 59% after 91 days for ordinary concrete. The compressive strength results show that flyash concrete mixtures can be used for structural purposes, although lower compressive strength results for flyash concretes are obtained as the strength will increase with age.Figure 2
Compressive strength versus age.


#### 4.1.3. Flexural Strength

The flexural strength of the prepared samples was determined at the age of 7, 28, and 91 days. The results of the flexural strength variation for the replacement of cement with five different percentages of flyash with age are shown in Figure3 and it clearly showed that the strength increased with number of days. As is clear from Figure 3, it decreased with an increase in flyash content in place of cement and it decreased by 50% after 7 days, 36% after 28 days, and 34% after 91 days for concrete containing 60% flyash in place of cement. Also the reduction in flexural strength is enhanced by 56% after 28 days and 67% after 91 days for concrete having 60% flyash in place of cement instead of increase of 21% after 28 days and by 26% after 91 days for ordinary concrete. As expected, the flexural strength of concrete is relatively low in comparison to the compressive strength. As the compressive strength of concrete increases with age, the flexural strength also increased but at a decreased rate.Figure 3
Flexural strength versus age.


#### 4.1.4. Modulus of Elasticity

It was determined for all the samples at the age of 7, 28, and 91 days. Figure4 shows the elastic modulus development with time for the concrete specimens containing different percentages of flyash. The variation of modulus of elasticity with change in flyash content is similar to the variation of tensile strength. Figure 4 indicates that the modulus of elasticity reduced by 50% after 7 days, 36% after 28 days, and 34% after 91 days for concrete having 60% flyash in place of cement. Figure 4 clearly shows that the modulus of elasticity of concrete specimens increased with age of concrete. The reduction in elasticity modulus is enhanced by 56% after 28 days and 68% after 91 days for concrete having 60% flyash in place of cement instead of increase of 21% after 28 days and by 26% after 91 days for ordinary concrete.Figure 4
Modulus of elasticity versus age.


### 4.2. Radiation Parameters

#### 4.2.1. Attenuation Coefficient

The elemental composition of the six concretes used in this study is shown in Table4 and the mass attenuation coefficient of concrete samples was calculated by WinXcom.Table 4
Elemental analysis of concrete mixtures.
Element
Weight fraction
OC1
OC2
OC3
OC4
OC5
OC6
Carbon
0.05717
0.05460
0.05330
0.05200
0.05080
0.04916
Oxygen
0.48899
0.49163
0.49284
0.49404
0.49524
0.49412
Sodium
0.00300
0.00301
0.00301
0.00301
0.00301
0.00299
Magnesium
0.00461
0.00441
0.00431
0.00431
0.00421
0.00419
Aluminum
0.03624
0.04168
0.04438
0.04709
0.04979
0.05235
Silicon
0.24539
0.25458
0.25909
0.26360
0.26811
0.27144
Sulphur
0.00300
0.00240
0.00230
0.00180
0.00150
0.00120
Potassium
0.01312
0.01323
0.01333
0.01333
0.01343
0.01356
Calcium
0.08771
0.07284
0.06542
0.05811
0.05060
0.04747
Titanium
0.00170
0.00260
0.00311
0.00361
0.00401
0.00449
Iron
0.04155
0.04188
0.04198
0.04218
0.04248
0.04238
Copper
0.01081
0.01052
0.01042
0.01042
0.01032
0.01017
Zinc
0.00671
0.00661
0.00651
0.00651
0.00651
0.00648Figure5 shows the variation of total mass attenuation coefficient, μρ, with energy for the chosen concretes in the wide energy range of 10 keV to 100 GeV. Also the experimental data of mass attenuation coefficient for six concrete specimens at 0.662 MeV has been marked in Figure 5. It is observed that μρ decreases sharply in the low energy region, then it becomes almost constant in the medium energy region, and it increases in the high energy region. Figure 5 shows that total mass attenuation coefficients decreased drastically with increasing photon energy in energy region 1 keV to 100 keV, it decreased slightly with increasing photon energy in energy region of 100 keV to 10 MeV, and it increased slowly and further becomes constant with increasing photon energy in energy region of 10 MeV to 100 GeV. This behaviour of μρ confirms the Z-dependence of different interaction processes in different energy regions and hence the variation of corresponding mass attenuation coefficients with energy. The results of mass attenuation coefficients confirmed that there is no effect on these radiation parameters (Table 5) with change in flyash content from 0% to 60% in place of cement.Table 5
Results of radiation parameters.
Sample
µ
ρ
ρ
µ
(cm2/gm)
(gm/cm3)
(cm−1)
OC1
0.0769
2.28
0.175
OC2
0.0769
2.19
0.168
OC3
0.0769
2.14
0.164
OC4
0.0769
2.11
0.162
OC5
0.0769
2.08
0.159
OC6
0.0769
2.06
0.158Figure 5
Mass attenuation coefficient with photon energy.


## 4.1. Mechanical Parameters

### 4.1.1. Workability

Slump was measured as per IS: 1199-1959 [38] by slump cone test having top diameter 10 cm, bottom diameter 20 cm, and height 30 cm. The measured slump of control specimen was 76 mm. Plastic concrete with the slump around this true value can fill the mold properly with good concrete quality.


### 4.1.2. Compressive Strength

After measuring the gamma ray interaction parameters, the samples were then checked out for its mechanical strength. It is clear from Figures1(a) and 1(b) that the early age strength of flyash concrete is less than the anticipated value and it goes on increasing with the passage of time. We can also conclude that the continuous strength gain of flyash concrete increases more with the elapsing of time than for ordinary concrete without flyash.(a) Compressive strength of ordinary concrete versus age. (b) Compressive strength of flyash concrete versus age.
(a)
(b)The effect of flyash addition to ordinary concretes for all the six specimens on the compressive strength of specimens with age of 7, 28, and 91 days by compression testing machine is shown in Figure2. The compressive strength of concrete at a given age under given curing conditions depends mainly on water to cementitious ratio and varies in accordance with Abram’s law [39] defining the relation between compressive strength and w/c ratio. Figure 2 shows that the compressive strength of prepared specimens decreases with the addition of flyash in place of cement and it decreases with the increase in flyash content. This conclusion is true for any number of days of testing. The compressive strength of OC1 concretes decreased by 75% after 7 days, 59% after 28 days, and 56% after 91 days with flyash replacing cement by 60%. Also the reduction in compressive strength is enhanced by 143% after 28 days and 183% after 91 days for concrete having 60% flyash in place of cement instead of increase of 46% after 28 days and by 59% after 91 days for ordinary concrete. The compressive strength results show that flyash concrete mixtures can be used for structural purposes, although lower compressive strength results for flyash concretes are obtained as the strength will increase with age.Figure 2
Compressive strength versus age.


### 4.1.3. Flexural Strength

The flexural strength of the prepared samples was determined at the age of 7, 28, and 91 days. The results of the flexural strength variation for the replacement of cement with five different percentages of flyash with age are shown in Figure3 and it clearly showed that the strength increased with number of days. As is clear from Figure 3, it decreased with an increase in flyash content in place of cement and it decreased by 50% after 7 days, 36% after 28 days, and 34% after 91 days for concrete containing 60% flyash in place of cement. Also the reduction in flexural strength is enhanced by 56% after 28 days and 67% after 91 days for concrete having 60% flyash in place of cement instead of increase of 21% after 28 days and by 26% after 91 days for ordinary concrete. As expected, the flexural strength of concrete is relatively low in comparison to the compressive strength. As the compressive strength of concrete increases with age, the flexural strength also increased but at a decreased rate.Figure 3
Flexural strength versus age.


### 4.1.4. Modulus of Elasticity

It was determined for all the samples at the age of 7, 28, and 91 days. Figure4 shows the elastic modulus development with time for the concrete specimens containing different percentages of flyash. The variation of modulus of elasticity with change in flyash content is similar to the variation of tensile strength. Figure 4 indicates that the modulus of elasticity reduced by 50% after 7 days, 36% after 28 days, and 34% after 91 days for concrete having 60% flyash in place of cement. Figure 4 clearly shows that the modulus of elasticity of concrete specimens increased with age of concrete. The reduction in elasticity modulus is enhanced by 56% after 28 days and 68% after 91 days for concrete having 60% flyash in place of cement instead of increase of 21% after 28 days and by 26% after 91 days for ordinary concrete.Figure 4
Modulus of elasticity versus age.


## 4.1.1. Workability

Slump was measured as per IS: 1199-1959 [38] by slump cone test having top diameter 10 cm, bottom diameter 20 cm, and height 30 cm. The measured slump of control specimen was 76 mm. Plastic concrete with the slump around this true value can fill the mold properly with good concrete quality.


## 4.1.2. Compressive Strength

After measuring the gamma ray interaction parameters, the samples were then checked out for its mechanical strength. It is clear from Figures1(a) and 1(b) that the early age strength of flyash concrete is less than the anticipated value and it goes on increasing with the passage of time. We can also conclude that the continuous strength gain of flyash concrete increases more with the elapsing of time than for ordinary concrete without flyash.(a) Compressive strength of ordinary concrete versus age. (b) Compressive strength of flyash concrete versus age.
(a)
(b)The effect of flyash addition to ordinary concretes for all the six specimens on the compressive strength of specimens with age of 7, 28, and 91 days by compression testing machine is shown in Figure2. The compressive strength of concrete at a given age under given curing conditions depends mainly on water to cementitious ratio and varies in accordance with Abram’s law [39] defining the relation between compressive strength and w/c ratio. Figure 2 shows that the compressive strength of prepared specimens decreases with the addition of flyash in place of cement and it decreases with the increase in flyash content. This conclusion is true for any number of days of testing. The compressive strength of OC1 concretes decreased by 75% after 7 days, 59% after 28 days, and 56% after 91 days with flyash replacing cement by 60%. Also the reduction in compressive strength is enhanced by 143% after 28 days and 183% after 91 days for concrete having 60% flyash in place of cement instead of increase of 46% after 28 days and by 59% after 91 days for ordinary concrete. The compressive strength results show that flyash concrete mixtures can be used for structural purposes, although lower compressive strength results for flyash concretes are obtained as the strength will increase with age.Figure 2
Compressive strength versus age.


## 4.1.3. Flexural Strength

The flexural strength of the prepared samples was determined at the age of 7, 28, and 91 days. The results of the flexural strength variation for the replacement of cement with five different percentages of flyash with age are shown in Figure3 and it clearly showed that the strength increased with number of days. As is clear from Figure 3, it decreased with an increase in flyash content in place of cement and it decreased by 50% after 7 days, 36% after 28 days, and 34% after 91 days for concrete containing 60% flyash in place of cement. Also the reduction in flexural strength is enhanced by 56% after 28 days and 67% after 91 days for concrete having 60% flyash in place of cement instead of increase of 21% after 28 days and by 26% after 91 days for ordinary concrete. As expected, the flexural strength of concrete is relatively low in comparison to the compressive strength. As the compressive strength of concrete increases with age, the flexural strength also increased but at a decreased rate.Figure 3
Flexural strength versus age.


## 4.1.4. Modulus of Elasticity

It was determined for all the samples at the age of 7, 28, and 91 days. Figure4 shows the elastic modulus development with time for the concrete specimens containing different percentages of flyash. The variation of modulus of elasticity with change in flyash content is similar to the variation of tensile strength. Figure 4 indicates that the modulus of elasticity reduced by 50% after 7 days, 36% after 28 days, and 34% after 91 days for concrete having 60% flyash in place of cement. Figure 4 clearly shows that the modulus of elasticity of concrete specimens increased with age of concrete. The reduction in elasticity modulus is enhanced by 56% after 28 days and 68% after 91 days for concrete having 60% flyash in place of cement instead of increase of 21% after 28 days and by 26% after 91 days for ordinary concrete.Figure 4
Modulus of elasticity versus age.


## 4.2. Radiation Parameters

### 4.2.1. Attenuation Coefficient

The elemental composition of the six concretes used in this study is shown in Table4 and the mass attenuation coefficient of concrete samples was calculated by WinXcom.Table 4
Elemental analysis of concrete mixtures.
Element
Weight fraction
OC1
OC2
OC3
OC4
OC5
OC6
Carbon
0.05717
0.05460
0.05330
0.05200
0.05080
0.04916
Oxygen
0.48899
0.49163
0.49284
0.49404
0.49524
0.49412
Sodium
0.00300
0.00301
0.00301
0.00301
0.00301
0.00299
Magnesium
0.00461
0.00441
0.00431
0.00431
0.00421
0.00419
Aluminum
0.03624
0.04168
0.04438
0.04709
0.04979
0.05235
Silicon
0.24539
0.25458
0.25909
0.26360
0.26811
0.27144
Sulphur
0.00300
0.00240
0.00230
0.00180
0.00150
0.00120
Potassium
0.01312
0.01323
0.01333
0.01333
0.01343
0.01356
Calcium
0.08771
0.07284
0.06542
0.05811
0.05060
0.04747
Titanium
0.00170
0.00260
0.00311
0.00361
0.00401
0.00449
Iron
0.04155
0.04188
0.04198
0.04218
0.04248
0.04238
Copper
0.01081
0.01052
0.01042
0.01042
0.01032
0.01017
Zinc
0.00671
0.00661
0.00651
0.00651
0.00651
0.00648Figure5 shows the variation of total mass attenuation coefficient, μρ, with energy for the chosen concretes in the wide energy range of 10 keV to 100 GeV. Also the experimental data of mass attenuation coefficient for six concrete specimens at 0.662 MeV has been marked in Figure 5. It is observed that μρ decreases sharply in the low energy region, then it becomes almost constant in the medium energy region, and it increases in the high energy region. Figure 5 shows that total mass attenuation coefficients decreased drastically with increasing photon energy in energy region 1 keV to 100 keV, it decreased slightly with increasing photon energy in energy region of 100 keV to 10 MeV, and it increased slowly and further becomes constant with increasing photon energy in energy region of 10 MeV to 100 GeV. This behaviour of μρ confirms the Z-dependence of different interaction processes in different energy regions and hence the variation of corresponding mass attenuation coefficients with energy. The results of mass attenuation coefficients confirmed that there is no effect on these radiation parameters (Table 5) with change in flyash content from 0% to 60% in place of cement.Table 5
Results of radiation parameters.
Sample
µ
ρ
ρ
µ
(cm2/gm)
(gm/cm3)
(cm−1)
OC1
0.0769
2.28
0.175
OC2
0.0769
2.19
0.168
OC3
0.0769
2.14
0.164
OC4
0.0769
2.11
0.162
OC5
0.0769
2.08
0.159
OC6
0.0769
2.06
0.158Figure 5
Mass attenuation coefficient with photon energy.


## 4.2.1. Attenuation Coefficient

The elemental composition of the six concretes used in this study is shown in Table4 and the mass attenuation coefficient of concrete samples was calculated by WinXcom.Table 4
Elemental analysis of concrete mixtures.
Element
Weight fraction
OC1
OC2
OC3
OC4
OC5
OC6
Carbon
0.05717
0.05460
0.05330
0.05200
0.05080
0.04916
Oxygen
0.48899
0.49163
0.49284
0.49404
0.49524
0.49412
Sodium
0.00300
0.00301
0.00301
0.00301
0.00301
0.00299
Magnesium
0.00461
0.00441
0.00431
0.00431
0.00421
0.00419
Aluminum
0.03624
0.04168
0.04438
0.04709
0.04979
0.05235
Silicon
0.24539
0.25458
0.25909
0.26360
0.26811
0.27144
Sulphur
0.00300
0.00240
0.00230
0.00180
0.00150
0.00120
Potassium
0.01312
0.01323
0.01333
0.01333
0.01343
0.01356
Calcium
0.08771
0.07284
0.06542
0.05811
0.05060
0.04747
Titanium
0.00170
0.00260
0.00311
0.00361
0.00401
0.00449
Iron
0.04155
0.04188
0.04198
0.04218
0.04248
0.04238
Copper
0.01081
0.01052
0.01042
0.01042
0.01032
0.01017
Zinc
0.00671
0.00661
0.00651
0.00651
0.00651
0.00648Figure5 shows the variation of total mass attenuation coefficient, μρ, with energy for the chosen concretes in the wide energy range of 10 keV to 100 GeV. Also the experimental data of mass attenuation coefficient for six concrete specimens at 0.662 MeV has been marked in Figure 5. It is observed that μρ decreases sharply in the low energy region, then it becomes almost constant in the medium energy region, and it increases in the high energy region. Figure 5 shows that total mass attenuation coefficients decreased drastically with increasing photon energy in energy region 1 keV to 100 keV, it decreased slightly with increasing photon energy in energy region of 100 keV to 10 MeV, and it increased slowly and further becomes constant with increasing photon energy in energy region of 10 MeV to 100 GeV. This behaviour of μρ confirms the Z-dependence of different interaction processes in different energy regions and hence the variation of corresponding mass attenuation coefficients with energy. The results of mass attenuation coefficients confirmed that there is no effect on these radiation parameters (Table 5) with change in flyash content from 0% to 60% in place of cement.Table 5
Results of radiation parameters.
Sample
µ
ρ
ρ
µ
(cm2/gm)
(gm/cm3)
(cm−1)
OC1
0.0769
2.28
0.175
OC2
0.0769
2.19
0.168
OC3
0.0769
2.14
0.164
OC4
0.0769
2.11
0.162
OC5
0.0769
2.08
0.159
OC6
0.0769
2.06
0.158Figure 5
Mass attenuation coefficient with photon energy.


## 5. Conclusions

From the undertaken study, the following conclusions can be drawn.(1)
There is well defined decrease in compressive strength results with an increase in cement content by flyash, but still the compressive strength results of flyash concretes were satisfactory and they can be used for construction purposes.(2)
The gain in compressive strength of flyash concretes after 28 days is more than in the case of ordinary concrete. With the increase in age of concrete, strength goes on increasing for flyash concretes. The pozzolanic reaction of flyash develops later than cement.(3)
Tensile strength as well as modulus of elasticity of concretes decreases with an increase in flyash content. Decrease is quite less pronounced for the results of tensile strength than in case of modulus of elasticity.(4)
From results it is clear that, with change in flyash content, there is no change in mass attenuation coefficient of all the test specimens with electron density remaining constant.(5)
There is only slight variation in results of linear attenuation coefficient. The linear attenuation coefficient changes with flyash replacement as it is dependent on the density of mixtures.



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*Source: 486093-2014-11-16.xml*