# Use of Coal Bottom Ash as Mechanical Stabiliser in Subgrade Soil

Authors: Abdus Salaam Cadersa; Akshay Kumar Seeborun; Andre Chan Chim Yuk
Journal: Journal of Engineering
 (2014)

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## Abstract

This paper presents the laboratory investigation work which forms part of a full scale research road project in Mauritius where coal bottom ash is used as mechanical stabiliser in a saprolitic subgrade soil. Three mixtures of subgrade soil and CBA were investigated in the laboratory, each containing varying percentages of coal bottom ash by weight (15%, 30%, and 40%, resp.). The laboratory research indicated that the mechanical properties of the subgrade soil are improved with the addition of bottom ash. Highest values for soaked and unsoaked CBR values were obtained for the mixture containing 30% by weight of bottom ash, which were 145% and 95%, respectively, as compared to 40% and 55% for the subgrade soil alone. Upon addition of coal bottom ash, a considerable decrease in swelling potential during soaking was observed for the mixture containing 40% by weight of CBA. The swell decreased from 0.17% for the subgrade soil alone to 0.04% for the mixture containing 40% by weight of CBA. Moreover, a CBA content of 30% resulted in a mix of intermediate plasticity as compared to the subgrade soil which is highly plastic. It is concluded that coal bottom ash can be used successfully as a mechanical stabilizer in the experimental subgrade soil by addition of 30 to 40% of CBA.


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## Body

## 1. Introduction

In Mauritius, in the year 2008, thermal power generation accounted for 96% of the total energy produced, out of which the contribution of coal as fuel was 45% and over 105 000 tonnes of coal ash were generated [1]. In view of the expected increase in utilization of coal for power generation in the forthcoming decades in Mauritius, ash disposal may become a major environmental problem unless appropriate measures are adopted. In order to address this issue, the government of Mauritius has set up a Technical Advisory Committee (TAC) in 2007 to investigate on the disposal of coal ash in an integrated environment strategy [2]. The TAC concluded that coal ash can be defined as a recyclable by-product of energy production that requires environmental supervision in its use and recommended both encapsulated and unencapsulated applications. The encapsulated uses of coal ash include partial substitute for cement (blending with cement), aggregates for concrete products, mineral filler in asphalt, and controlled low strength materials. The unencapsulated uses of coal ash are fills below roads/buildings/pavements/parking areas, soil stabilization, and material for pipe bedding [3].Physically, CBA has a semispherical to spherical particle shape and a complex morphology with a rough surface texture [4]. The rough surface and angular shape of the coal bottom ash generally increase particle interlocking and restrict movement from one particle to another, therefore providing mechanical stabilisation to a soil.Rifa’i et al. [5] recommended the use of coal bottom ash as a mechanical stabiliser for soft soils based on laboratory results showing a rise in California bearing ratio (CBR) values upon addition of a mixture of coal bottom ash and coal fly ash to a soft soil. An optimum CBR rise was observed in the range of 15 to 30 percent of coal fly ash added. Also, a decrease in swelling potential ranging from 14% to 0% was observed when using a coal ash content of 45% by weight of a soft soil. However, addition of ash beyond that percentage reduced the strength of the coal ash mixture. Gray and Lin [6] concluded that properly compacted coal bottom ash met the engineering requirements for load bearing fills and pavement subbases.In line with recommendations of the TAC, laboratory research on the use of coal bottom ash as mechanical stabilizer for subgrade soil in road construction projects has been carried out. Khodabacus [7] assessed whether a mixture of soil and coal bottom ash could be used as capping layer in pavement construction. Two coarse grained soils and one fine grained soil were used in the research. Khodabacus [7] concluded that coal bottom ash is a good stabiliser for soil in enhancing the strength and decreasing the swelling pressure and recommended the use of 30 to 50% by weight of coal bottom ash to soil as a mechanical stabilizer. Dirpal [8] assessed the effect of coal bottom ash on the mechanical properties of residual soils. Compaction tests and California bearing ratio (CBR) tests were carried out on bottom ash and residual soil mixtures in proportions of 0% CBA, 20% CBA, and 40% CBA to residual soil by weight, respectively. The research showed that as the proportion of bottom ash increased from 0% to 40%, maximum dry density (MDD) decreased and the soaked CBR value increased from 14% to 23% under standard compaction. Dirpal [8] concluded that a mixture of residual soil and bottom ash can be used as an economical engineered fill in embankments, backfills, and road bases.Seenundun [9] evaluated the use of coal power plant wastes in engineered fills and found that coal bottom ash brought an improvement in the compaction characteristics of a silty soil sample.It is to be noted that the characteristics of bottom ash can depend on the coal source and plant operations and therefore vary from plant to plant. Hence, the values for the different characteristics reported by researchers apply only to the ash samples tested by those researchers and must not be taken as absolutes.In 2012, the University of Mauritius in collaboration with the Road Development Authority embarked on the construction of a pilot road stretch where coal bottom ash will be used as mechanical stabilizer in subgrade soil. This paper presents the laboratory research work that has been carried out prior to the design and implementation of the pilot stretch. The objectives of this laboratory investigation were to assess whether the use of the coal bottom ash is technically feasible as mechanical stabilizer for that particular subgrade soil and to determine the optimum mixture proportion of coal bottom ash to subgrade soil that yields the highest CBR value and lowest swelling potential.


## 2. Materials and Methodology

### 2.1. Materials

Materials used in this laboratory research are disposed coal bottom ash collected from a local thermal power plant located in the eastern region of the island and two subgrade soil samples taken from an experimental stretch of a road construction project. The soil sample was taken at a depth of 750 mm from the natural subgrade level. The subgrade is a saprolitic soil.


### 2.2. Laboratory Test and Standards

Laboratory tests were carried out on samples of subgrade soil, coal bottom ash, and mixtures of subgrade soil and bottom ash according to standards as described in Table1.Table 1
Laboratory tests carried out and standards used.
Test and standard
Samples on which tests were carried out
Subgrade soil
Coal bottom ash
Mixture of subgrade soil and bottom ash
Particle size distributionBS 1377-2:1990
√
√
√
(only for mixture containing 30% by weight of CBA)
Particle densityBS 1377-2:1990
√
√
Atterberg limitsBS 1377-2:1990
√
√
(only for mixture containing 30% by weight of CBA)
Heavy proctor testBS 1377:4:1990
√
√ (for all mixtures)
California bearing ratioBS 1377:4:1990
√
√ (for all mixtures)
Loss on ignitionBS 1377-3:1990
√


#### 2.2.1. Particle Size Distribution

Particle size distribution was carried out for subgrade soil, CBA, and the optimum CBA-soil mix (30% CBA and 70% soil mix) samples in accordance with test method BS 1377-2:1990 clause 9.2 and 9.5 [10].


#### 2.2.2. Hydrometer Sedimentation

For the particles passing the 63μm sieve sizes, hydrometer sedimentation method for classifying the CBA and soil samples was adopted in accordance with clause 9.5 of BS 1377-2:1990 [10].


#### 2.2.3. Atterberg Limits

The consistency limit tests were performed on samples of the subgrade soil and on the mixture containing 30% by weight of CBA in accordance with BS 1377-2:1990 clause 4 [10] to classify the samples in terms of their plasticity index. The liquid limit was determined through the cone penetrometer test.Limits for the coal bottom ash were not determined since the CBA is a nonplastic material.


#### 2.2.4. Particle Density

The particle density of the subgrade soil and CBA samples were performed according to BS 1377-2:1990 clause 8.3 (small pycnometer method) [10].


#### 2.2.5. Dry Density and Moisture Content Relation

The test was performed in accordance with clause 6.4.2 of BS 1377:4:1990 [10] on air-dried coal bottom ash and soil samples. The maximum dry density and the optimum moisture content were determined in a CBR mould using a 4.5 kg hand rammer.0%, 15%, 30%, and 40% by weight of coal bottom ash were added to subgrade soil. Each of the four specimens was compacted in 5 layers, with each layer receiving 62 blows. Owing to the local crushing of the CBA, fresh samples of coal bottom ash and subgrade soil were used for every test.


#### 2.2.6. California Bearing Ratio Test

The California bearing ratio test was carried out as per BS 1377:4:1990 clause 7 [10] on samples of subgrade soil and mixtures of subgrade soil and coal bottom ash [10].For CBR testing, the samples were air dried and pretreated for compaction as per clause 7.2 of BS 1377:4:1990 [10]. Since the field CBR value is expected to lie within the range of laboratory 4-day soaked and unsoaked CBR values due to the fact that the equilibrium moisture content of the field subgrade soil lies between the moisture content of the soaked and unsoaked conditions, the subgrade soil and mixtures containing 15%, 30%, and 40% by weight of coal bottom ash mixes were subjected to CBR tests both in the unsoaked and soaked conditions.


#### 2.2.7. Loss on Ignition

The loss on ignition test was performed on the CBA samples in accordance with BS 1377-3:1990 clause 4.3 [10].


## 2.1. Materials

Materials used in this laboratory research are disposed coal bottom ash collected from a local thermal power plant located in the eastern region of the island and two subgrade soil samples taken from an experimental stretch of a road construction project. The soil sample was taken at a depth of 750 mm from the natural subgrade level. The subgrade is a saprolitic soil.


## 2.2. Laboratory Test and Standards

Laboratory tests were carried out on samples of subgrade soil, coal bottom ash, and mixtures of subgrade soil and bottom ash according to standards as described in Table1.Table 1
Laboratory tests carried out and standards used.
Test and standard
Samples on which tests were carried out
Subgrade soil
Coal bottom ash
Mixture of subgrade soil and bottom ash
Particle size distributionBS 1377-2:1990
√
√
√
(only for mixture containing 30% by weight of CBA)
Particle densityBS 1377-2:1990
√
√
Atterberg limitsBS 1377-2:1990
√
√
(only for mixture containing 30% by weight of CBA)
Heavy proctor testBS 1377:4:1990
√
√ (for all mixtures)
California bearing ratioBS 1377:4:1990
√
√ (for all mixtures)
Loss on ignitionBS 1377-3:1990
√


### 2.2.1. Particle Size Distribution

Particle size distribution was carried out for subgrade soil, CBA, and the optimum CBA-soil mix (30% CBA and 70% soil mix) samples in accordance with test method BS 1377-2:1990 clause 9.2 and 9.5 [10].


### 2.2.2. Hydrometer Sedimentation

For the particles passing the 63μm sieve sizes, hydrometer sedimentation method for classifying the CBA and soil samples was adopted in accordance with clause 9.5 of BS 1377-2:1990 [10].


### 2.2.3. Atterberg Limits

The consistency limit tests were performed on samples of the subgrade soil and on the mixture containing 30% by weight of CBA in accordance with BS 1377-2:1990 clause 4 [10] to classify the samples in terms of their plasticity index. The liquid limit was determined through the cone penetrometer test.Limits for the coal bottom ash were not determined since the CBA is a nonplastic material.


### 2.2.4. Particle Density

The particle density of the subgrade soil and CBA samples were performed according to BS 1377-2:1990 clause 8.3 (small pycnometer method) [10].


### 2.2.5. Dry Density and Moisture Content Relation

The test was performed in accordance with clause 6.4.2 of BS 1377:4:1990 [10] on air-dried coal bottom ash and soil samples. The maximum dry density and the optimum moisture content were determined in a CBR mould using a 4.5 kg hand rammer.0%, 15%, 30%, and 40% by weight of coal bottom ash were added to subgrade soil. Each of the four specimens was compacted in 5 layers, with each layer receiving 62 blows. Owing to the local crushing of the CBA, fresh samples of coal bottom ash and subgrade soil were used for every test.


### 2.2.6. California Bearing Ratio Test

The California bearing ratio test was carried out as per BS 1377:4:1990 clause 7 [10] on samples of subgrade soil and mixtures of subgrade soil and coal bottom ash [10].For CBR testing, the samples were air dried and pretreated for compaction as per clause 7.2 of BS 1377:4:1990 [10]. Since the field CBR value is expected to lie within the range of laboratory 4-day soaked and unsoaked CBR values due to the fact that the equilibrium moisture content of the field subgrade soil lies between the moisture content of the soaked and unsoaked conditions, the subgrade soil and mixtures containing 15%, 30%, and 40% by weight of coal bottom ash mixes were subjected to CBR tests both in the unsoaked and soaked conditions.


### 2.2.7. Loss on Ignition

The loss on ignition test was performed on the CBA samples in accordance with BS 1377-3:1990 clause 4.3 [10].


## 2.2.1. Particle Size Distribution

Particle size distribution was carried out for subgrade soil, CBA, and the optimum CBA-soil mix (30% CBA and 70% soil mix) samples in accordance with test method BS 1377-2:1990 clause 9.2 and 9.5 [10].


## 2.2.2. Hydrometer Sedimentation

For the particles passing the 63μm sieve sizes, hydrometer sedimentation method for classifying the CBA and soil samples was adopted in accordance with clause 9.5 of BS 1377-2:1990 [10].


## 2.2.3. Atterberg Limits

The consistency limit tests were performed on samples of the subgrade soil and on the mixture containing 30% by weight of CBA in accordance with BS 1377-2:1990 clause 4 [10] to classify the samples in terms of their plasticity index. The liquid limit was determined through the cone penetrometer test.Limits for the coal bottom ash were not determined since the CBA is a nonplastic material.


## 2.2.4. Particle Density

The particle density of the subgrade soil and CBA samples were performed according to BS 1377-2:1990 clause 8.3 (small pycnometer method) [10].


## 2.2.5. Dry Density and Moisture Content Relation

The test was performed in accordance with clause 6.4.2 of BS 1377:4:1990 [10] on air-dried coal bottom ash and soil samples. The maximum dry density and the optimum moisture content were determined in a CBR mould using a 4.5 kg hand rammer.0%, 15%, 30%, and 40% by weight of coal bottom ash were added to subgrade soil. Each of the four specimens was compacted in 5 layers, with each layer receiving 62 blows. Owing to the local crushing of the CBA, fresh samples of coal bottom ash and subgrade soil were used for every test.


## 2.2.6. California Bearing Ratio Test

The California bearing ratio test was carried out as per BS 1377:4:1990 clause 7 [10] on samples of subgrade soil and mixtures of subgrade soil and coal bottom ash [10].For CBR testing, the samples were air dried and pretreated for compaction as per clause 7.2 of BS 1377:4:1990 [10]. Since the field CBR value is expected to lie within the range of laboratory 4-day soaked and unsoaked CBR values due to the fact that the equilibrium moisture content of the field subgrade soil lies between the moisture content of the soaked and unsoaked conditions, the subgrade soil and mixtures containing 15%, 30%, and 40% by weight of coal bottom ash mixes were subjected to CBR tests both in the unsoaked and soaked conditions.


## 2.2.7. Loss on Ignition

The loss on ignition test was performed on the CBA samples in accordance with BS 1377-3:1990 clause 4.3 [10].


## 3. Results and Discussion

### 3.1. Subgrade Soil

#### 3.1.1. Classification of Soil Sample

The subgrade soil sample had light reddish brown colour and had a rough surface texture with some gravel sized particles and cobbles. The particle size distribution of the soil is given in Figure1.Figure 1
Particle size distribution of subgrade soil.The effective diameter (D10) of the particles is 0.02 mm. The uniformity and gradation coefficients are 138.89 and 4.01, respectively. The fine fraction had a liquid limit of 60% and a plastic limit of 36%. According to the British Soil Classification System, the soil sample can be classified as a well-graded sandy GRAVEL with some silt. The saprolitic soil was formed from the weathering of basaltic rocks.


#### 3.1.2. Moisture-Density Relationship

A relatively high specific gravity value,G
s of 2.88, was obtained for the saprolitic soil. A maximum dry density of 1612 kg/m3 corresponding to an optimum moisture content of 25.7% was observed, as shown in Figure 2.Figure 2
Compaction curve for subgrade soil.


#### 3.1.3. California Bearing Ratio and Swelling

The CBR value of unsoaked soil sample was obtained as 55% at a compacted dry density of 1560 kg/m3 and at a corresponding moisture content of 28.7%. The CBR value lies in the range of 20–50% suggested by Look [11] for well-graded sand gravel soils. The 4-day soaked CBR obtained was 50% at a compacted bulk density of 1586 kg/m3 and at a moisture content of 27.2%. A swelling of 0.17% was observed at the end of the 4-day soaking procedure, which is desirable for pavement construction. Moreover, the compaction was already achieved in the range of 0 to 5% air void ratio that is near saturation.


### 3.2. Coal Bottom Ash

#### 3.2.1. Classification of Coal Bottom Ash

The coal bottom ash was collected from a local power plant and was a dark gray angular coarse material with some popcorn like materials. The particle distribution curve for the ash is given in Figure3.Figure 3
Particle size distribution of coal bottom ash sample.The effective size (D10) of coal bottom ash particles is 0.10 mm and the uniformity and gradation coefficients are 47.5 and 3.56, respectively, which correspond to a well-graded soil [12]. The coal bottom ash can be categorised as per the British Standard Soil Classification as a well-graded sandy GRAVEL since more than 35% of the soil fraction is greater than 0.06 mm. Moreover, the coal bottom ash exhibited nonplastic behaviour.


#### 3.2.2. Loss on Ignition

The loss on ignition (LOI) test yielded a value of 3.2% for the coal bottom ash sample. The LOI value for CBA is almost similar to that obtained by Seenundun [9]. As per the British Standard designation, the LOI test is performed on sample with particle size less than 2.00 mm and pulverized through 425 μm to ensure that the entire sample is ignited with a higher surface area exposed.


### 3.3. Mixture of Subgrade Soil and Coal Bottom Ash

#### 3.3.1. Particle Size Distribution Comparison

Addition of bottom ash to the subgrade soil resulted in a mixture having a better graded particle size distribution than the constituent soils. This is illustrated in Figure4 whereby the grading curve of the 30% CBA to 70% soil by weight mixture lies at an intermediate position with respect to the grading curves of the subgrade soil and coal bottom ash. Therefore, stability and mechanical strength of the coal bottom ash and subgrade soil mixture are increased, until a maximum is reached corresponding to the optimum proportion of 30% BA : 70% subgrade soil.Figure 4
Particle size distribution comparison for soil, CBA, and soil-CBA mix.In addition, the mixture containing 30% by weight of CBA had a plastic limit of 22%, a liquid limit of 50%, and thus a plasticity index of 28%. The soil mixture can therefore be classified as a soil of intermediate plasticity (L.L between 35% and 50%), which is more desirable as a subgrade material compared to the subgrade soil only which is highly plastic.


#### 3.3.2. Moisture-Density Relationship

Upon addition of coal bottom ash in increasing proportions to the soil by weight, the maximum dry density decreased as illustrated in Figure5.Figure 5
Trend of maximum dry density with increasing coal bottom ash content.This is in line with findings of Khodabacus [7] who reported a drop in MDD from 1440 kg/m3 to 1338 kg/m3 upon addition of CBA obtained from a local power plant to coarse gravel soil under modified compaction tests. Usually, coal bottom ashes exhibit lower maximum dry densities (MDD) compared to conventional granular aggregates which may be a result of the lower specific gravity of coal bottom ash [7, 9, 13]. In this research, the particle density of coal bottom ash was 2.22 Mg/m3, lower than that of the soil which is 2.88 Mg/m3 such that the combined MDD of the CBA and subgrade soil mixture decreased with increasing CBA content.Moreover, a decrease in the optimum moisture content is observed from an optimum moisture content of 25.7% with the subgrade soil compared to an optimum moisture content of 22.8% with 60% soil and 40% CBA mix. This decline may be occurring due to the nonplastic nature of the coal bottom ash. Since coal bottom ash has a higher void ratio at around 5 to 15% compared to soil at maximum dry density, which is around 1 to 5% [14], there is an increase in the void ratio of the subgrade soil and CBA mixture which ranges from 5% to 10%, depending on the CBA content. Consequently, water absorption into these voids is most probable, leading to a decrease in moisture content.Rogbeck and Knutz [15] state that laboratory compaction curves for coal bottom ash generally exhibit lower optimum moisture content, demonstrating the insensitivity of coal bottom ash to water.


#### 3.3.3. CBR Values with Addition of CBA

The variation of the CBR value with coal bottom ash content in the soil is shown in Figure6.Figure 6
Graph of soaked and unsoaked CBR values with increasing CBA content.Addition of coal bottom ash generally increases the CBR value until reaching a maximum 30% coal bottom ash by weight, where both the soaked and unsoaked CBR values are the highest. This is due to the fact that addition of CBA leads to an increasingly well-graded particle size distribution as shown in Figure4, such that particles of soil and ash particles get more closely packed together. This causes an increase in the mechanical strength. Moreover, during compaction, the coal ash particles undergo a certain degree of local crushing thus further filling up the voids and increasing cohesion. The decrease in the void ratio eventually increases the bearing capacity. However, a further increase in the CBA content causes the CBR value to decrease since the particle size of coal bottom ash starts to predominate the size distribution of the mix. Eventually, with more coarse particles, an increase in particle interference is caused which restricts the rearrangement of the mix particles into a closely packed arrangement. Cohesive and bonding forces are also minimal due to a decrease in fine content.


#### 3.3.4. Trend in Swelling Characteristics

The effect of coal bottom ash content on the swelling potential is graphically illustrated in Figure7. Upon addition of coal bottom ash, a considerable decrease in swelling potential is observed, namely, a decrease from 0.17% (0% CBA) to 0.04% (40% CBA), which is in line with findings of Rifa’i et al. [5] and Khodabacus [7].Figure 7
Graph showing swelling potential (%) with increasing CBA content (%).


## 3.1. Subgrade Soil

### 3.1.1. Classification of Soil Sample

The subgrade soil sample had light reddish brown colour and had a rough surface texture with some gravel sized particles and cobbles. The particle size distribution of the soil is given in Figure1.Figure 1
Particle size distribution of subgrade soil.The effective diameter (D10) of the particles is 0.02 mm. The uniformity and gradation coefficients are 138.89 and 4.01, respectively. The fine fraction had a liquid limit of 60% and a plastic limit of 36%. According to the British Soil Classification System, the soil sample can be classified as a well-graded sandy GRAVEL with some silt. The saprolitic soil was formed from the weathering of basaltic rocks.


### 3.1.2. Moisture-Density Relationship

A relatively high specific gravity value,G
s of 2.88, was obtained for the saprolitic soil. A maximum dry density of 1612 kg/m3 corresponding to an optimum moisture content of 25.7% was observed, as shown in Figure 2.Figure 2
Compaction curve for subgrade soil.


### 3.1.3. California Bearing Ratio and Swelling

The CBR value of unsoaked soil sample was obtained as 55% at a compacted dry density of 1560 kg/m3 and at a corresponding moisture content of 28.7%. The CBR value lies in the range of 20–50% suggested by Look [11] for well-graded sand gravel soils. The 4-day soaked CBR obtained was 50% at a compacted bulk density of 1586 kg/m3 and at a moisture content of 27.2%. A swelling of 0.17% was observed at the end of the 4-day soaking procedure, which is desirable for pavement construction. Moreover, the compaction was already achieved in the range of 0 to 5% air void ratio that is near saturation.


## 3.1.1. Classification of Soil Sample

The subgrade soil sample had light reddish brown colour and had a rough surface texture with some gravel sized particles and cobbles. The particle size distribution of the soil is given in Figure1.Figure 1
Particle size distribution of subgrade soil.The effective diameter (D10) of the particles is 0.02 mm. The uniformity and gradation coefficients are 138.89 and 4.01, respectively. The fine fraction had a liquid limit of 60% and a plastic limit of 36%. According to the British Soil Classification System, the soil sample can be classified as a well-graded sandy GRAVEL with some silt. The saprolitic soil was formed from the weathering of basaltic rocks.


## 3.1.2. Moisture-Density Relationship

A relatively high specific gravity value,G
s of 2.88, was obtained for the saprolitic soil. A maximum dry density of 1612 kg/m3 corresponding to an optimum moisture content of 25.7% was observed, as shown in Figure 2.Figure 2
Compaction curve for subgrade soil.


## 3.1.3. California Bearing Ratio and Swelling

The CBR value of unsoaked soil sample was obtained as 55% at a compacted dry density of 1560 kg/m3 and at a corresponding moisture content of 28.7%. The CBR value lies in the range of 20–50% suggested by Look [11] for well-graded sand gravel soils. The 4-day soaked CBR obtained was 50% at a compacted bulk density of 1586 kg/m3 and at a moisture content of 27.2%. A swelling of 0.17% was observed at the end of the 4-day soaking procedure, which is desirable for pavement construction. Moreover, the compaction was already achieved in the range of 0 to 5% air void ratio that is near saturation.


## 3.2. Coal Bottom Ash

### 3.2.1. Classification of Coal Bottom Ash

The coal bottom ash was collected from a local power plant and was a dark gray angular coarse material with some popcorn like materials. The particle distribution curve for the ash is given in Figure3.Figure 3
Particle size distribution of coal bottom ash sample.The effective size (D10) of coal bottom ash particles is 0.10 mm and the uniformity and gradation coefficients are 47.5 and 3.56, respectively, which correspond to a well-graded soil [12]. The coal bottom ash can be categorised as per the British Standard Soil Classification as a well-graded sandy GRAVEL since more than 35% of the soil fraction is greater than 0.06 mm. Moreover, the coal bottom ash exhibited nonplastic behaviour.


### 3.2.2. Loss on Ignition

The loss on ignition (LOI) test yielded a value of 3.2% for the coal bottom ash sample. The LOI value for CBA is almost similar to that obtained by Seenundun [9]. As per the British Standard designation, the LOI test is performed on sample with particle size less than 2.00 mm and pulverized through 425 μm to ensure that the entire sample is ignited with a higher surface area exposed.


## 3.2.1. Classification of Coal Bottom Ash

The coal bottom ash was collected from a local power plant and was a dark gray angular coarse material with some popcorn like materials. The particle distribution curve for the ash is given in Figure3.Figure 3
Particle size distribution of coal bottom ash sample.The effective size (D10) of coal bottom ash particles is 0.10 mm and the uniformity and gradation coefficients are 47.5 and 3.56, respectively, which correspond to a well-graded soil [12]. The coal bottom ash can be categorised as per the British Standard Soil Classification as a well-graded sandy GRAVEL since more than 35% of the soil fraction is greater than 0.06 mm. Moreover, the coal bottom ash exhibited nonplastic behaviour.


## 3.2.2. Loss on Ignition

The loss on ignition (LOI) test yielded a value of 3.2% for the coal bottom ash sample. The LOI value for CBA is almost similar to that obtained by Seenundun [9]. As per the British Standard designation, the LOI test is performed on sample with particle size less than 2.00 mm and pulverized through 425 μm to ensure that the entire sample is ignited with a higher surface area exposed.


## 3.3. Mixture of Subgrade Soil and Coal Bottom Ash

### 3.3.1. Particle Size Distribution Comparison

Addition of bottom ash to the subgrade soil resulted in a mixture having a better graded particle size distribution than the constituent soils. This is illustrated in Figure4 whereby the grading curve of the 30% CBA to 70% soil by weight mixture lies at an intermediate position with respect to the grading curves of the subgrade soil and coal bottom ash. Therefore, stability and mechanical strength of the coal bottom ash and subgrade soil mixture are increased, until a maximum is reached corresponding to the optimum proportion of 30% BA : 70% subgrade soil.Figure 4
Particle size distribution comparison for soil, CBA, and soil-CBA mix.In addition, the mixture containing 30% by weight of CBA had a plastic limit of 22%, a liquid limit of 50%, and thus a plasticity index of 28%. The soil mixture can therefore be classified as a soil of intermediate plasticity (L.L between 35% and 50%), which is more desirable as a subgrade material compared to the subgrade soil only which is highly plastic.


### 3.3.2. Moisture-Density Relationship

Upon addition of coal bottom ash in increasing proportions to the soil by weight, the maximum dry density decreased as illustrated in Figure5.Figure 5
Trend of maximum dry density with increasing coal bottom ash content.This is in line with findings of Khodabacus [7] who reported a drop in MDD from 1440 kg/m3 to 1338 kg/m3 upon addition of CBA obtained from a local power plant to coarse gravel soil under modified compaction tests. Usually, coal bottom ashes exhibit lower maximum dry densities (MDD) compared to conventional granular aggregates which may be a result of the lower specific gravity of coal bottom ash [7, 9, 13]. In this research, the particle density of coal bottom ash was 2.22 Mg/m3, lower than that of the soil which is 2.88 Mg/m3 such that the combined MDD of the CBA and subgrade soil mixture decreased with increasing CBA content.Moreover, a decrease in the optimum moisture content is observed from an optimum moisture content of 25.7% with the subgrade soil compared to an optimum moisture content of 22.8% with 60% soil and 40% CBA mix. This decline may be occurring due to the nonplastic nature of the coal bottom ash. Since coal bottom ash has a higher void ratio at around 5 to 15% compared to soil at maximum dry density, which is around 1 to 5% [14], there is an increase in the void ratio of the subgrade soil and CBA mixture which ranges from 5% to 10%, depending on the CBA content. Consequently, water absorption into these voids is most probable, leading to a decrease in moisture content.Rogbeck and Knutz [15] state that laboratory compaction curves for coal bottom ash generally exhibit lower optimum moisture content, demonstrating the insensitivity of coal bottom ash to water.


### 3.3.3. CBR Values with Addition of CBA

The variation of the CBR value with coal bottom ash content in the soil is shown in Figure6.Figure 6
Graph of soaked and unsoaked CBR values with increasing CBA content.Addition of coal bottom ash generally increases the CBR value until reaching a maximum 30% coal bottom ash by weight, where both the soaked and unsoaked CBR values are the highest. This is due to the fact that addition of CBA leads to an increasingly well-graded particle size distribution as shown in Figure4, such that particles of soil and ash particles get more closely packed together. This causes an increase in the mechanical strength. Moreover, during compaction, the coal ash particles undergo a certain degree of local crushing thus further filling up the voids and increasing cohesion. The decrease in the void ratio eventually increases the bearing capacity. However, a further increase in the CBA content causes the CBR value to decrease since the particle size of coal bottom ash starts to predominate the size distribution of the mix. Eventually, with more coarse particles, an increase in particle interference is caused which restricts the rearrangement of the mix particles into a closely packed arrangement. Cohesive and bonding forces are also minimal due to a decrease in fine content.


### 3.3.4. Trend in Swelling Characteristics

The effect of coal bottom ash content on the swelling potential is graphically illustrated in Figure7. Upon addition of coal bottom ash, a considerable decrease in swelling potential is observed, namely, a decrease from 0.17% (0% CBA) to 0.04% (40% CBA), which is in line with findings of Rifa’i et al. [5] and Khodabacus [7].Figure 7
Graph showing swelling potential (%) with increasing CBA content (%).


## 3.3.1. Particle Size Distribution Comparison

Addition of bottom ash to the subgrade soil resulted in a mixture having a better graded particle size distribution than the constituent soils. This is illustrated in Figure4 whereby the grading curve of the 30% CBA to 70% soil by weight mixture lies at an intermediate position with respect to the grading curves of the subgrade soil and coal bottom ash. Therefore, stability and mechanical strength of the coal bottom ash and subgrade soil mixture are increased, until a maximum is reached corresponding to the optimum proportion of 30% BA : 70% subgrade soil.Figure 4
Particle size distribution comparison for soil, CBA, and soil-CBA mix.In addition, the mixture containing 30% by weight of CBA had a plastic limit of 22%, a liquid limit of 50%, and thus a plasticity index of 28%. The soil mixture can therefore be classified as a soil of intermediate plasticity (L.L between 35% and 50%), which is more desirable as a subgrade material compared to the subgrade soil only which is highly plastic.


## 3.3.2. Moisture-Density Relationship

Upon addition of coal bottom ash in increasing proportions to the soil by weight, the maximum dry density decreased as illustrated in Figure5.Figure 5
Trend of maximum dry density with increasing coal bottom ash content.This is in line with findings of Khodabacus [7] who reported a drop in MDD from 1440 kg/m3 to 1338 kg/m3 upon addition of CBA obtained from a local power plant to coarse gravel soil under modified compaction tests. Usually, coal bottom ashes exhibit lower maximum dry densities (MDD) compared to conventional granular aggregates which may be a result of the lower specific gravity of coal bottom ash [7, 9, 13]. In this research, the particle density of coal bottom ash was 2.22 Mg/m3, lower than that of the soil which is 2.88 Mg/m3 such that the combined MDD of the CBA and subgrade soil mixture decreased with increasing CBA content.Moreover, a decrease in the optimum moisture content is observed from an optimum moisture content of 25.7% with the subgrade soil compared to an optimum moisture content of 22.8% with 60% soil and 40% CBA mix. This decline may be occurring due to the nonplastic nature of the coal bottom ash. Since coal bottom ash has a higher void ratio at around 5 to 15% compared to soil at maximum dry density, which is around 1 to 5% [14], there is an increase in the void ratio of the subgrade soil and CBA mixture which ranges from 5% to 10%, depending on the CBA content. Consequently, water absorption into these voids is most probable, leading to a decrease in moisture content.Rogbeck and Knutz [15] state that laboratory compaction curves for coal bottom ash generally exhibit lower optimum moisture content, demonstrating the insensitivity of coal bottom ash to water.


## 3.3.3. CBR Values with Addition of CBA

The variation of the CBR value with coal bottom ash content in the soil is shown in Figure6.Figure 6
Graph of soaked and unsoaked CBR values with increasing CBA content.Addition of coal bottom ash generally increases the CBR value until reaching a maximum 30% coal bottom ash by weight, where both the soaked and unsoaked CBR values are the highest. This is due to the fact that addition of CBA leads to an increasingly well-graded particle size distribution as shown in Figure4, such that particles of soil and ash particles get more closely packed together. This causes an increase in the mechanical strength. Moreover, during compaction, the coal ash particles undergo a certain degree of local crushing thus further filling up the voids and increasing cohesion. The decrease in the void ratio eventually increases the bearing capacity. However, a further increase in the CBA content causes the CBR value to decrease since the particle size of coal bottom ash starts to predominate the size distribution of the mix. Eventually, with more coarse particles, an increase in particle interference is caused which restricts the rearrangement of the mix particles into a closely packed arrangement. Cohesive and bonding forces are also minimal due to a decrease in fine content.


## 3.3.4. Trend in Swelling Characteristics

The effect of coal bottom ash content on the swelling potential is graphically illustrated in Figure7. Upon addition of coal bottom ash, a considerable decrease in swelling potential is observed, namely, a decrease from 0.17% (0% CBA) to 0.04% (40% CBA), which is in line with findings of Rifa’i et al. [5] and Khodabacus [7].Figure 7
Graph showing swelling potential (%) with increasing CBA content (%).


## 4. Conclusions and Recommendations

The results obtained from the laboratory investigation confirm the general findings from previous research that adding CBA to subgrade soil increases CBR value and decreases the swelling potential. In addition, as expected, a decrease in MDD upon addition of CBA to the soil was registered due to a lower specific gravity of the CBA.The investigation also demonstrates that CBA may effectively be used as a mechanical stabilizer for the subgrade soil on the pilot field stretch and that 30% by weight of CBA added to the subgrade soil yielded the highest unsoaked and soaked CBR values of 140% and 95%, respectively. The swelling potential decreased from 0.17% to 0.04% due to a decrease in the fine portion of the soil by the addition of well-graded coarse sandy gravel CBA particles. Moreover, at a CBA content of 30%, the soil is of intermediate plasticity which is more desirable than the subgrade soil which is highly plastic. It is therefore recommended to use a mixture of CBA : subgrade soil of 30 : 70% for the pilot stretch.



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*Source: 184607-2014-11-23.xml*