# Mechanical Interpretation of Effects of Aeolian FineSands on Coal Fly Ash in Northern Shaanxi Province, China

Authors: Xin Wei; Chongyang Gao; Keyu Ai; Jun Zhao; Ling Xu
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

The coal fly ash (CFA) is massively produced as a consequence of coal source residues in Northern Shaanxi Province, China. Since disposing the waste materials in mountainous gully widely distributed in the same area is one of the possibilities, the high compressibility and low strength of CFA become a severe problem for the stacking. The aeolian fine sands are close to Mu Us Desert, as the addition material was introduced to improve the mechanical behaviours of CFA. A series of oedometer and triaxial tests were performed on pure CFA, pure sands, and their mixtures containing 25%, 50%, and 80% of sands by weight, respectively. Test results were analyzed within the framework of critical state soil mechanics. With increasing sands content, normally consolidated lines (NCLs) and critical state lines (CSLs) of tested materials change in volume space as well as their compression or shearing paths. The mechanical parameters likeCc, Г, λ decrease as a result of increasing sands content. On the contrary, the M and ∅cs' increase with augmenting sands content. It is concluded that the aeolian sands can significantly decrease the compressibility of the CFA and increase its shear strength. These findings would be useful for the treatment of CFA, which is significant for solving environmental problems in northern Shaanxi Province.


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## Body

## 1. Introduction

Mu Us Desert, located on the northern edge of the Chinese Loess Plateau, is one of the most important energy industry bases in China. A huge amount of mining residues is produced, e.g., the coal fly ash (CFA) is up to about 1 × 1010 kg in 2020 [1] (see Figure 1). The CFA might have some heavy metals, such as copper, zinc, chromium, cadmium, and lead. It will give rise to serious geoenvironmental problems if the CFA cannot be disposed properly. The aeolian fine sands are widely distributed in northern Shaanxi Province, which is very close to Mu Us Desert. These sands are very weak in water-holding, and not suitable for agriculture [2–8]. The CFA is composed of some strong water-absorption materials. Because of the complementary water-holding characteristics of CFA and aeolian fine sand, the large amount of CFA can be taken as a potential solution to improve the water-holding capacity of sands. Since the gullies are the typical morphology in northern Shaanxi Province, landfill might be a possibility to dispose such huge amount of CFA. Filling gullies using the mixtures of aeolian sands and CFA might take advantage of both materials.Figure 1
Distribution of coal fly ash in northern Shaanxi Province, China.The pure CFA is with high compressibility and low strength. Due to the relatively small particle size and high-water content, such geomaterials often have a high risk of failure due to liquefaction, causing catastrophic landslides and debris flows [9–18]. The effects of CFA, as an addition to treat soils, have been analyzed by some researchers. Nilo et al. [19] and Consoli et al. [20–22] studied the behaviour of compacted soil-fly, ash-lime mixtures, and variables governing soil strength. Bedin et al. [14] and Carrera et al. [23] successfully investigated the behaviour of gold or Stava tailings within the critical state framework. Under this framework, the effects of finer particles, i.e., silts on sands behaviour, have been analyzed [24–27]. It can be seen that the fly ash is normally employed as additive and to be mixed with soils with poor geotechnical characteristics for the purpose of improving their mechanical properties. The activators like cement or lime are also added for the purpose of triggering the required chemical reactions to make the treatment more effective.Aeolian sands are distributed in sandy areas, principally in desert areas [28]. They are nonplastic and uniformly sized materials with particles of fine to medium. Because of the different sedimentary environment, the physical, morphological, chemical, and mineralogical properties of aeolian sands vary in different areas. Their characteristics even vary at different depths at the same area [29–33]. In the research of Howari et al. [34], the geomorphology and mineralogy of different dune types in the United Arab Emirates were analyzed combined with field and image processing techniques. They found that the dunes can be divided into two types on the basis of composition and morphology. Aeolian sands are considered to be the main construction materials in sandy areas. However, due to the poor grading, great uniformity, and nearly zero cohesion, their mechanical properties need to be improved [32, 35–37]. The attempts for improving the mechanical characteristics of aeolian sands have been carried out for many years through the application of reinforcement materials.Different cementing agents are frequently used for improving the stabilization of aeolian sands, for example, Portland cement, calcium carbonate, and bitumen. Test results showed that the addition of cementing agent to aeolian sands with uniform size distribution can greatly improve the mechanical behaviour of aeolian sands due to cementation or cohesion fabricated by particle frictions [33, 38, 39]. Except the above agent materials, the application with slag residues materials, solid waste ashes, or ceramics wastes is more and more frequently. In addition to the low cost, the advantages of using these waste materials include avoiding the storage or disposal, which generally are not friendly to the environment. The experiments on the application of municipal waste ashes were carried out by Mohamedzein et al. [40]. It is found that the unconfined compressive strength and shear strength of aeolian sands are considerably ameliorated. Ameta et al. [41] did researches on ceramic tiles wastes, which greatly stabilize the dune sand. A waste product generated during the manufacture of Portland cement was also evaluated for the reinforcement of dune sands. The results showed that the addition of these wastes changes the compaction curves of aeolian sands [42]. Albusoda and Salem [43] confirmed that when the sands were mixed with Cement kiln dust, the liquid limit decreases, and the strength parameter increases, which lead to an ultimate increasing bearing capacity. These recent researches identify that the additions of agents are necessary for improving the unconfined compressive strength or hydraulic conductivity of aeolian sands.It can be seen from the literatures that the most frequently used agent materials are cement and lime, which have the advantages of ameliorating the strength and stiffness of aeolian sands. However, these methods need high extra costs and usually large amount of water, which is a precious resource in semiarid or arid areas. Bitumen is also frequently used as the addition material for aeolian sands. The costs are relatively lower than those of the other agents. In another aspect, bitumen agents alone produce weak cementing. Therefore, the addition of cement or lime is still needed for increasing the strength and decreasing curing times. In the last years, more alternative materials, which are more sustainable and environmentally friendly, have been considered for improving the mechanical properties of aeolian sands for the purpose of engineering construction. Thus, the mixtures of CFA and aeolian sands can be considered to be a novel solution for both improving the mechanical properties of CFA and the stabilization of aeolian sands. In addition, the consumptions of CFA with aeolian sands are a good option since they do not require storage and disposal of residues.The principal aim of this research is to investigate the mechanical properties of pure CFA and its mixtures with aeolian sands by employing the aeolian sands as additive for the purpose of improving the mechanical behaviour of pure CFA. Therefore, a low-cost and easily operated method to dispose CFA is discussed. With this purpose, a series of oedometer and triaxial tests were, therefore, performed on pure CFA, pure sands, and their mixtures containing 25%, 50%, and 80% of sands by weight, respectively. The testing data was analyzed within the critical soil mechanics framework.


## 2. Materials and Methods

The CFA was collected from flue gas produced in northern Shaanxi Province, China. Compared with the aeolian fine sands, the particle size of CFA is much smaller. Figure2 reveals that the percentage of particles with the size less than 0.3 μm is up to about 90%. It is obvious that the CFA is dominated by spherical particles (see Figure 3(a)). Some smaller spherical particles or needle-like crystals are attached to the surface of the big spherical particles, and some spherical particles also conglutinate together. Based on slice identification and X-ray diffraction, it is identified that the main minerals of CFA are Mullite, feldspar, and quartz.Figure 2
Particle size distribution of coal fly ash (CFA) and aeolian fine sand used in this research.Figure 3
SEM images of (a) coal fly ash (CFA) with magnification of 1500 and (b) aeolian fine sands with magnification of 30.
(a)(b)The aeolian fine sands used in this study were collected from the Mu Us desert. The particle size distribution of the tested aeolian fine sands is shown in Figure2. The content of sands (2–75 µm) is up to about 90%. From SEM observations, the aeolian fine sands are featured for the irregular shape of particles (see Figure 3(b)), which is different from that of water-formed sands [44]. The dry density of the aeolian fine sands is about 1.26–1.71 g/cm3 with a specific gravity of 2.64. Mineralogical analysis shows that the predominant mineral is quartz, with less contents of amphibole, epidote, and garnet. The particles of aeolian sands are frequently finer than the general sands such as river sands or sea sands so that the wind can transfer them to the other areas. The aeolian sands are with more edges and corners and more irregular shapes than the other types of sands.Oedometer and triaxial tests were performed on reconstituted samples. Tables1 and 2 show details of oedometer and triaxial tests, respectively. The aeolian fine sands, CFA, and distilled water were weighed firstly; then they were mixed together with different proportions until the mixture was homogeneous [45]. The soil samples were sealed for about 24 h before tested in order to avoid the air bubbles. The triaxial samples were with the diameter of 50 mm and the length of 100 mm. The diameter and the height of the oedometer samples were 50 mm and 20 mm, respectively. The tested samples were compacted in four layers into the testing mold for the purpose of reaching a consistency state with a target initial void ratio and a water content of about 20%. After the molding process, the specimen was weighed, and the diameter and height were measured with the accuracies of about 0.01 g and 0.1 mm, respectively.Table 1
Details of the oedometer tests.
Test nameGsInitial specific volume:v0Maximum vertical pressure:σvmax' (MPa)Final specific volume:vfCFA2.7804.2184.32.641CFA3.9104.32.64125% sands2.7453.4234.92.10325% sands3.0784.92.10350% sands2.7003.3085.31.89750% sands2.7185.31.89780% sands2.6651.8045.11.58080% sands1.6205.11.49980% sands1.5925.11.483Sands2.6401.6265.31.552Sands1.6155.31.543Sands1.6085.31.528Sands1.5575.31.516Table 2
Details of the triaxial data.
Test nameGsShearing typesInitial specific volume:v0Mean stress for shearing:p′ (kPa)Final specific volume:vfFinal deviatoric stress:qf (kPa)CFA2.780CU4.747254.7375CFACU4.654504.52512CFACU4.4481004.09742CFACU4.5822004.00390CFACU4.2763003.698190CFACU4.3894003.780225CFACD3.996303.88097CFACD4.151403.94081CFACD4.0522003.5172825% sands2.745CU2.9211002.8083325% sandsCU2.9123002.57513225% sandsCD2.916402.7409325% sandsCD3.0762002.72242525% sandsCD3.2196002.390118450% sands2.700CU2.7121002.5443550% sandsCU2.5652002.4098950% sandsCU2.7255002.42125650% sandsCU2.7196002.40834650% sandsCD2.5693002.15270250% sandsCD2.50011002.032208380%sands2.665CU1.7091001.70064580% sandsCU1.6952001.680118080% sandsCU1.6906001.666210380% sandsCD1.822301.8066880% sandsCD1.7521001.78022280% sandsCD1.7422001.77145080% sandsCD1.7313001.78773580% sandsCD2.01411001.6742248Sands2.640CU1.678501.6751039SandsCU1.7211001.7111188SandsCU1.7863001.756961SandsCU1.686701.6791452SandsCU1.7131401.6981382SandsCU1.7123001.6901896SandsCD1.904301.87965SandsCD1.6842001.706461SandsCD1.7156001.7351339Note. The test name, for example sands and CFA, indicates that the sample was purely aeolian fine sands and purely coal fly ash; 20% Sands means that the sample is a mixture of 20% Sands and 80% CFA in mass.The accuracy of the initial specific volumesv (=1 + e) was calculated using two methods. With the first method, the initial dimensions and weights of the samples are measured, while the second method combines the water contents measured at the end of the tests with the volumetric strains measured during testing. An average value of v is reported in Tables 1 and 2. The estimated error of the initial specific volume is about 1–2% for the aeolian fine sands, CFA, and their mixtures. Samples are considered fully saturated if B values are above 0.98. During saturation process of triaxial tests, the samples were firstly flushed by deaired water at a very low effective stress to avoid potential disturbing on the samples. Then, the back pressure of 500 kPa with a small stepped increase was used to saturate the samples. The slow saturation process demanded an adoption period of 24 hours for the samples.


## 3. Results and Discussion

### 3.1. Compressive Characteristics

The oedometer data for CFA, pure sands, and their mixtures are presented in Figure4(a). The compression paths of CFA are highest among all the materials in v-lnσv′ plane. With the influence of sands, the compression paths for CFA shift downwards and become stiffer even at the end of the tests. The NCLs for the CFA and CFA-sands mixtures have been identified. With the increasing content of sands, the NCLs shift downwards and spin anticlockwise. It is worth noting that the compression paths of 80% sands overlapped with those of pure sands. Their detailed curves are demonstrated in Figure 4(b). The mixture of 80% sands is more compressible than that of pure sands though their compression paths overlapped. The result of compression index (Cc) versus the sands contents in mixtures is shown in Figure 5. The Cc value of pure sands is replaced by 80% sands because it does not reach its real NCL. It reveals that the Cc deceases with increasing sands content. With the increase of sands content, as shown in Table 1, the initial void ratio of the mixtures gradually decreases, which decreases the plasticity of the mixtures. Thus, the compressibility of the mixtures decreases. It is concluded that the sands have effect on the compressive characteristics of the tested materials.Figure 4
Oedometer test results of (a) all samples and (b) detailed curves of 80% sands mixtures and pure sands.
(a)(b)Figure 5
Compression indexCc versus sands contents.


### 3.2. Stress-Strain Results

The stress-strain results for the tested materials during drained and undrained triaxial tests are shown in Figures6 and 7, respectively. To eliminate the effects of the effective confining pressure p0′, the shear stress and pore pressure variations are normalized by initial effective confining pression p0′. Most of the tests were terminated at axial strains of 30% at least when they had generally reached constant stress and volume states.Figure 6
Typical triaxial test data. (a) Normalized deviator stress by initial confining effective stress-axial strain curves. (b) Volume changes for drained tests.Note. q = σ′1 − σ′3; p'0 = p' at the start of shearing.
(a)(b)Figure 7
Typical triaxial test data. (a) Normalized deviator stress by initial confining effective stress-axial strain curves. (b) Normalized pore pressure generation for undrained tests.Note. q) = σ′1 − σ′3; p'0 = p' at the start of shearing.
(a)(b)In drained tests, the CFA, 25% sands and 50% sands exhibit a similar mechanical behaviour. They experienced an initially small shear stiffness and then reached final values, which are close to those of 80% sands and pure sands (see Figure6(a)). In volume strain results, the CFA, 25% sands, and 50% sands all show a contractive tendency (see Figure 6(b)). The 80% sands and pure sands present higher initial stiffness, and they are both dilative in volume strain. Similar results are also obtained in undrained tests (see Figure 7(a)). For pure CFA, 25% sands, and 50% sands, their behaviours are contractive. On the contrary, the 80% sands and pure sands exhibit a transient contractive behaviour followed by a total dilatancy (see Figure 7(b)).


### 3.3. Stress-Dilatancy Results

The stress-dilatancy results during drained triaxial tests are presented in Figure8. The stress-strain data are represented by a stress ratio normalized by M, q/Mp′ to eliminate the influence of stress ratio at critical states. With the absences of elastic shear and bulk moduli, the total strains are plotted with the shear strain being calculated as εs=εv−εa/3, which is assumed to be isotropy. A slightly arc-shaped linear relationship can be observed between the normalized stress ratio and the total strain increment ratio in the region of large strains. The effects of sands on the dilatancy-stress relationships of CFA are very small. The differences among tests might be caused by the sample densities and confining stress levels.Figure 8
Stress-dilatancy behaviour for the drained triaxial tests.


### 3.4. Critical State of Tested Materials

The shearing paths of tested materials inp′−q and v-lnp′ planes are shown in Figures 9 and 10, respectively. All the samples reached their critical state lines (CSL) at the end of the tests. The critical state parameters are summarized in Table 3. For CFA, 25% sands, and 50% sands, the stress paths of tested samples exhibit a clearly strain-softening, even though some of them show a dilatancy at the end of tests (see Figure 9). However, 80% sands or pure sands show a total dilatancy behaviour, even though some loose samples present an initial transient strain-softening. Critical state lines (CSL) in p′−q plane are also identified. M values are 1.25, 1.30, 1.33, 1.38, and 1.49 for CFA, 25% sands, 50% sands, 80% sands, and pure sands, respectively. Correspondingly, the shearing resistance angles at critical state ∅cs' are 31.1°, 32.3°, 33.0°, 34.4° and 36.6°, calculated with the following equation: sin∅cs'  = 3 M/(6 + M). The lower M of CFA might be due to the more rounded shape of particles in the samples (see Figure 3(a)).Figure 9
Stress paths for tested samples. (a) Pure CFA. (b) 25% sands. (c) 50% sands. (d) 80% sands. (e) Pure aeolian sands.
(a)(b)(c)(d)(e)Figure 10
Critical states lines of pure CFA, 25% sands, 50% sands, 80% sands, and pure sands in the volumetric plane.Table 3
Critical state parametersλ, Γ, M and friction angles ∅cs' for the tested materials.
MaterialΛΓM∅cs': (°)CFA0.3365.4001.2531.125% sands0.1483.3731.3032.350% sands0.1222.9821.3333.080% sands0.0552.071.3834.4Sands0.0552.071.4936.6The critical states of all samples inv-lnp′ plane are shown in Figure 10. CSL are identified for each sample. The CSLs for 80% sands and pure sands are the same because their critical state points completely overlapped. It can be seen that the sands have a significant influence on the critical states of the CFA. The CSL of CFA is the highest and steepest in v-lnp′ plane. With increasing sands content, the CSLs of CFA shift downwards and spin anticlockwise. The parameters of CSL in v-lnp′ plane, i.e., λ and Г, were calculated as illustrated in Table 3 and Figure 10. The λ for CFA, 25% sands, 50% sands, 80% sands, and pure sands are 0.336, 0.148, 0.122, 0.055, and 0.055, respectively. In addition, their Г values are 5.4, 3.373, 2.982, 2.07, and 2.07. The test results reveal that the sands have significant effect on mechanical properties of CFA.The parameters ofM, ∅cs', λ and Г versus the sands content in CFA are illustrated in Figure 11. M and ∅cs' both increase with the augmenting content of sands (see Figure 11(a)). It is demonstrated that the sands can improve the shear strength of the CFA. The critical state parameters, λ and Г, decrease with the increasing sands contents (see Figure 11(b)). The decreased λ shows that the volume of mixtures is not easily changed during shearing. This is mainly because the specific volume is very small in the mixtures with higher sands content.Figure 11
The influence of sands content on critical state parameters ofM, ∅cs', λ, and Г.
(a)(b)The triaxial results demonstrate the influence of sands on CFA in the aspect of mechanical properties, which are important for the CFA-related geotechnical and environmental applications in the northern Shaanxi province of China.


## 3.1. Compressive Characteristics

The oedometer data for CFA, pure sands, and their mixtures are presented in Figure4(a). The compression paths of CFA are highest among all the materials in v-lnσv′ plane. With the influence of sands, the compression paths for CFA shift downwards and become stiffer even at the end of the tests. The NCLs for the CFA and CFA-sands mixtures have been identified. With the increasing content of sands, the NCLs shift downwards and spin anticlockwise. It is worth noting that the compression paths of 80% sands overlapped with those of pure sands. Their detailed curves are demonstrated in Figure 4(b). The mixture of 80% sands is more compressible than that of pure sands though their compression paths overlapped. The result of compression index (Cc) versus the sands contents in mixtures is shown in Figure 5. The Cc value of pure sands is replaced by 80% sands because it does not reach its real NCL. It reveals that the Cc deceases with increasing sands content. With the increase of sands content, as shown in Table 1, the initial void ratio of the mixtures gradually decreases, which decreases the plasticity of the mixtures. Thus, the compressibility of the mixtures decreases. It is concluded that the sands have effect on the compressive characteristics of the tested materials.Figure 4
Oedometer test results of (a) all samples and (b) detailed curves of 80% sands mixtures and pure sands.
(a)(b)Figure 5
Compression indexCc versus sands contents.


## 3.2. Stress-Strain Results

The stress-strain results for the tested materials during drained and undrained triaxial tests are shown in Figures6 and 7, respectively. To eliminate the effects of the effective confining pressure p0′, the shear stress and pore pressure variations are normalized by initial effective confining pression p0′. Most of the tests were terminated at axial strains of 30% at least when they had generally reached constant stress and volume states.Figure 6
Typical triaxial test data. (a) Normalized deviator stress by initial confining effective stress-axial strain curves. (b) Volume changes for drained tests.Note. q = σ′1 − σ′3; p'0 = p' at the start of shearing.
(a)(b)Figure 7
Typical triaxial test data. (a) Normalized deviator stress by initial confining effective stress-axial strain curves. (b) Normalized pore pressure generation for undrained tests.Note. q) = σ′1 − σ′3; p'0 = p' at the start of shearing.
(a)(b)In drained tests, the CFA, 25% sands and 50% sands exhibit a similar mechanical behaviour. They experienced an initially small shear stiffness and then reached final values, which are close to those of 80% sands and pure sands (see Figure6(a)). In volume strain results, the CFA, 25% sands, and 50% sands all show a contractive tendency (see Figure 6(b)). The 80% sands and pure sands present higher initial stiffness, and they are both dilative in volume strain. Similar results are also obtained in undrained tests (see Figure 7(a)). For pure CFA, 25% sands, and 50% sands, their behaviours are contractive. On the contrary, the 80% sands and pure sands exhibit a transient contractive behaviour followed by a total dilatancy (see Figure 7(b)).


## 3.3. Stress-Dilatancy Results

The stress-dilatancy results during drained triaxial tests are presented in Figure8. The stress-strain data are represented by a stress ratio normalized by M, q/Mp′ to eliminate the influence of stress ratio at critical states. With the absences of elastic shear and bulk moduli, the total strains are plotted with the shear strain being calculated as εs=εv−εa/3, which is assumed to be isotropy. A slightly arc-shaped linear relationship can be observed between the normalized stress ratio and the total strain increment ratio in the region of large strains. The effects of sands on the dilatancy-stress relationships of CFA are very small. The differences among tests might be caused by the sample densities and confining stress levels.Figure 8
Stress-dilatancy behaviour for the drained triaxial tests.


## 3.4. Critical State of Tested Materials

The shearing paths of tested materials inp′−q and v-lnp′ planes are shown in Figures 9 and 10, respectively. All the samples reached their critical state lines (CSL) at the end of the tests. The critical state parameters are summarized in Table 3. For CFA, 25% sands, and 50% sands, the stress paths of tested samples exhibit a clearly strain-softening, even though some of them show a dilatancy at the end of tests (see Figure 9). However, 80% sands or pure sands show a total dilatancy behaviour, even though some loose samples present an initial transient strain-softening. Critical state lines (CSL) in p′−q plane are also identified. M values are 1.25, 1.30, 1.33, 1.38, and 1.49 for CFA, 25% sands, 50% sands, 80% sands, and pure sands, respectively. Correspondingly, the shearing resistance angles at critical state ∅cs' are 31.1°, 32.3°, 33.0°, 34.4° and 36.6°, calculated with the following equation: sin∅cs'  = 3 M/(6 + M). The lower M of CFA might be due to the more rounded shape of particles in the samples (see Figure 3(a)).Figure 9
Stress paths for tested samples. (a) Pure CFA. (b) 25% sands. (c) 50% sands. (d) 80% sands. (e) Pure aeolian sands.
(a)(b)(c)(d)(e)Figure 10
Critical states lines of pure CFA, 25% sands, 50% sands, 80% sands, and pure sands in the volumetric plane.Table 3
Critical state parametersλ, Γ, M and friction angles ∅cs' for the tested materials.
MaterialΛΓM∅cs': (°)CFA0.3365.4001.2531.125% sands0.1483.3731.3032.350% sands0.1222.9821.3333.080% sands0.0552.071.3834.4Sands0.0552.071.4936.6The critical states of all samples inv-lnp′ plane are shown in Figure 10. CSL are identified for each sample. The CSLs for 80% sands and pure sands are the same because their critical state points completely overlapped. It can be seen that the sands have a significant influence on the critical states of the CFA. The CSL of CFA is the highest and steepest in v-lnp′ plane. With increasing sands content, the CSLs of CFA shift downwards and spin anticlockwise. The parameters of CSL in v-lnp′ plane, i.e., λ and Г, were calculated as illustrated in Table 3 and Figure 10. The λ for CFA, 25% sands, 50% sands, 80% sands, and pure sands are 0.336, 0.148, 0.122, 0.055, and 0.055, respectively. In addition, their Г values are 5.4, 3.373, 2.982, 2.07, and 2.07. The test results reveal that the sands have significant effect on mechanical properties of CFA.The parameters ofM, ∅cs', λ and Г versus the sands content in CFA are illustrated in Figure 11. M and ∅cs' both increase with the augmenting content of sands (see Figure 11(a)). It is demonstrated that the sands can improve the shear strength of the CFA. The critical state parameters, λ and Г, decrease with the increasing sands contents (see Figure 11(b)). The decreased λ shows that the volume of mixtures is not easily changed during shearing. This is mainly because the specific volume is very small in the mixtures with higher sands content.Figure 11
The influence of sands content on critical state parameters ofM, ∅cs', λ, and Г.
(a)(b)The triaxial results demonstrate the influence of sands on CFA in the aspect of mechanical properties, which are important for the CFA-related geotechnical and environmental applications in the northern Shaanxi province of China.


## 4. Conclusions

By carrying out a series of oedometer and triaxial tests, this study investigates the mechanical properties of pure coal fly ash (CFA), pure aeolian fine sands, and their mixtures containing 20%, 50%, and 75% of sands by weight. The effects of sands on CFA have been investigated within the framework of critical state of soil mechanics. Test results reveal that the sands can change the locations of NCLs and CSLs in volume space as well as their compression or shearing paths before reaching NCL or CSL. The relationships between the sands contents and soil parametersCc, Г, λ, M and ∅cs' have been analyzed. The parameters Cc, Г, λ decrease as a result of increasing sands content. On the contrary, M and ∅cs' increase with augmenting sands content. The effect of sands on CFA is not linear with the increasing sands content, which slightly depends on their proportion. Considering the influence on the mechanical properties of the soil, the parameters of λ and M affect the liquefaction potential energy and the shear strength of the samples, which have greater impacts on the mechanical behaviours of samples.It is indicated that the aeolian fine sands significantly influence the mechanical properties of mixtures with CFA. They decrease the compressibility and increase the shear strength of the mixtures. With more attention on ecological environment protection, the treatment and disposition of wasting residual are highly demanded for mining resources. Randomly staking or simply burying CFA can cause serious pollution. Many land-creating projects are being carried out in Northwestern China, which aims to produce more land use for city development. Herein, land fill might be a possibility for disposing such huge amount of CFA. The mixtures of aeolian sands and CFA can be considered as the filling materials in the geotechnical applications like construction of embankments for road or railway applications, etc. On one aspect, the huge amount of CFA can be disposed in this filling project; on another aspect, the newly created land can be used for agricultural production and construction, solving the land-shortage problem.



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*Source: 8885090-2020-11-12.xml*