Sustainable Perspective of Low-Lime Stabilized Fly Ashes for Geotechnical Applications: PROMETHEE-Based Optimization Approach

Abstract

In the present scenario of global green environmental and sustainable management, the disposal of large volumes of coal-based ashes (fly ashes) generate significant environmental stress. The aim is to exploit these fly ashes for bulk civil engineering applications to solve societal-environmental issues employing sustainable measures. In this study, the addition of lime and/or gypsum in improving the geotechnical properties (hydraulic conductivity, compressibility, unconfined compression strength, lime leachability, and California bearing ratio) of fly ashes was investigated. To assist the practicing engineers in selecting the right mix of lime and/or gypsum for a given amount of fly ash for a specific application, a multi-criteria approach was adopted. The possible alternatives investigated included untreated fly ash, fly ash treated with lime (1%, 2.5%, 5%, or 10%), and a variation in gypsum dosage (1% or 2.5%) in the presence of lime. Sensitivity analysis was performed to recognize and resolve the conflicting advantages and disadvantages when mixing lime and gypsum. The study revealed that to derive the potential benefits of fly ash, it is essential to combine the lime dosage with gypsum for pavement and liner applications where bulk quantities of fly ash are employed.

1. Introduction

Current sustainable energy policies reflect thermal power generation as a major mode of power generation that facilitates industrial development worldwide. A total of 7727.3 Mt of coal was produced worldwide in 2017 [1]. The production of large quantities of sustainable fly ash [2] necessitates adequate disposal facilities, owing to its negative environmental impact [3]. Additionally, the higher disposal costs associated with fly ashes necessitate its recycling for sustainable development. However, the bulk utilization of fly ashes in various civil engineering applications assists in solving sustainable societal and environmental needs, such as liner material for landfills, sub-base material for pavements, backfill material for embankments and retaining walls, substitute material for sand, aggregate, and cement, and other domestic purposes [4,5,6,7,8,9,10,11,12,13,14]. The various engineering properties that facilitate the utilization of fly ashes, especially in geotechnical applications, are elaborated on in

Table 1. Summary of the geotechnical properties of fly ashes and fly-ash-amended composites.

Type of Fly Ash and Properties Studied	Potential Sustainable Applications	Reference
Fly ash compacted under controlled test conditions indicated an increase in Φ from 30° to 40° (from DST and Triaxial shear test). Average Cc was 0.2.	Satisfied embankment-fill material criteria.	DiGioia and Nuzzo [15]
Class C fly ash and sand mixtures; 10% bentonite; HC increased by a factor of 1000.	Satisfied liner material criteria for hazardous waste.	Edil et al. [16]
Coal fly ash with lime dust and bentonite (7:2:1 ratio) decreased HC by a factor of 1000, compared to fly ash alone. Migration of heavy metals (Pb, Zn, and Fe) was estimated to be less than 0.10 m (under MSW landfill conditions) over 15 years of service.	Satisfied landfill-barrier material criteria	Nhan et al. [17]
Class C fly ash (20% by weight) with Class F fly ash reduced HC value by a factor of 100. Durability studies revealed HC value increased by a factor between 2 and 3 for wetting and drying cycles.	Satisfied the requirements of liner for waste-containment facilities.	Palmer et al. [6]
The average HC values of Class F fly ash with 30% bentonite reduced by a factor of 10,000. Significant increase in Φ (33° to 42°) and C (36 to 54 kN/m2) from a Triaxial shear test (CU) was observed.	Satisfied the requirements of liner and cover materials for waste-disposal sites.	Mollamahmutoğlu and Yilmaz [18]
UCS increased by a factor of 2.2 for alkali-activated Class F fly ash. Percentage weight loss decreased by a factor of 5, compared to PCC subjected to acid immersion (at specified curing periods).	Satisfied the requirement of PCC used for construction purpose.	Rostami and Brendley [19]
The HC value of Class F and bottom ashes decreased by a factor of 10 with an increase in Class F fly ash content.	Satisfied the requirements of highway-embankment material.	Kim et al. [8]
The Cc of sedimented class F fly ash deposits was relatively higher (by 3%) when compared to compacted conditions.	Satisfied the requirements of sub-base material and lightweight infrastructure.	Sekhar et al. [10]
With an increase in compaction energy, HC values of Class F fly ash decreased by a factor of 1000. At each compaction energy, a higher CBR value was observed for a water content equal to or slightly less than OMC.	Satisfied the requirements of barrier material for landfill applications.	Zabielska-Adamska [20]
The HC values of Class F fly ashes reduced by a factor of 1000 and the Cc value was reduced by a factor between 6 and 10 due to the addition of lime (at 10%) and gypsum (at 2.5%).	Satisfied the liner material requirements.	Moghal and Sivapullaiah [21]; Moghal and Sivapullaiah [22]
UCS values and the CBR of Class F fly ashes increased by a factor of 20 and 7.5, respectively, due to the addition of lime (at 2.5%) and gypsum (at 2.5%).	Satisfied the requirements of sub-base material in road construction.	Sivapullaiah and Moghal [23]

Note: In above Table 1, Φ: Angle of internal friction; DST: Direct shear test; Cc: Compression index; MSW: Municipal solid waste; C: Cohesion; HC: Hydraulic conductivity; OMC: Optimum moisture content; CU: Consolidated undrained test; PCC: Portland cement concrete; CBR: California bearing ratio; UCS: Unconfined compressive strength.

.

As most fly ashes produced from harder, older, bituminous, and anthracite coals have very low lime content (Class F type), they require cementing agent(s) in the form of lime, gypsum, or cement to enhance their applicability for various civil engineering applications, as discussed in the above Table 1. The addition of lime will supplement a basic cementing agent to produce pozzolanic compounds over time by dissolving the silica-rich, glassy phases of fly ashes [23,24,25]. Because lime-fly ash reactions are time-dependent, the addition of gypsum is considered in order to increase the rate at which pozzolanic compounds are formed. When gypsum is added to lime-treated fly ashes, it provides both advantages and disadvantages; it retards the setting time and accelerates the strength [23,26].

The present study focused on the sustainable perspective of lime and/or gypsum addition on the enhancement of the geotechnical properties (hydraulic conductivity (HC), unconfined compression strength (UCS), compressibility characteristics (Cc), lime leachability (LL), and California bearing ratio (CBR)) of two different types of fly ashes. Both lime and gypsum, at varying dosages, were added to enhance the cementation effect. To assist practicing engineers in selecting the appropriate mix of fly ash, lime, and gypsum contents for specific civil engineering applications, a multi-criteria decision-making (MCDM) approach was adopted. An MCDM approach has been successfully applied in civil engineering applications pertaining to hydraulics [27,28,29], energy [30], solid waste [31,32], transportation [33], green building materials [34], and sustainable development [35].

In the current study, an MCDM approach [36,37,38] was employed to evaluate the different geotechnical properties of fly ashes, stabilized with lime and gypsum at different dosages, for targeted bulk applications. In the present approach, concepts pertaining to preference flow, sensitivity analyses, and graphical interactive analyses were formed to assist practicing engineers in ranking treatment strategies (i.e., determining the correct dosages of lime and gypsum) to establish the superiority of one treatment strategy over another.

2. Methodology

The adopted methodology was based on the variation of three factors: type of fly ash, lime dosage, and gypsum dosage (

Table 2. Factors, levels, their objectives, notations, and treatment strategies adopted in the study.

Factor	Levels				Selected Alternative Treatment Strategies for Different Factors and Their Corresponding Levels
Fly Ash Type	A		B		A	AL1	AL2	AL3	AL4
Lime Dosage (%)	L1	L2	L3	L4	AL1G1	AL1G1	AL2G1	AL2G2	AL3G1
Gypsum Dosage (%)	G1		G2		AL3G2	AL4G1	AL4G2	―	―
Objective	Liner Application		Pavement Application		B	BL1	BL2	BL3	BL4
Response measures (Units)					BL1G1	BL1G1	BL2G1	BL2G2	BL3G1
UCS (kPa)	Maximize		Maximize		BL3G2	BL4G1	BL4G2	―	―
CBR (%)	Maximize		Maximize
HC (cm/sec)	Minimize		Maximize
Cc (kPa)	Minimize		Minimize
LL (ppm)	Minimize		Minimize

Note: In Above Table 2, UCS: Unconfined compression strength; CBR: California bearing ratio; Cc: Coefficient of Compressibility; HC: Hydraulic conductivity; LL: Lime leachability; A: Fly ash A; B: Fly ash B; L1, L2, L3, and L4 represent lime dosage at 1%, 2.5%, 5%, and 10%, respectively; G1 and G2 represent gypsum percentage of 1 and 2.5, respectively. For example, AL1G1 represents fly ash type A treated with lime dosage at 1% and gypsum dosage of 1%.

). The combined influence of each factor, at different levels of interaction, was investigated with regard to the response of the resultant geotechnical properties for specific liner and pavement applications.

2.1. Materials Used

This study used two low-lime fly ashes, named A and B (

Table 3. Constituents of selected fly ashes.

Constituent	% Based on Fly Ash Type		Constituent	% Based on Fly Ash Type
	A	B		A	B
Sodium (Na2O)	0.18	0.19	Calcium (CaO)	9.00	3.62
Potassium (K2O)	0.21	0.27	Ferric (Fe2O3)	16.61	6.28
Titanium (TiO2)	0.26	0.31	Alumina (Al2O3)	18.81	27.65
Magnesium (MgO)	1.41	0.34	Silica (SiO2)	50.97	56.88
Loss on ignition	2.55	4.46

), sourced from thermal power plants in Neyvelli and Muddanur, which are towns in the states of Tamil Nadu and Andhra Pradesh in India, respectively. Analytical-reagent (AR) grade gypsum (CaSO₄ 2H₂O) and AR grade hydrated lime (Ca(OH)₂), supplied by Merck limited, India, were used in the present study. The specific surface area values (SSA) of fly ashes A and B were found to be 9.6 and 8.2 m²/gm, respectively [25]. Both fly ashes exhibited non-plastic behavior, with fly ash B having greater fines content compared to fly ash A. Mullite and Quartz phases were predominant in both fly ashes.

2.2. Experimental Testing Methodology

UCS tests were conducted in accordance with ASTM D2166 [39] on samples cured for 28 days.

Table 4. Multi-criteria response measures for each treatment strategy.

Strategy No.	Treatment Strategy	“j” Response Measures
		UCS (kPa)	CBR (%)	HC (cm/s) × 10−4	Cc (kPa)	LL (ppm)
1	A	173.1	55.5	6.52	0.0099	630
2	AL1	790.3	58.5	1.57	0.0082	790
3	AL2	532	63	1.22	0.0082	860
4	AL3	689.3	79.3	0.69	0.0087	910
5	AL4	1287	80.7	0.54	0.007	1010
6	AL1G1	1796.3	88.1	0.97	0.0055	360
7	AL1G2	2408	120.2	0.61	0.0043	70
8	AL2G1	4500	218	0.096	0.004	440
9	AL2G2	5181	360.6	0.08	0.0038	130
10	AL3G1	3192	276.4	0.02	0.0034	510
11	AL3G2	6842	409.2	0.016	0.0023	210
12	AL4G1	4137.5	128.5	0.0011	0.0049	650
13	AL4G2	6435	180	0.0007	0.0023	370
14	B	391.6	43.7	4.96	0.0156	270
15	BL1	765.2	47.4	3.81	0.0128	390
16	BL2	905	57.9	1.01	0.0129	480
17	BL3	794	87.1	2.01	0.0136	610
18	BL4	1193	72.5	0.91	0.0109	770
19	BL1G1	1112	80.7	0.97	0.0086	260
20	BL1G2	1204.7	117	0.89	0.0066	80
21	BL2G1	2204.3	211.2	0.24	0.0063	270
22	BL2G2	3496.3	320.7	0.1	0.0059	110
23	BL3G1	1950	145.5	0.067	0.0052	330
24	BL3G2	3790.4	238.9	0.028	0.0036	160
25	BL4G1	2642	188.3	0.0021	0.0076	440
26	BL4G2	4987.3	319.2	0.0001	0.0036	180

shows the UCS values for the cured fly ashes A and B. CBR tests were conducted, in accordance with IS 2720 Part 16 [40] and ASTM D1883 [41], on samples cured for 14 days under controlled humidity conditions, and the results are presented in Table 4. Hydraulic conductivity tests were carried out, in accordance with ASTM D5856 [42], on samples cured for 28 days. Compressibility tests were carried out on standard, one-dimensional odometer consolidation tests, as per IS 2720 Part 15 [43] and ASTM D2435 [44]. The compression index values, corresponding to the loading increment from 25 to 50 kPa, are reported in Table 4. The experimental test setup and specimen-testing details are provided in Figure 1. An LL-testing procedure, developed by Moghal and Sivapullaiah [22], was employed in this study. The LL values of cured fly ashes, under 7 days of steady flow conditions, are reported in Table 4. A minimum of three tests were carried out (in triplicates) for each of the studied parameters (hydraulic conductivity; unconfined compressive strength test; California bearing ratio; lime leachability and one-dimensional oedometer fixed-ring consolidation test) as per ASTM standards, and the average values are reported in Table 4.

3. Experimental Results

The following sections address the fundamental governing mechanism responsible for the enhancement of the targeted properties and the PROMETHEE strategy adopted to choose the ideal mix of fly ash, lime, and gypsum for the selected fly ashes. Pozzolanic reactions of lime (as Ca(OH)₂) resulted in the formation of gels, followed by crystallization, namely of calcium silicates, aluminates, and alumina silicates. Precipitation and even distribution of hydration products (Ca(OH)₂, C-S-H, etc.) on the surfaces of fly ash contributed to the additional increase in the strength of the stabilized mix. The rate of formation of stabilized compounds, which increases with the curing period, resulted in the reduction of the LL ratio, defined as the ratio of lime leached to the total lime added. It has been demonstrated that the LL decreases with an increase in the lime content. Sulphate ions from gypsum reacted with the alumina phase of fly ash to produce (x CaO. y Al₂O₃. z CaSO₄. w H₂O), which enhanced the pozzolanic activity of lime-stabilized fly ashes with higher strength (refer to Table 4). Furthermore, the formation of C-S-H and C-A-S-H gels reduced the LL of fly ashes and increased the unconfined compressive strength and California bearing ratio behavior, as seen in Table 4. Additionally, the resultant denser matrix significantly reduced the hydraulic conductivity values and compression index values (refer to Table 4).

4. MCDM Model: Based on PROMETHEE and GAIA

For the application of the proposed model, the first step was to develop alternative strategies to enhance various geotechnical properties of fly ash. Initially, the untreated fly ashes were adopted for the geotechnical application and were subsequently treated with lime (1%, 2.5%, 5%, and 10%) and a variation in gypsum dosage (1% and 2.5%) in the presence of lime. Thus, a total of 26 (2 × 1 + 2 × 4 + 2 × 4 × 2) alternative strategies were adopted in the present study. For each alternative strategy, three samples were used, and for each sample, five performance measures were obtained. Thus, 390 performance results were obtained and are reported in Table 4. From the results, it is evident that no individual experiment was superior in terms of all five performance measures. The adopted MCDM model was based on PROMETHEE and geometrical analysis for interactive aid (GAIA), proposed by Brans and Mareschal [45]. PROMETHEE was adopted for the partial and complete ranking of the selected alternative treatment strategies; GAIA was used for the sensitivity and comparative analysis of experimental strategies.

4.1. PROMETHEE Partial Ranking

T_a and T_b denote the treatment strategies used to enhance various geotechnical properties for the given fly ash. The effectiveness of the treatment strategies was measured based on multiple performance measures, such as j ϵ performance measures. R_aj and R_bj are the performance measures for treatment strategies T_a and T_b, respectively. In order to set a partial preference, a generalized preference function P_abj was defined for performance measure j, when alternative treatment strategies T_a and T_b were compared; P_abj fluctuates between zero and one (refer to Figure 2). The value of P_abj can be interpreted as follows:

• P_abj ≈ one, indicates acceptable preference for strategy T_a over strategy T_b.
• P_abj ≈ zero, indicates a weak preference for strategy T_a over strategy T_b.
• P_abj = zero, indicates no preference for strategy T_a over strategy T_b for a given j performance measure.
• P_abj = one, indicates a higher preference for strategy T_a over T_b.

Preference functions (P_abj) were adopted [45] based on the response measures (R_aj and R_bj) and the permissible boundary to derive a full incompatibility (ϴ) and a full preference (Ø). The permissible boundary values ϴ and Ø were set by the decision-maker.

Subsequently, considering all “k” performance measures (j = 1 to k), the preference function value P_ab for a pair of treatment strategies T_a and T_b was computed using Equation (1). In Equation (1), W_j is the weight assigned to each performance measure j; P_abj is a preference function allocated to a pair of treatment strategies T_a and T_b for each j. P_ab fluctuates between zero and one.

$${\mathrm{P}}_{\mathrm{ab}}=\frac{{{\displaystyle \sum }}_{\mathrm{j}=1}^{\mathrm{k}}({\mathrm{W}}_{\mathrm{j}}{\mathrm{X}\mathrm{P}}_{\mathrm{abj}})}{{{\displaystyle \sum }}_{\mathrm{j}=1}^{\mathrm{k}}{\mathrm{W}}_{\mathrm{j}}}$$

(1)

However, in practice, more than two treatment strategies exist to enhance various geotechnical properties for the given coal-based fly ash. In this study, 26 treatment strategies were analyzed to find the superiority of a treatment strategy over the others; this is set by estimating two outranking flows (F₊ and F_-), expressed in Equations (2) and (3). Each outranking flow does not result in the same rank for each treatment strategy. Thus, their (F₊ and F₋) intersection is induced to estimate partial ranking.

$${\mathrm{F}}_{+\mathrm{a}}=\frac{1}{\mathrm{n}-1}{\displaystyle \sum }_1^{\mathrm{n}}{\mathrm{P}}_{\mathrm{ab}}\left(\mathrm{b}\ne \mathrm{a}\right)$$

(2)

$${\mathrm{F}}_{-\mathrm{a}}=\frac{1}{\mathrm{n}-1}{\displaystyle \sum }_1^{\mathrm{n}}{\mathrm{P}}_{\mathrm{ba}}\left(\mathrm{b}\ne \mathrm{a}\right)$$

(3)

Contrary to P_ab, P_ba is a preference function to estimate the dominance of treatment strategy T_b over T_a, and n is the number of treatment strategies. For “n” given treatment strategies, each is compared to n-1 other treatment strategies. Thus, the objective in partial ranking is to maximize outranking flows (F₊) and to minimize outranking flows (F₋); these outranking flows express how T_a outranks the other n-1 treatment strategies. By determining positive (F_+a and F_+b) and negative (F_−a and F_−b) outranking flows for a pair of treatment strategies T_a and T_b, the dominance relationship can be inferred as shown below:

• If F_+a > F_+b, the outranking relationship is D_+ab (i.e., treatment strategy T_a is dominating T_b).
• If F_−a < F_−b, the outranking relationship is D_−ab (i.e., treatment strategy T_a is not dominating T_b).
• If F_+a = F_+b, the outranking relationship is ED_+ab (i.e., both treatment strategies T_a and T_b equally dominate (ED) the other “n − 2” treatment strategies).
• If F_-a = F_-b, the outranking relationship is ED_-ab (i.e., both treatment strategies T_a and T_b are equally dominated (ED) by the other “n − 2” treatment strategies).

Based on the above conditions, three PROMETHEE-based partial rankings were computed as follows to establish the preference relationship between T_a and T_b:

• If (D_+ab and D_−ab)/(D_+ab and ED_−ab)/(ED_+ab and D_−ab) are true, it indicates that treatment strategy T_a has a higher preference over T_b.
• If ED_+ab and ED_−ab are true, it indicates that treatment strategy T_a is no different to T_b.
• If (D_+ab and D_−ba)/(D_+ba and D_−ab) are true, it indicates that treatment strategy T_a is in contrast to T_b. Specifically, on a set of geotechnical performance measures, T_a exhibits the best performance over T_b, which exhibits a low response and vice versa.

In order to determine the best treatment strategy, PROMETHEE partial ranking was extended to PROMETHEE complete ranking.

4.2. PROMETHEE Complete Ranking

For complete ranking, outranking flow F_a is set as the balance between two outranking flows F₊ and F_-, in reference to Equations (2) and (3); F_a is computed using Equation (4). Using PROMETHEE complete ranking, all treatment strategies are comparable.

$$\left\{\begin{array}{c}{\mathrm{F}}_{\mathrm{a}} = {\mathrm{F}}_{+\mathrm{a}} - {\mathrm{F}}_{-\mathrm{a}} \\ {\mathrm{F}}_{\mathrm{b}} = {\mathrm{F}}_{+\mathrm{b}} - {\mathrm{F}}_{-\mathrm{b}} \end{array}\right\}$$

(4)

Based on the outranking flows F_a and F_b (in reference to Equation (4)), PROMETHEE complete ranking is established between T_a and T_b as follows:

• If F_a > F_b is true, it indicates that treatment strategy T_a is preferred over treatment strategy T_b.
• If F_a = F_b is true, there is no difference between treatment strategies T_a and T_b.
• If F_a < F_b is true, it indicates that there is no preference of treatment strategy T_a over treatment strategy T_b.

5. Application of PROMETHEE

From above Table 4, it is evident that no treatment strategy exhibits superiority in terms of all five performance measures. Using PROMETHEE, the outranking flows (F₊, F₋, and F) were obtained for each treatment strategy, for two different types of applications (i.e., liner and pavement applications), as presented in the following

Table 5. Treatment strategies and their ranking based on outranking flows.

Rank	Treatment Strategy Due to Factor Combination	Outranking Flow			Rank	Treatment Strategy Due to Factor Combination	Outranking Flow
		F	F+	F−			F	F+	F−
1	AL3G2	0.5045	0.5525	0.0480	14	AL4G1	0.0242	0.3123	0.2880
2	AL2G2	0.5044	0.5524	0.0480	15	AL1G1	−0.0118	0.2922	0.3041
3	BL4G2	0.4264	0.5124	0.0860	16	BL1G1	−0.0506	0.2697	0.3203
4	BL2G2	0.4221	0.5102	0.0881	17	BL3	−0.2287	0.1840	0.4127
5	BL3G2	0.3604	0.4804	0.1200	18	AL4	−0.2904	0.1498	0.4401
6	AL4G2	0.2485	0.4245	0.1760	19	BL2	−0.2910	0.1520	0.4430
7	AL1G2	0.2483	0.4243	0.1760	20	BL4	-0.2964	0.1521	0.4484
8	AL2G1	0.2083	0.4004	0.1920	21	B	−0.3209	0.1360	0.4569
9	BL2G1	0.1761	0.3842	0.2081	22	BL1	−0.3286	0.1360	0.4646
10	AL3G1	0.1364	0.3684	0.2320	23	AL1	−0.4137	0.0905	0.5042
11	BL1G2	0.1361	0.3682	0.2321	24	AL3	−0.4194	0.0881	0.5075
12	BL4G1	0.0960	0.3441	0.2482	25	AL2	−0.4561	0.0721	0.5282
13	BL3G1	0.0882	0.3443	0.2561	26	A	−0.4723	0.0641	0.5364

. Using F₊, F₋, and F, the treatment strategies ranking and superiority of each treatment strategy are presented in Figure 3, Figure 4, Figure 5 and Figure 6.

In Figure 3, the left-hand column corresponds to the F₊ score and the right-hand column to the F₋ score for each treatment strategy. These scores are oriented such that the best are projected upwards. For each treatment strategy, a representative line is drawn from its F₊ to the corresponding F₋ score. For any given two treatment strategies, if the representative lines are parallel, the treatment strategy representing the top line is preferred. However, if the two lines intersect, the corresponding treatment strategies are incomparable.

In Figure 3, treatment AL2G2 dominates the other treatments and corresponds to fly ash type A treated with lime (2.5%) and gypsum (2.5%) (Table 2 and Table 4). It also reveals that pure fly ash type A underperformed compared to other possible treatments. Similarly, both fly ashes with lime treatment alone underperformed compared to alternative treatments. Generally, the outranking scores (F₊ and F₋) induce two different complete rankings. In order to circumvent this scenario, a complete ranking based on net flow “F” was obtained, as shown in Figure 4. The top half corresponds to F₊ and the bottom half to F₋ scores for each treatment.

Similarly, in the above Figure 4, it is evident that AL2G2 and AL3G2 (for example, as calculation case for AL3G2 refer in the Appendix A, to illustrate how to obtain the value of “F”) superseded the other treatment strategies, while A and AL2 were the least preferred. Simultaneously, using F₊, F₋, and F, a preference network is drawn (refer to Figure 5) where the treatment strategy and its choice over other treatment strategies are denoted by the arrow →. Figure 5 also shows that treatment strategy AL2G2 was preferred over other treatment strategies, with A and AL2, once again, being least-preferred. It is interesting to note that treatment strategy B was preferred over A, AL1, AL2, and AL3. This is due to the fundamental differences in chemical and mineralogical compositions between the two fly ashes (refer to Table 3). The visual PROMETHEE and GAIA plane represents the conflicts between response measures and highlights the group of treatment strategies of remarkable performance (refer to Figure 6).

The GAIA plane is considered to be a geometrical interactive tool, used to assist decision-makers with sensitivity analyses. Treatment strategies are represented by blue squares in Figure 6, and treatment strategies with no difference appear close, while conflicting strategies are placed in different quadrants. The various geotechnical properties of fly ash measures, showing equal preference, lean in the same direction in the GAIA plane while conflicting response measures lean in the opposite direction. From Figure 6, it is clear that the fly ash without any additives or with only a lime dosage treatment are scored opposite to the fly ash with both a lime and gypsum treatment. Fly ash type A, treated with a lime dosage of 10% and gypsum dosage of 1%, scored better for response measures UCS and CBR against fly ash type B, which was also treated with a lime dosage of 10% but a gypsum dosage of 2.5%. Similarly, for the lime-leachability response measure, both fly ashes scored better when treated with a 1% lime and 2.5% gypsum dosage. However, for the HC and Cc response measures, only fly ash type A with a 1% lime and gypsum dosage scored better.

Sensitivity analysis was adopted to assign weights to each response measure. To perform sensitivity analyses on the experimental data (refer to Table 4), the Visual PROMETHEE-GAIA walking weights tool was used.

Sensitivity Analysis Using Walking Weights

Sensitivity analysis using walking weights was performed by assigning a set of weights to each response measure, as shown in

Table 6. Criterion weights allocated for sensitivity analysis.

Criterion Weight		UCS (%)	CBR (%)	HC (%)	Cc (%)	LL (%)
For liner applications	Objective	Max	Max	Min	Min	Min
	Set 1 *	0.2	0.2	0.2	0.2	0.2
	Set 2	0.3	0.0	0.4	0.1	0.2
For pavement application	Objective	Max	Max	Max	Min	Min
	Set 1 *	0.2	0.2	0.2	0.2	0.2
	Set 2	0.2	0.4	0.2	0.05	0.15

Note: * Figure 3, Figure 4, Figure 5 and Figure 6 represent analyses executed, based on Set 1 weight allocation.

. Set 1 represents an equal weight allocation for all response measures (Figure 7). Because fly ashes have the most potential to be used in liners and pavement material applications, a sensitivity analysis was carried out for these two specific applications by assigning due weights. The rationale behind weight allocation is application-specific, as seen in Table 6. For a liner material, the driving factor is “Hydraulic conductivity,” and it was assigned a higher weight compared to the other response measures (i.e., UCS, CBR, Cc and LL). Similarly, for the pavement application, the significant factor is the “California bearing ratio,” and it was duly assigned higher weightage over the other response measures.

The sensitivity analysis was done relying on the assigned walking weights above (Set 2), using Visual PROMETHEE. The outcome of the sensitivity analysis for liner and pavement applications is presented in the following Figure 8 and Figure 9, respectively. Figure 8a–e represents the analysis corresponding to the ranking of treatment strategies, superiority of each treatment strategy, GAIA plane, and walking weights, respectively, for liner application. Based on the objectives of the response measures, shown in the above Table 6, a maximum of 40% weighting was set to response measure HC and a minimum of 0% to response measure CBR for this set. Hydraulic conductivity was considered a driving prerequisite for liner applications. Therefore, fly ash type A, treated with a 2.5% dosage of lime and 2.5% dosage of gypsum, was preferred over the alternatives (refer to Table 2). With regard to the lime-leachability values, both of the selected fly ashes responded alike to 1% lime content spiked with 2.5% gypsum. At higher lime contents, readily soluble amorphous lime, which is in excess to optimum lime requirements, simply leaches out of the fly ash-lime-gypsum matrix [22]. However, mix AL3G2 showed the maximum possible gain in unconfined compressive strength behavior. Similarly, Figure 9a–e represents the analyses corresponding to the ranking of treatment strategies, the superiority of each treatment strategy, graphical interactive plane, and walking weights, respectively, for pavement applications. In the case of pavement application (refer to Table 6), a maximum of 40% weighting and a minimum of 5% weighting was assigned to the response measures CBR and Cc, respectively. Mix AL3G2 satisfied the requirements for these conditions (refer to Table 2).

6. Conclusions

The present study investigated the effect of the addition of lime and/or gypsum on improving various geotechnical properties (Cc, HC, UCS, CBR, and LL) of Class F fly ashes. The objective was to assist practicing engineers in the selection of the most effective mix of fly ash type, lime, and gypsum dosage to satisfy various geotechnical properties for specific geotechnical applications. The MCDM model, based on PROMETHEE and GAIA, was adopted to select the best treatment strategy. Multiple treatment strategies were analyzed, based on variations in lime and gypsum dosages, and for each of these alternatives, response measures in the form of geotechnical properties were computed. This approach resulted in obtaining the treatment strategies ranking, superiority of each treatment strategy, and geometrical interactive plane. From these outcomes, it is evident that a group of treatment strategies exhibits similar preferences for given response measures. Thus, sensitivity analysis, based on walking weights, was executed to solve conflicts. In this study, untreated fly ash (A or B) and any fly ash type treated only with lime were found to be the least-preferred options. The proposed MCDM model, based on PROMETHEE and GAIA, works well to assist practicing engineers with identifying the fly ash type, with the appropriate mix of lime and gypsum. The following outcomes were established:

• For liner applications, fly ash type A, treated with a 2.5% dosage of lime and 2.5% dosage of gypsum, is preferred.
• For pavement applications, fly ash type A, treated with a 5% dosage of lime and a 2.5% dosage of gypsum, is preferred.
• When equal walking weights were assigned to all response measures, irrespective of the nature of application, fly ash type A, treated with either a 2.5% or 5% dosage of lime and a 2.5% dosage of gypsum, should be the first choice.

In the eventuality of having fly ash B on-site, it should be treated with a 10% lime and 2.5% gypsum dosage for liner applications. Furthermore, treating it with a 2.5% lime and 2.5% gypsum dosage would meet the pavement application requirements.