Author(s) Soil-optimum waste combination Major geotechnical properties tested Effect of stabilization with stabilizer only Effect of stabilization with stabilizer & additive Ji-ru and Xing [22 ] Expansive soil + 4–6% of lime + 40–50% of FA CBR 26.5%–129.3% 119.3–122.8% Swelling capacity 0–5.70% 0.008–0.02% Sharma et al. [26 ] Low plastic clay + 20% FA + 8.5% lime UCC strength 63.38 kPa 105.2 kPa CBR 4.03% 5.7% Mishra [27 ] Clayey soil + 3% lime + 30% FA CBR 22.3% 55.8% Mccarthy et al. [28 ] Sulphate bearing soil + 3% lime + 24% FA UCC strength ~1.1 MPa 2.2 MPa Immediate bearing index ~16% 31% Sulphate bearing soil + 3% lime + 9% GGBS UCC strength ~1.1 MPa 1.9 MPa Immediate bearing index ~16% 36% Kolay et al. [29 ] Peat soil + 6% quicklime + 15% FA UCC strength ~70 kPa ~90 kPa Shah et al. [30 ] Contaminated soil + 10% lime + 5% cement + 5% FA UCC strength 105.91 kPa 138.28 kPa Wang et al. [31 ] Marine sediments + 3% lime + 3% FA UCC strength ~0.8 MPa ~1.1 MPa Marine sediments + 6% cement + 3% FA UCC strength ~2.1 MPa ~1.7 MPa Bhuvaneshwari et al. [32 ] Dispersive clay + 2% lime + 15% FA % dispersion (free swell) 400% ~420% % dispersion (double hydrometer) 9.5% 1% Bagheri et al. [33 ] Silty sand + 10% cement-lime-RHA (25 : 50 : 25) UCC strength ~550 kPa ~600 kPa Triaxial shear (i) Cohesion 99.7 kPa 108.8 kPa (ii) Friction 30.66° 34.22° Basha et al. [34 ] Residual soil + 6–8% cement + 15–20% RHA UCC strength ~0.32 MPa 1.2 MPa CBR 6% ~52% James et al. [35 ] Black cotton soil + 12% RHA + 6% lime Swell-shrink (i) Shrinkage limit ~15% ~23% (ii) Free swell ~60% ~32% Jha and Gill [36 ] Local soil + 5–7% lime + 12% RHA UCC strength 0.8 MPa 1.4 MPa Soaked CBR ~33% ~35% Choobbasti et al. [37 ] Soil + 4% lime + 5% RHA Direct shear (i) Cohesion ~65 kPa ~170 kPa (ii) Friction angle 45° 49° Soaked CBR 31% 49% Muntohar et al. [38 ] Silty soil + 12% lime + 12% RHA + 0.4% fibres Compressive strength 112 kPa 228 kPa Split tensile strength 5.3 kPa 35.3 kPa Soaked CBR 22% 40% Sharma et al. [39 ] Soil + 4% lime + 12% RHA UCC strength 650 kPa 1180 kPa CBR 6% 23% Soil + 1% calcium chloride + 12% RHA UCC strength 415 kPa 856 kPa CBR 4.6% 9.25% Roy [40 ] Soil + 6% cement + 10% RHA UCC strength 70 kPa ~135 kPa CBR ~1.4% ~3% Olgun41 ] Expansive soil + ~6.5% lime + ~15% RHA + ~0.8% fibres UCC strength 0.77 MPa 0.91 MPa Swell pressure 4 kPa 2 kPa Wild et al. [43 ] Kimmeridge clay + 4% lime + 6% GGBS UCC strength ~2000 kPa 3500 kPa Celik and Nalbantoglu [44 ] Highly plastic clay + 5% lime + 6% GGBS Percent swell ~8% <1% Obuzor et al. [45 ] Lower Oxford Clay + 4% lime + 12% GGBS Unsoaked UCC strength ~1500–2000 kPa ~3000–4800 kPa Soaked UCC strength ~500 kPa ~2500–3400 kPa Obuzor et al. [46 ] Lower Oxford Clay + 4% lime + 12% GGBS Water absorption 4–12% 2–6% UCC strength <500 kPa ~1500–2000 kPa Kogbara and Al-Tabbaa [47 ] Contaminated soil + 20% lime-slag UCC strength 800 kPa Permeability Data not reported ~6 × 10−8 m/s Contaminated soil + 20% cement-slag UCC strength 560 kPa Permeability ~5 × 10−9 m/s Vijayaraghavan et al.48 ] Mud + 25% cement + 50% slag Compressive strength 7.12 MPa 8.3 MPa Water absorption 7.5% 6.29% Degirmenci et al. [49 ] Soil + 7.5% cement + 7.5% PG UCC strength ~700 kPa ~700 kPa Kumar et al.56 ] Bentonite + 8% lime + 8% PG UCC strength ~600 kPa ~850 kPa CBR 8.92% 11.889% Ghosh [57 ] Pond ash + 10% lime + 1% PG Unsoaked CBR 161.67% 221.78% Soaked CBR 145.7% 216.65% James and Pandian [58 ] Expansive soil + 7% lime + 1% PG UCC strength 1881 kPa 2251 kPa Kumar and Dutta [59 ] Bentonite + 8% lime + 8% PG + 1% sisal fibres UCC strength ~850 kPa ~1150 kPa Manikandan and Moganraj64 ] Expansive soil + 2-3% lime + 2–6% BA UCC strength 632 kPa 990 kPa Coefficient of consolidation 7.62 × 10−3 cm2 /min 1.46 × 10−3 cm2 /min Alavéz-Ramírez et al. [65 ] Soil + 10% lime + 10% BA Compressive strength 16.5 MPa 21.3 MPa Flexural strength 1.12 MPa 1.4 MPa Soaked compressive strength 5.55 MPa 7.72 MPa Sadeeq et al. [66 ] Lateritic soil + 8% lime + 6% BA UCC strength 600 kPa 698 kPa Unsoaked CBR 28% 43% Soaked CBR 15% 22% Muazu [68 , 69 ] Lateritic soil + 4% cement + 8% BA Cohesion 60 kPa 30 kPa Angle of friction 27° 34° Plasticity 9.5% 1% Onyelowe [67 ] Lateritic soil + 6% cement + 10% BA CBR 87.3% 137.6% Lima et al. [70 ] Sandy soil + 6% cement + 8% BA Compressive strength 0.70 MPa 1.54 MPa Water absorption 12.41% 11.86% Sandy soil + 12% cement + 8% BA Compressive strength 3.13 MPa 2.89 MPa Water absorption 11.94% 12.11% Moayed et al. [71 ] Saline silty sand + 2% lime + 1–3% micro silica UCC strength 526 kPa 573 kPa Soaked CBR 92% 114% Kalkan [72 ] Clayey soil + 4% lime + 16% micro silica Compressive strength 1.2 kPa 12.2 kPa CBR 103% 253% Oza and Gundaliya [73 ] Black cotton soil + 4.5% lime + 4.5% cement waste dust Compressive strength 10.91 MPa 14.41 MPa Ahmad et al. [74 ] Peat soil + 20% cement + 10% palm oil fuel ash UCC strength ~90 kPa ~125 kPa Seco et al. [75 ] Soil + 4% lime + 5% rice husk FA UCC strength 0.399 MPa 1.572 MPa Seco et al. [76 ] Grey marl + 4% lime + 5% rice husk FA UCC strength ~0.53 MPa ~2 MPa CBR 40% 135% Chen and Lin77 ] Soil + 16% sewage sludge ash – cement (4 : 1) UCC strength 100 kPa 225 kPa CBR 12–15% 65–85% Rahmat and Ismail78 ] Lower Oxford Clay + 20% WSA-lime (90 : 10) UCC strength ~800 kPa ~2300 kPa Lower Oxford Clay + 20% WSA-cement (90 : 10) UCC strength ~500 kPa ~2300 kPa Lisbona et al. [79 ] Soil + 3% cement + 1% CPS UCC strength 7.8 MPa 9.8 MPa James and Pandian [80 ] Expansive soil + 7% lime + 2% PM UCC strength ~1500 kPa ~2000 kPa Expansive soil + 4% cement + 8% ceramic dust UCC strength 2000 kPa 4000 kPa Okonkwo et al. [82 ] Lateritic soil + 8% cement + 10% egg shell ash UCC strength 655 kPa 988 kPa CBR 82% 93%
