Fly ash columns (FAC) as an innovative foundation technique for expansive clay beds

Phanikumar, B. R.; Mani, Anand J.; Sathiyasheelan, S.; Reddy, P. Rajesh Kumar

doi:10.1080/17486020902857007

Cited by 24 publications

(5 citation statements)

References 8 publications

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“…Various innovative foundation practices devised are replacement of expansive soils by non expansive materials, artificial sand-clay and gravelclay mixes, chemical stabilisation using cement, lime, CaCl 2 and fly ash (Hunter 1998;Petry and Little 1992;Rollings et al 1999;Acosta et al 2003;Hoyos et al 2004;Phanikumar 2009;Phanikumar et al 2009). Further, some special foundation techniques such as drilled piers, belled piers and under-reamed piles have also been suggested as innovative foundation practices in expansive soils (Chen 1988;Sharma et al 1978).…”

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confidence: 98%

Shrinkage Behaviour of GPA-Reinforced Expansive Clay Beds Subjected to Swell–Shrink Cycles

Muthukumar

Phanikumar

2014

Geotech Geol Eng

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confidence: 98%

Shrinkage Behaviour of GPA-Reinforced Expansive Clay Beds Subjected to Swell–Shrink Cycles

Muthukumar

Phanikumar

2014

Geotech Geol Eng

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“…For example, longitudinal cracks in highway embankments (Jotisankasa et al 2011), heaved domes in residential basements , settlement in the vicinity of trees (Driscoll 1983), and vegetation induced movements in pipelines (Clayton et al 2010). The cost of infrastructure repair is comparable to other natural disasters such as the estimated $1 billion in the United States of America (Phanikumar and Sharma 2006).…”

Section: Introductionmentioning

confidence: 79%

A two stage model for moisture-induced deformations in expansive soils

Ito

Azam

Hu³

2014

Environ Syst Res

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Background: Moisture-induced suction changes in expansive soils due to infiltration and evaporation result in failure of civil infrastructure. The objective of this paper was to develop a two stage deformation model by simultaneously calculating soil suction and stress state. The model predictions were validated using a one-year field monitoring data. Results: Deformations in expansive soils closely match cyclical suction changes corresponding to seasonal weather variations. Volume changes fluctuated close to the ground surface and gradually decreased with depth (overburden pressure) due to isolation from meteorological effects. The top 2 m depth was found to be the active zone susceptible to moisture variations. Conclusions: The model agreed well with the monitoring data trends with deviations attributed to analytical assumptions in the equations, ineffective capture of antecedent soil conditions, possible soil heterogeneity and anisotropy, and hysteresis in soil saturation and desaturation.

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“…Due to this alternate swelling and shrinkage, lightly loaded civil engineering structures such as residential buildings, pavements and canal linings, founded in these soils, are severely distressed causing heavy financial loss (Chen, 1988). Replacement of expansive soils by non-expansive materials such as sand and gravels, artificial sand-clay and gravel-clay mixes, chemical stabilisation using cement, lime, calcium chloride (CaCl 2 ) and fly ash are all possible remediation measures Phanikumar et al, 2001Phanikumar et al, , 2009Rollings et al, 1999). It has been reported that the strength of expansive clays treated with lime increased when compacted dry of optimum (Ramesh and Sivapullaiah, 2010).…”

Section: Introductionmentioning

confidence: 94%

Reducing heave of expansive clay beds through granular pile–anchor groups

Phanikumar¹,

Muthukumar²

2014

Proceedings of the Institution of Civil Engineers - Ground Impr

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The granular pile-anchor (GPA) foundation system, a more recent technique, has also been found to be quite successful in controlling heave of expansive clay beds. This paper presents experimental data obtained from laboratory-scale heave tests conducted on an unreinforced expansive clay bed (n = 0) and expansive clay beds reinforced by a single GPA (n = 1), twin GPAs (n = 2) and a group of GPAs laid in equilateral triangular pattern (n = 3). The thickness of all the test clay beds was 200 mm. Heave was monitored at different depths of clay beds as they were inundated. Ground heave (or surface heave) was also monitored at different radial distances (r) from the centre of the test tank. The unreinforced clay bed and the GPA-reinforced clay beds were identical with regard to thickness (H), placement water content (w%) and dry density (γd). Heave decreased at all depths of the clay beds as the number of the GPAs (n) increased. Furthermore, heave decreased with increasing depth (z) from the top of the clay beds. Heave was measured to be 56·5, 48, 28·5 and 24 mm at the top of the clay bed, respectively, for n = 0 (unreinforced expansive clay bed), n = 1, 2 and 3, indicating increased resistance to heave with increasing number of GPAs. The factor of safety of the GPA foundation system against uplift also increased with increasing number of GPAs.

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Fly ash columns (FAC) as an innovative foundation technique for expansive clay beds

Cited by 24 publications

References 8 publications

Shrinkage Behaviour of GPA-Reinforced Expansive Clay Beds Subjected to Swell–Shrink Cycles

Shrinkage Behaviour of GPA-Reinforced Expansive Clay Beds Subjected to Swell–Shrink Cycles

A two stage model for moisture-induced deformations in expansive soils

Reducing heave of expansive clay beds through granular pile–anchor groups

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