Model tests on geosynthetic-encased stone columns

Murugesan, S.; Rajagopal, K.

doi:10.1680/gein.2007.14.6.346

Cited by 187 publications

(66 citation statements)

References 6 publications

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“…Physical properties of marine clay used for preparation of clay bed are presented in Table 1. For preparing the clay bed by consolidation process, amount of water equal to 1.5 times liquid limit of the soil is added, so as to have homogeneous sedimentation (Sridharan and Prakash 2003;Murugesan and Rajagopal 2007). The soaked clay is made into slurry with the assistance of mechanical mixer.…”

Section: Geomaterials and Experimental Programmentioning

confidence: 99%

“…The soaked clay is made into slurry with the assistance of mechanical mixer. Murugesan and Rajagopal (2007), Gneil and Bouazza (2009) and Shahu and Reddy (2011) consolidated the clay slurry to form clay beds for conducting studies on stone column reinforced clay beds. Murugesan and Rajagopal (2007), Shahu and Reddy (2011) adopted dead weight consolidation.…”

Section: Geomaterials and Experimental Programmentioning

confidence: 99%

“…Murugesan and Rajagopal (2007), Gneil and Bouazza (2009) and Shahu and Reddy (2011) consolidated the clay slurry to form clay beds for conducting studies on stone column reinforced clay beds. Murugesan and Rajagopal (2007), Shahu and Reddy (2011) adopted dead weight consolidation. To understand the behavior and performance of stone columns in the laboratory, unit cell concept is undertaken (Barksdale and Bachus 1983;Bae et al 2002;Ambily and Gandhi 2007;Murugesan and Rajagopal 2007;El-Garhy et al 2011;Shahu and Reddy 2011).…”

Section: Geomaterials and Experimental Programmentioning

confidence: 99%

“…Murugesan and Rajagopal (2007), Shahu and Reddy (2011) adopted dead weight consolidation. To understand the behavior and performance of stone columns in the laboratory, unit cell concept is undertaken (Barksdale and Bachus 1983;Bae et al 2002;Ambily and Gandhi 2007;Murugesan and Rajagopal 2007;El-Garhy et al 2011;Shahu and Reddy 2011). This unit cell is an imaginary cylindrical volume of soil with concentric stone column and the boundary of the unit cell is the extent beyond which the effect of stone column loading cannot be felt when subjected to critical loading.…”

Section: Geomaterials and Experimental Programmentioning

confidence: 99%

“…Effect of diameter and H/D ratio of the stone column on the behaviour of stone column reinforced ground has been studied by various researchers. Murugesan and Rajagopal (2007, 2008, 2010 and Gandhi (2004, 2007) adopted H/D ratio of unit cell greater than 1.0 and above, whereas, Malarvizhi and Ilamparuthi (2007) considered the H/D ratio of unit cell less than 1.0. Lovisa and Sivakugan (2015) observed that for doubly drained specimen with the H/D ratio up to 3, the wall friction does not play any role and same average degree of consolidation versus time charts can be considered.…”

Section: Geomaterials and Experimental Programmentioning

confidence: 99%

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Some Laboratory and Numerical Studies on the Behaviour of Stone Columns Installed in Mumbai Marine Clay

Chauhan

Kolekar²,

Dasaka

2017

Soil Testing, Soil Stability and Ground Improvement

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Abstract. Mumbai marine clay is problematic in nature for substructures and it needs to be strengthening before making it available for any construction activity. Out of many available geotechnical solutions, stone columns are quite handy in significantly improving the bearing capacity of marine clay, which also supplements by dissipating excess pore water pressure and reducing the settlements of clay beds under external loads. For the investigation on behavior of stone columns, marine clay was collected from the Uran site near Mumbai, India. Slurry consolidated clay beds were prepared and gravity loading mechanism was adopted to consolidate the clay beds in the laboratory. Laboratory tests were performed to ascertain the uniformity and repeatability of the clay beds by slurry consolidation. Augers of 50, 75 and 100 mm diameter were used to bore the holes in the clay bed and aggregates were used for stone column preparation by replacement method. The static displacement controlled tests were performed on the stone column reinforced clay bed. In the present study, the loading is applied on stone column alone, as it leads to the ultimate axial capacity of stone column improved ground. Clay bed reinforced with stone column exhibits improved load-settlement response, compared to unreinforced clay beds. The improvement was very significant at higher settlements. The failure load of reinforced clay bed is around 6 times more than the unreinforced clay bed. In order to further understand the behaviour of stone column reinforced ground, numerical modeling of stone column reinforced clay bed is conducted using FLAC 3D . Using the validated numerical model of the stone column, the effect of variation of the diameter of stone column on its performance was studied. From the numerical analysis and physical tests conducted in laboratory, it is observed that the stone columns with smaller diameter when subjected to vertical loading carried higher bearing pressures when compared to that of the larger diameter stone columns, which may be due to the greater confining and larger bulge formed at a depth of 2-3 times the diameter of stone columns.

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Section: Geomaterials and Experimental Programmentioning

confidence: 99%