Comparative study on the behavior of lime-soil columns and other types of stone columns

Malekpoor, Mohammadreza; Poorebrahim, Gholamreza

doi:10.12989/gae.2014.7.2.133

Cited by 5 publications

(5 citation statements)

References 33 publications

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“…When lime is mixed with soil via DLM construction, the calcium hydroxide (Ca(OH) 2 ) in lime causes slaking and flocculation (Boardman et al 2001, Larsson et al 2009. However, the formation of ettringite (Ca 6 Al 2 (SO 4 ) 3 (OH) 12 26H 2 O) via lime hydration increases the soil pH, which disrupts vegetation growth in soil and accelerates land degradation (Havlica andSahu 1992, Malekpoor andPoorebrahim 2014).…”

Section: Introductionmentioning

confidence: 99%

Geotechnical shear behavior of Xanthan Gum biopolymer treated sand from direct shear testing

Lee¹,

Chang²,

Chung³

et al. 2017

Geomech. Eng.

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Conventional geotechnical engineering soil binders such as ordinary cement or lime have environmental issues in terms of sustainable development. Thus, environmentally friendly materials have attracted considerable interest in modern geotechnical engineering. Microbial biopolymers are being actively developed in order to improve geotechnical engineering properties such as aggregate stability, strength, and hydraulic conductivity of various soil types. This study evaluates the geotechnical engineering shear behavior of sand treated with xanthan gum biopolymer through laboratory direct shear testing. Xanthan gum-sand mixtures with various xanthan gum content (percent to the mass of sand) and gel phases (initial, dried, and re-submerged) were considered. Xanthan gum content of 1.0% sufficiently improves the inter-particle cohesion of cohesionless sands 3.8 times and more (up to 14 times for dried state) than in the untreated (natural) condition, regardless of the xanthan gum gel condition. In general, the strength of xanthan gum-treated sand shows dependency with the rheology and phase of xanthan gum gels in inter-granular pores, which decreases in order as dried (biofilm state), initial (uniform hydrogel), and re-submerged (swollen hydrogel after drying) states. As xanthan gum hydrogels are pseudo-plastic, both inter-particle friction angle and cohesion of xanthan gum-treated sand decrease with water adsorbed swelling at large strain levels. However, for 2% xanthan gum-treated sands, the re-submerged state shows a higher strength than the initial state due to the gradual and non-uniform swelling behavior of highly concentrated biofilms.

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Section: Introductionmentioning

confidence: 99%

Geotechnical shear behavior of Xanthan Gum biopolymer treated sand from direct shear testing

Lee¹,

Chang²,

Chung³

et al. 2017

Geomech. Eng.

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“…4a, b. This corresponds to a compaction energy as provided in Standard Proctor Test (12,375 ft-lb/ft 3 ). The compacted soil in the steel mould was properly covered with the plastic sheet and left for four days curing period Fig.…”

Section: Soil Sample Preparationmentioning

confidence: 99%

“…Various reinforcing techniques are currently employed e.g. stone columns [2][3][4], sand compaction piles [4,5], fiber-reinforcement [6,7], chemical admixtures [8], chemical stabilization using cement and lime [9], and lime column/piles [10][11][12].…”

Section: Introductionmentioning

confidence: 99%

Experimental evaluation of lime column as a ground improvement method in soft soils

et al. 2021

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Lime column (LC) is an effective method for ground improvement which causes reduction in settlement and enhancement in bearing capacity of soft soils, subsequently resulting in economical foundations. This study investigates the effects of LC on soft soil with the help of laboratory tests. Firstly, basic laboratory tests are performed on natural soil followed by load deformation tests on untreated and LC treated soils. LC effects on natural soil are studied by changing various parameters like shear strength of soil (54 kPa, 32 kPa, 14 kPa), slenderness ratio (4, 5.5, and 7) and spacing to diameter ratio (2, 3). Experimental results show that LC significantly increases load carrying capacity and stiffness for soils having higher shear strength. For soil samples of 54 kPa and 32 kPa, the load carrying capacity increases by 48 and 21% respectively whereas 75% increase in average stiffness (β = 1.75) is observed. However, LC are found to be ineffective at very low shear strength of 14 kPa. In case of group LC, increasing column spacing from 2 to 3D (D: diameter of LC) significantly decreases load carrying capacity of treated soil. It is also observed that increase in LC slenderness ratio causes a decrease in ultimate load carrying capacity. Article highlights• Lime columns can be used to increase load carrying capacity of soft soils, especially in soils having relatively higher shear strength. • In case of group columns, the spacing should not be more than two times the diameter of the column.• The length of the lime columns should not be more than four times the diameter for better results.

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“…[ 10–14 ] In some places across the globe, soil conditions may consist of very soft clays, alluvial soil, peat, and other exceedingly compressible soft soils which pose serious problems during construction due to the high compressibility and lack of sufficient shear strength. [ 15–18 ] Innovative measures such as an isolated geosynthetic encased stone column, a short‐term loading condition, and idealized and limited conditions are developed and used to control postconstruction settlements of embankments built over problematic soils. [ 6,19,20 ]…”

Section: Introductionmentioning

confidence: 99%

Investigating the performance of stone columns in an extremely soft clay—A case study

Harelimana

Ping

Gao

et al. 2022

Structural Design Tall Build

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Summary Stone columns are used to improve soft soils; however, they fail through bulging, punching, and lateral expansion when the soil is extremely soft. The present study investigated the performance of stone columns in an extremely soft clay (ESC) through the addition of the appropriate geosynthetic materials. Field test was conducted for the foremost purpose of obtaining the optimal spacing between the consecutive stone columns and therefore prevents the failures of stone columns in ESC soils. The study further examined the failure modes of stone columns for the case of ESC soils. The computer programming software FLAC 3D was used for modeling and simulation, while Auto CAD was used to draw needed geometries of the case study. The results revealed that the full encasement of the stone column with suitable geogrids, optimal spacing, and proper design of cushion will enable the efficient use of stone columns as a composite foundation in ESC. The considered appropriate thickness of the cushion was found to be 30 cm, and this cushion helps the embedded soft clay soils to work together with the installed encased stone columns in ESC soils. The center‐to‐center (optimal) spacing between two consecutive stone columns showed optimal performance at distance S ≤ 5d of the diameter of the stone column. These findings show that stone column encased with suitable geogrids and optimal spacing will improve the bearing capacity, reduce settlement, and decrease the lateral deflection as well as hoop strain of the foundation.

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Comparative study on the behavior of lime-soil columns and other types of stone columns

Cited by 5 publications

References 33 publications

Geotechnical shear behavior of Xanthan Gum biopolymer treated sand from direct shear testing

Geotechnical shear behavior of Xanthan Gum biopolymer treated sand from direct shear testing

Experimental evaluation of lime column as a ground improvement method in soft soils

Investigating the performance of stone columns in an extremely soft clay—A case study

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