Settlement Analysis of Skirted Granular Piles

Rao, B. G.; Ranjan, Gopal

doi:10.1061/(asce)0733-9410(1985)111:11(1264)

Cited by 26 publications

(13 citation statements)

References 4 publications

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“…The parameter chosen for comparison is settlement reduction ratio, which is deˆned as the ratio of the settlement of treated ground to that of the untreated ground under identical surcharges (Aboshi et al, 1979, Schlosser et al, 1983, Rao and Ranjan, 1988. It is the inverse of the settlement ratio deˆned by Poorooshasb and Meyerhof (1997).…”

Section: Parametric Studymentioning

confidence: 99%

Comparative Study on the Behavior of Encased Stone Column and Conventional Stone Column

Malarvizhi

Ilamparuthi

2007

Soils and Foundations

141

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Stone columns, one of the most commonly used soil improvement techniques, have been utilized worldwide to increase bearing capacity and reduce total and diŠerential settlements of structures constructed on soft clay. Stone columns also act as vertical drains, thus speeding up the process of consolidation. However, the settlement of stabilised bed is not reduced in many situations for want of adequate lateral restraint. Encasing the stone column with a geogrid enhances the bearing capacity and reduces the settlement drastically without compromising its eŠect as a drain, unlike a pile. The behavior of the encased stone column stabilized bed is experimentally investigated and analysed numerically. In the numerical analysis, material behaviour is simulated using Soft Soil, Mohr Coulomb and Geogrid models for clay, stone material and encasement respectively and is validated with experimental results. The parametric study carried out on varying the L W D ratio (L＝length of the column; D＝diameter of the column) of column, stiŠness of geogrid and angle of internal friction of stone material gives a better understanding of the physical performance of the encased stone column stabilized clay bed.

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Section: Parametric Studymentioning

confidence: 99%

Comparative Study on the Behavior of Encased Stone Column and Conventional Stone Column

Malarvizhi

Ilamparuthi

2007

Soils and Foundations

141

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“…Reave and Ranjan (1985) presented a simple methodology for calculating the subsidence of a rehabilitated foundation with suspended stone column [14]. Japan Institute of Construction Engineering (JICE) (1999) proposed a method for calculating consolidation subsidence of rehabilitated soil with stone column where stone material replacement ratio was α < 0.3 (where α= Ac / A, A = total influence area, and Ac = area of column).…”

Section: Methodsmentioning

confidence: 99%

Investigation of the Effect of Dimensional Characteristics of Stone Column on Load-Bearing Capacity and Consolidation Time

Mohtasham

Khodaparast

2018

CivileJournal

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One of the best methods for rehabilitating loos and soft soils is the application of stone columns. This method enhances the soil properties by increasing its load-bearing capacity, decreasing the soil subsidence, and accelerating the consolidation rate. In the present paper, numerical analysis of a stone column of 10 m in length into a clayey soil using ABAQUS software is presented. The stone column was modelled based on the concept of unit cell, i.e. a single stone column with the surrounding soil. In this respect, material of the stone column was modelled using the elastoplastic behavioural model of Mohr-Coulomb, while Cam Clay behavioural model was used for the surrounding clayey soil. Furthermore, throughout the analyses performed in this study, effects of different parameters (e.g. applied load on rigid foundation, and the stone column length and diameter) on the subsidence and consolidation time of the rigid foundation were examined. The results indicated that, construction of a stone column into clayey soil decreases the subsidence and consolidation time of the soil considerably. In additions, increases in length and diameter of the stone column were found to significantly contribute to reduced subsidence and consolidation time of soil.

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“…Ratio of radius of plastic zone and cylindrical cavity (Rp/ Ru), reduced rigidity index Irr and lateral limiting stress rL are parameters controlling uplift capacity. Figure 2 Bulging at bottom of GAP [12] Ultimate uplift capacity Qu is calculated using following steps:…”

Section: Limit Equilibrium Approachmentioning

confidence: 99%

Uplift Capacity of Single And Group of Granular Anchor Pile System

Kumar¹,

Kumar²,

Chandaluri³

et al. 2018

JCEST

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In view of increased development in the infrastructure across the world, now it becomes necessary to go for the marginal sites having weak soil for foundation. Foundations are normally designed to transfer compressive and uplift forces safely to the subsoil, wherein piles provide an appropriate solution. But the option of pile foundation is quite expensive. Before going for pile foundation, the feasibility of other alternatives must be accessed thoroughly. If it is possible to adopt some suitable ground improvement technique for enhancement of foundation strength, then it should be considered. In the present study, Granular Anchor Pile System is proposed to with stand uplift forces. The present paper, based on a field study, briefly discusses the basic principles associated with the granular pile. The analysis of field test data indicates that the proposed granular pile system is a viable means for ground improvement. It is found effective for improving varying soil conditions and capable of providing resistance to compressive forces in addition to the uplift resistance. Besides, this foundation technique has been found cost effective as compared to the concrete piles.

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Settlement Analysis of Skirted Granular Piles

Cited by 26 publications

References 4 publications

Comparative Study on the Behavior of Encased Stone Column and Conventional Stone Column

Comparative Study on the Behavior of Encased Stone Column and Conventional Stone Column

Investigation of the Effect of Dimensional Characteristics of Stone Column on Load-Bearing Capacity and Consolidation Time

Uplift Capacity of Single And Group of Granular Anchor Pile System

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