Bearing Capacity of Clays whose Cohesion Increases Linearly with Depth

Reddy, A. Siva; Singh, Anil K.; Karnik, Suresh S.

doi:10.1061/(asce)0733-9410(1991)117:2(348)

Cited by 11 publications

(10 citation statements)

References 1 publication

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“…From Tables II and III, it can be seen that for H/B = 0.5 and 1.0, the present N c values remain close to those given by Martin [11]; the N c values of Martin [11] are generally slightly higher compared with the present solution. The magnitude of N c provided by Houlsby and Martin [9] and Siva Reddy et al [6] are found to be a little smaller compared with the present results; however, the difference between the present results and those given by Houlsby and Martin [9] and Siva Reddy et al [6] was found to be very marginal. It should be mentioned that the solution of Siva Reddy et al …”

Section: Results and Comparisonscontrasting

confidence: 92%

“…It needs to be mentioned that in the analysis of Salgado et al [14], the footing shaft is not at all modeled. For a smooth pile shaft surface ( s = 0), Tables I-III the slip line solutions of both Houlsby and Martin [9] and Siva Reddy et al [6]; the present N c values were found to be marginally smaller. On the other hand, the upper bound N c values given by Kusakabe et al [13] were found to be a little higher compared with all the other results.…”

Section: Results and Comparisonsmentioning

confidence: 52%

“…A few theoretical studies have been proposed in the literature to incorporate the variation of cohesion with depth in order to compute the ultimate bearing capacity of strip and circular footings. The solutions for strip footings have been obtained with the use of (i) the limit equilibrium method [2,3], (ii) an upper bound limit analysis with the assumption of a collapse mechanism [4], and (iii) the method of characteristics [5][6][7]. On the other hand, for circular footings, the solutions have been determined primarily by using the method of stress characteristics [6][7][8][9][10][11] in which case as per Harr-Von Karman hypothesis it is always assumed that the magnitude of the hoop stress ( ) remains equal to the minimum normal compressive stress ( 3 ).…”

Section: Introductionmentioning

confidence: 99%

“…The solutions for strip footings have been obtained with the use of (i) the limit equilibrium method [2,3], (ii) an upper bound limit analysis with the assumption of a collapse mechanism [4], and (iii) the method of characteristics [5][6][7]. On the other hand, for circular footings, the solutions have been determined primarily by using the method of stress characteristics [6][7][8][9][10][11] in which case as per Harr-Von Karman hypothesis it is always assumed that the magnitude of the hoop stress ( ) remains equal to the minimum normal compressive stress ( 3 ). On this basis, Siva Reddy et al [6] and Tani and Craig [7] have obtained the solutions for circular surface footings; the solution was also obtained by Siva Reddy et al [6] for a few cases with the footing placed at very shallow depths from ground surface.…”

Section: Introductionmentioning

confidence: 99%

“…On the other hand, for circular footings, the solutions have been determined primarily by using the method of stress characteristics [6][7][8][9][10][11] in which case as per Harr-Von Karman hypothesis it is always assumed that the magnitude of the hoop stress ( ) remains equal to the minimum normal compressive stress ( 3 ). On this basis, Siva Reddy et al [6] and Tani and Craig [7] have obtained the solutions for circular surface footings; the solution was also obtained by Siva Reddy et al [6] for a few cases with the footing placed at very shallow depths from ground surface. By using the finite element method, the solution has also been given by Hu et al [12] for skirted circular foundations.…”

Section: Introductionmentioning

confidence: 99%

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Bearing capacity factor N_c under ϕ=0 condition for piles in clays

Khatri

Kumar

2008

Num Anal Meth Geomechanics

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SUMMARYBearing capacity factor N c for axially loaded piles in clays whose cohesion increases linearly with depth has been estimated numerically under undrained ( = 0) condition. The study follows the lower bound limit analysis in conjunction with finite elements and linear programming. A new formulation is proposed for solving an axisymmetric geotechnical stability problem. The variation of N c with embedment ratio is obtained for several rates of the increase of soil cohesion with depth; a special case is also examined when the pile base was placed on the stiff clay stratum overlaid by a soft clay layer. It was noticed that the magnitude of N c reaches almost a constant value for embedment ratio greater than unity. The roughness of the pile base and shaft affects marginally the magnitudes of N c . The results obtained from the present study are found to compare quite well with the different numerical solutions reported in the literature.

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Section: Results and Comparisonscontrasting

confidence: 92%

Section: Results and Comparisonsmentioning

confidence: 52%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

Bearing capacity factor N_c under ϕ=0 condition for piles in clays

Khatri

Kumar

2008

Num Anal Meth Geomechanics

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Bearing capacity of strip foundations reinforced with geogrid sheets by using upper bound finite‐element limit analysis

Kumar

Sahoo

2013

Num Anal Meth Geomechanics

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SUMMARY By using the upper bound finite‐elements limit analysis, with an inclusion of single and two horizontal layers of reinforcements, the ultimate bearing capacity has been computed for a rigid strip footing placed over (i) fully granular, (ii) cohesive‐frictional, and (iii) fully cohesive soils. It is assumed that (i) the reinforcements are structurally strong so that no axial tension failure can occur, (ii) the reinforcement sheets have negligible resistance to bending, and (iii) the shear failure can take place between the reinforcement and soil mass. It is expected that the different approximations on which the analysis has been based would generally remain applicable for reinforcements in the form of geogrid sheets. A method has been proposed to incorporate the effect of the reinforcement in the analysis. The efficiency factors, ηc and ηγ, to be multiplied with Nc and Nγ , for finding the bearing capacity of reinforced foundations, have been established. The results have been obtained (i) for different values of ϕ in case of fully granular and cohesive‐frictional soils, and (ii) for different rates at which the cohesion increases with depth for a fully cohesive soil. The optimum positions of the reinforcements' layers have also been determined. The effect of the reinforcements' length on the results has also been analyzed. As compared to cohesive soils, the granular soils, especially with higher values of ϕ, cause a much greater increase in the bearing capacity. The results compare reasonably well with the available theoretical and experimental data from literature. Copyright © 2013 John Wiley & Sons, Ltd.

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