Limit Loads on Reinforced Foundation Soils

Michałowski, Radosław L.

doi:10.1061/(asce)1090-0241(2004)130:4(381)

Cited by 108 publications

(45 citation statements)

References 16 publications

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“…The usage of the reinforcements in a soil medium became especially popular after the pioneering work of Vidal (1966). Subsequently, for assessing the effect of the reinforcements on load carrying capacity and settlement of the foundations, a number of researchers have performed extensive studies by using a series of models tests (Binquet and Lee, 1975;Fragaszy and Lawton, 1984;Guido et al, 1986;Khing et al, 1993;Omar et al, 1993;Das and Omar, 1994;Adams and Collin, 1997;Abu-Farsakh et al, 2013) and different computational approaches (Asaoka et al, 1994;Otani et al, 1998;Yu and Sloan, 1997;Huang and Hong, 2000;Blatz and Bathurst, 2003;Michalowski, 2004;Deb et al, 2007;Chakraborty and Kumar, 2012;Miyata and Bathurst, 2012;Asakereh et al, 2013;Kumar and Sahoo, 2013). These studies are generally meant for reinforced strip foundations.…”

Section: Introductionmentioning

confidence: 99%

Bearing capacity of circular foundations reinforced with geogrid sheets

Chakraborty

Kumar

2014

Soils and Foundations

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The ultimate bearing capacity of a circular footing, placed over a soil mass which is reinforced with horizontal layers of circular reinforcement sheets, has been determined by using the upper bound theorem of the limit analysis in conjunction with finite elements and linear optimization. For performing the analysis, three different soil media have been separately considered, namely, (i) fully granular, (ii) cohesive frictional, and (iii) fully cohesive with an additional provision to account for an increase of cohesion with depth. The reinforcement sheets are assumed to be structurally strong to resist axial tension but without having any resistance to bending; such an approximation usually holds good for geogrid sheets. The shear failure between the reinforcement sheet and adjoining soil mass has been considered. The increase in the magnitudes of the bearing capacity factors (N c and N γ ) with an inclusion of the reinforcement has been computed in terms of the efficiency factors η c and η γ . The results have been obtained (i) for different values of ϕ in case of fully granular (c ¼ 0) and c Àϕ soils, and (ii) for different rates (m) at which the cohesion increases with depth for a purely cohesive soil (ϕ ¼ 0 ○ ). The critical positions and corresponding optimum diameter of the reinforcement sheets, for achieving the maximum bearing capacity, have also been established. The increase in the bearing capacity with an employment of the reinforcement increases continuously with an increase in ϕ. The improvement in the bearing capacity becomes quite extensive for two layers of the reinforcements as compared to the single layer of the reinforcement. The results obtained from the study are found to compare well with the available theoretical and experimental data reported in literature.

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Section: Introductionmentioning

confidence: 99%

Bearing capacity of circular foundations reinforced with geogrid sheets

Chakraborty

Kumar

2014

Soils and Foundations

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“…. The boundary effect on the tests could be neglected in this paper according to Michalowski (2004). The influences of different parameters contributing to the performance of reinforced soil foundation were examined by several authors (e.g., Sharma et al, 2009;Michalowski and Shi, 2003;Yamamoto and Kusuda, 2001).…”

Section: Materials Propertiesmentioning

confidence: 99%

Experimental Study on Reinforced Foundation Using Transparent Soil Technique

Chen¹,

Jiang²,

Xue³

et al. 2017

dtetr

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Five scaled model tests of reinforced foundation with different reinforcement length and depth (layer numbers) as well as one contrast test of unreinforced foundation were carried out using transparent technique. The evolution of displacement field in the reinforced foundation and procedure of slide failure under strip loading were investigated. The results show that during the settlement of strip footing, horizontal displacement accumulates firstly in the unreinforced zone near the lower right and left corner of the reinforced zone, and then extends upward to reinforcement layers, which causes the tensile failure of the reinforcements successively from bottom to top and at last forms macro shear failure surface. Two stress diffusion zones are formed during the settlement of the strip footing. The two zones extend downward along the bend section of each reinforcement layers and the trip footing edges, respectively. The stress diffusion angle along the bend section is 2.5 times of that along the strip footing edges. Both of reinforced and unreinforced foundations fail in Prandtl slide mode. The depth and width of the slip surfaces increase with an increase of reinforced depth and reinforcement length.

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“…10.18). These tests seem to suffer from unknown scale effects, as explained by Michalowski (2004), and it is unclear whether the findings are general enough to apply to other soils. Das (1995) summarized results of predominantly small model strip or square footings in test boxes filled with sand or clay.…”

Section: Overviewmentioning

confidence: 99%

The use of geosynthetics to improve the performance of foundations in civil engineering

Collin¹

2007

Geosynthetics in Civil Engineering

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Limit Loads on Reinforced Foundation Soils

Cited by 108 publications

References 16 publications

Bearing capacity of circular foundations reinforced with geogrid sheets

Bearing capacity of circular foundations reinforced with geogrid sheets

Experimental Study on Reinforced Foundation Using Transparent Soil Technique

The use of geosynthetics to improve the performance of foundations in civil engineering

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