Uplift Capacity of Piles in Sand

Chattopadhyay, B. C.; Pise, P. J.

doi:10.1061/(asce)0733-9410(1986)112:9(888)

Cited by 111 publications

(50 citation statements)

References 13 publications

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“…The angle of shearing resistance gets modified. They are explained by Kishida (1967) for a single pile and successfully applied by Chattopadhyay and Pise (1987) for driven piles. However, more studies on scale effect are needed to understand the field behaviour of piles.…”

Section: Field Test Results Of Ismael (1989)mentioning

confidence: 99%

“…Taking into slenderness ratio, k, angle of shearing resistance, /, and pile friction angle, d, it is evaluated by the expression given by Chattopadhyay and Pise (1986a).…”

Section: Polar Diagrammentioning

confidence: 99%

“…where Q Ue is the uplift resistance offered by the edge portion of pile groups; n, the number of half piles in the edge portions; A 1 , the net uplift capacity factor as given by Chattopadhyay and Pise (1986a); d, the diameter of pile and pd is the perimeter of pile.…”

Section: Polar Diagrammentioning

confidence: 99%

See 2 more Smart Citations

Model Pile Groups Under Oblique Pullout Loads – an Investigation

Patra

Pise²

2006

Geotech Geol Eng

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Experimental investigations on model pile groups of configuration, 1 · 1(single pile), 3 · 1, 2 · 2 for embedment length to diameter ratio, L/d ¼ 38, were conducted in uniform dry medium dense Ennore sand. The spacing of piles in the groups varied from 3 to 6 pile diameter. Soil-pile friction angles were d ¼ 16°and 28°. The pile groups were subjected to oblique pulling loads at angles h ¼ 0°, 30°, 60°and 90°with the vertical central axis of the groups. The loaddisplacement response, oblique ultimate pulling resistances have been qualitatively and quantitatively studied. The inclinations of the load, at which maximum oblique resistance for the groups were observed, have been reported. Predictions of ultimate resistance of pile groups under uplift, lateral and oblique pulling loads have been carried out respectively by the methods A comparison of the measured values of the Writers and others with the predicted values showed reasonable agreement.

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Section: Field Test Results Of Ismael (1989)mentioning

confidence: 99%

“…Taking into slenderness ratio, k, angle of shearing resistance, /, and pile friction angle, d, it is evaluated by the expression given by Chattopadhyay and Pise (1986a).…”

Section: Polar Diagrammentioning

confidence: 99%

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Model Pile Groups Under Oblique Pullout Loads – an Investigation

Patra

Pise²

2006

Geotech Geol Eng

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“…Calculation of axial uplift capacity of piles. Chattopadhyay and Pise (1986a) have proposed a generalized theory to predict the net uplift capacity of pile under axial uplift load. Their approach is based on the suitable assumptions.…”

Section: Calculation Of Soil-pile Friction Angle (D)mentioning

confidence: 99%

“…Their approach is based on the suitable assumptions. The theory involves the soil-pile parameters such as length of a pile, L, diameter of a pile, d, angle of shearing resistance, /, of sand and the soil-pile friction angle, d. According to their method the net uplift capacity of a single pile is given by where, P u = net uplift capacity of a pile; L = depth of embedment of a pile; d = diameter of a pile; c = effective unit weight of soil, and A 1 is the net uplift capacity factor and is found from the chart given by Chattopadhyay and Pise (1986a). The net uplift capacity factors, A 1 , are functions of /, d and k = (L/d).…”

Section: Calculation Of Soil-pile Friction Angle (D)mentioning

confidence: 99%

Effect of Compressive Load on Oblique Pull-out Capacity of Model Piles in Sand

Krishna

Patra

2006

Geotech Geol Eng

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Model tests on steel piles embedded in sand were carried out in the laboratory to study the effects of compressive load (i.e. 0, 25, 50, 75, and 100% of their ultimate capacity in compression) on oblique pull-out capacity of piles. The model piles were of 20 mm · 20 mm cross section, which had an embedded length of 400 and 600 mm. The pull was applied at an inclination of 0°, 30°, 60°and 90°with vertical axis of the piles. The experimental results indicate that the net oblique pull-out capacity of piles decreases with increase in % of compressive load and the decrease depends on the magnitude of the compressive load. Semiempirical methods, based on experimental results, have been suggested to determine the oblique pull-out resistance of piles subjected to static compressive loads. A comparison of predicted values of the ultimate oblique resistance by proposed methods of analysis with experimental values, and also with those reported by others, showed reasonably good agreement.

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Experimental and numerical analysis to determine the uplift capacity of piles in gravels

2018

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This paper describes the process of testing and design of tension piles as fundaments of air‐supported structures for sports facilities. Two piles with different ratio between diameter and length are tested on axial static tensile load for designing purposes. The results are later compared with FEM numerical model. The obtained ultimate uplift capacity from site experiments is confirmed with the numerical model. The results from the numerical analysis regarding the shear and normal interface stresses are used to determine the soil‐pile friction angle δ. At the end, artificial neural networks were used to predict the uplift bearing capacity of piles with different geometry and soil conditions.

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Uplift Capacity of Piles in Sand

Cited by 111 publications

References 13 publications

Model Pile Groups Under Oblique Pullout Loads – an Investigation

Model Pile Groups Under Oblique Pullout Loads – an Investigation

Effect of Compressive Load on Oblique Pull-out Capacity of Model Piles in Sand

Experimental and numerical analysis to determine the uplift capacity of piles in gravels

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