Soil-Pile Interface Model for Axially Loaded Single Piles

Rojas, Eduardo; Valle, Celestino; Romo, Miguel P.

doi:10.3208/sandf.39.4_35

Cited by 3 publications

(2 citation statements)

References 13 publications

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“…The rubber tube was then inflated to 70 kPa. This stress level was estimated to simulate an arbitrary field depth of approximately 3.6 m. This method was also used by Rojas et al (1999). Layout of the cell after preparing the sample is shown in Fig.…”

Section: Test Apparatus and Methodologymentioning

confidence: 99%

Changes in Properties of Clay Surrounding Cast in situ Piles

2010

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Often pile load carrying capacity is derived from friction between pile and the surrounding soil. This magnitude of friction mobilised, in the main, depends on pile material, properties of the soil and method of construction. In terms of construction, piles may be either pre-formed or cast in situ. Cast in situ piles are formed by boring a hole and filling it with concrete. It is envisaged that water and both calcium and hydroxyl ions migrate from the fresh concrete to the surrounding soil and have an impact on soil properties. An experimental study was undertaken to examine the extent of soil (Oxford clay) around the pile was affected by fresh concrete. Time related study included load tests on model piles. The investigation showed that there was about 4% increase in the moisture content of the surrounding soil soon after fresh concrete was placed and with time this dissipated. It showed that there was an increase in both hydroxyl and calcium ions in the vicinity of the pile. These also affected the adhesion factor, which increased with time to a limiting value. Time related tests showed that there was a small increase in pile load capacity with time.

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Section: Test Apparatus and Methodologymentioning

confidence: 99%

Changes in Properties of Clay Surrounding Cast in situ Piles

2010

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“…Eduardo et al (1999) [7] presented an obvious finite element method for determining load-settlement history of axially loaded skin friction piles in linear range. The method is based on an exact analytical solution of the differential equation governing the behavior of skin friction piles.…”

Section: Introductionmentioning

confidence: 99%

Design Charts for Axially Loaded Single Pile Action

2019

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The objective of this article is to generating the design charts deals with the axially ultimate capacity of single pile action by relating the soil and pile engineering properties with the pile capacity components. The soil and are connected together by the interface finite element along pile side an on its remote end. The analysis was carried out using ABAQUS software to find the nonlinear solution of the problem. Both pile and soil were modeled with three-dimensional brick elements. The software program is verified against field load-test measurements to verify its efficiency accuracy. The concrete bored piles are used with different lengths and pile diameter is taken equals to 0.6 m. The piles were installed into a single layer of sand soil with angles of internal friction (20° t0 40°) and into a single layer of clay soil with Cohesion (24 to 96) kPa. The getting results showed that for all cases study the total compression resistance is increased as pile length increased for the same property of soil, also illustrious that the total resistance of same pile length and diameter increased as the soil strength increasing. In addition, the same results were obtained for the end bearing resistance, skin resistance and tension capacity. Design charts were constructed between different types of soil resistance ratio and the pile length/diameter ratio (L/D) for all cases of study. One of improvement found from these curves that it is cheaply using piles of larger diameter than increasing their lengths for dense sand and to increasing piles lengths for loose sand. Moreover, it is inexpensively using piles of larger length in soft clay soil than increasing their diameter and piles of larger diameter in firm and stiff clay soils than increasing their length.

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Probabilistic analysis of load-settlement response from pile load tests

Haldar

Babu

2008

Georisk: Assessment and Management of Risk for Engineered Syste

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Soil-Pile Interface Model for Axially Loaded Single Piles

Cited by 3 publications

References 13 publications

Changes in Properties of Clay Surrounding Cast in situ Piles

Changes in Properties of Clay Surrounding Cast in situ Piles

Design Charts for Axially Loaded Single Pile Action

Probabilistic analysis of load-settlement response from pile load tests

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