Performance of Axially Loaded Steel Pipe Piles Driven in Soft Rock

Matsumoto, Tatsunori; Michi, Yuji; Hirano, Tadao

doi:10.1061/(asce)0733-9410(1995)121:4(305)

Cited by 30 publications

(13 citation statements)

References 16 publications

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“…The empirical equation developed (Eq. 9) utilized those pile load tests reported in Matsumoto et al (1995), Settgast (1980), Beake and Sutcliffe (1980), Thomas et al (2011), Zhang et al (2012), Beaumont and Thomas (2007), and Thomas et al (2013). A summary of the load tests performed and data available in each of the publications is provided in Table 3.…”

Section: Model Developmentmentioning

confidence: 99%

“…Comparison of shaft resistance for drilled shafts and driven piles in weak rocks [data modified fromWilliams et al (1980),Glos III and Briggs Jr (1983),Matsumoto et al (1995), andIrvine et al (2015)]…”

mentioning

confidence: 99%

“…Idealized geologic profile at Noetsu Bridge (afterMatsumoto et al 1995) comparison of reported unit shaft resistance and predicted unit shaft resistance for pile T2…”

mentioning

confidence: 99%

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Empirical Shaft Resistance of Driven Piles Penetrating Weak Rock

Barrett

Prendergast

2020

Rock Mech Rock Eng

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In this paper, an empirical relationship between the Unconfined Compressive Strength (UCS) of intact rock and the unit shaft resistance of piles penetrating rock is investigated. A growing number of civil engineering projects are utilizing steel piles driven into rock where a significant portion of the pile capacity is derived from the shaft resistance. Despite the growing number of projects utilizing the technology, little to no guidance is offered in the literature as to how the shaft resistance is to be calculated for such piles. A database has been created for driven piles that penetrate bedrock. The database consists of 42 pile load tests of which a majority are steel H-piles. The friction fatigue model is applied to seven of the pile load tests for which sufficient UCS data exists in order to develop an empirical relation. The focus of this paper is on case histories that include driven pipe piles with at least 2 m penetration into rock.

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Section: Model Developmentmentioning

confidence: 99%

mentioning

confidence: 99%

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Empirical Shaft Resistance of Driven Piles Penetrating Weak Rock

Barrett

Prendergast

2020

Rock Mech Rock Eng

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“…The method proposed by Eslami and Fellenius (1997) was based on 104 case histories across a broad variety of site conditions from very stiff clay/mudstone at a Japanese site (Matsumoto et al 1995) to very soft Norwegian clays (Almeida et al 1996). The broad geological and geographical spread of this database probably contributes to the good predictive performance across a range of site conditions (Cai et al, 2009).…”

Section: Eqn 27mentioning

confidence: 99%

The Shaft Capacity of Displacement Piles in Clay: A State of the Art Review

Doherty

Gavin

2011

Geotech Geol Eng

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The rapid expansion of the offshore wind sector, coupled with increasing demand for high rise structures, has placed renewed demand on the driven piling market.In light of this industry growth, this paper reviews the evolution of design approaches for calculating the shaft capacity of displacement piles installed in cohesive soils. The transition from traditional total stress design towards effective stress methods is described. Complex stress-strain changes occur during pile installation, equalisation and load testing and as a consequence, the selection of parameters for use in conventional earth-pressure type effective stress approaches is not straight-forward. These problems have led to the development of empirical correlations between shaft resistance and in-situ tests, such as the cone penetration tests. However, many of these approaches are limited because they were developed for specific geological conditions. Significant insight into pile behaviour has been obtained from recent model pile tests, which included reliable measurements of radial effective stresses. These tests have allowed factors such as friction fatigue and interface friction to be included explicitly in design methods.Whilst analytical methods have been developed to investigate pile response, these techniques cannot yet fully describe the complete stress-strain history experienced by driven piles. The use of analytical methods in examining features of pile behaviour, such as the development of pore pressure during installation and the effects of pile end geometry on pile capacity, is discussed.2

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“…The cases were obtained from 16 sources [32,[36][37][38][39][40][41][42][43][44][45][46][47][48][49][50] reporting data from 18 sites in 10 countries. A summary of the case information is presented in Table 2 including reference, site location, pile characteristics, pile loading test results, and soil profiles.…”

Section: Case Records Databasementioning

confidence: 99%