Setup of axial bearing capacity of open ended tubular steel piles driven in sand
Marx Ferdinand Ahlinhan
Department of Civil Engineering, National University of Sciences, Technologies, Engineering and Mathematics (UNSTIM)Abomey, Benin
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und 19. März 2020
Über diesen Artikel
Artikel-Kategorie: Research Article
Online veröffentlicht: 19. März 2020
Seitenbereich: 74 - 82
Eingereicht: 24. Apr. 2019
Akzeptiert: 18. Sept. 2019
DOI: https://doi.org/10.2478/sgem-2019-0032
Schlüsselwörter
© 2020 Marx Ferdinand Ahlinhan et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.
Figure 1
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Figure 3
Empirical models for predicting increase in bearing with time
| References | Equation | Comments |
|---|---|---|
| Skov and Denver (1998) | ||
| Svinkin et al. (1994) | ||
Compilation of case histories for open-ended tubular piles driven in sand
| (m) | Length(m) | thickness (mm) | testing | time (d) | |||||
| Südkai, Hamburg, Germany | alternating layers of fine, medium and coarse sand, locally with fine gravel | - | 0.762 | 33.7 | 12.7 | dynamic and static testing | 30 | 42% increase in total capacity, derived from CAPWAP analysis of initial driving and a rest riketest after 30 days | |
| Trans Tokyo Bay Highway, Japan | alternating layers of cohesive soil and very dense sand | 40 | 2 | 62 | 31–34 | dynamic and static testing | 50 | set-up fact or of approx. 2 on total resistance was measured | |
| JFK Airport, New York, USA | medium dense, medium-fine glacial sand; ~2m thick clay and peat layer near surface | - | 0.355 and 0.2 (tapered monotube piles) | 20 | 5.3–6.1 | dynamic and static testing | 49 | increase in pile capacity of 40–75% occurred because of set-up | |
| Fellenius and Altaee (2002) | North Shore, Vancouver, Canada | 2 m of sand and gravel fill on top of silty sand, sandy silt and dense“till like” silt and sand | - | 0.324 and 0.457 | 16.5 | 12.5 and 9 | dynamic testng | 71 | total pile capacity approximately doubled bet ween 1 and 30 days after driving |
| LAXT wharf, Los Angeles, USA | medium dense to very dense sands inter-layered with clay and silt layers | 1 in clayey silts, 7 t o 33 in sands | 0.91 and 1.37 | 33.5–41.5 | 16–25 | dynamic testing | 139 | a set-up of 1.2 t o 1.5 for periods of 1 to 10 days and 1.6 to 2 for periods from 14 to 139 days | |
| Eemshaven, Net herlands (EURIPIDES JIP) | silty to very silty, medium to very dense, fine to medium sands | 40 to 80 | 0.76 | up to 47 m | 36–42 | dynamic (during driving) and static testing | 533 | total capacity increase of at least 1.5 after 533 days, compared to capacity after 6 days | |
| Dunkirk test piles, France | dense to very dense marine sand | 10 to 20 | 0.324 and 0.457 | Nov 22 | 13–20 | static and dynamic | 1991 | 100% increase in shaft capacity 8 months after driving. 85% increase between 6 months and 5 years. | |
| BAM Horstwalde test site, Germany | sand | 16 | 0.711 | 18 | - | dynamic testing | 30 | between 11 – 14% gain in capacity after 10 – 30 days | |
| Nordsee Ost offshore wind farm, North Sea | Predominantly dense sand, (silty) sand with thin clay layers above 26m | - | 2.438 | 35 | - | dynamic testing | 31 | reported set-up fact or of 1.5 after 31 days of ageing | |
| Gavin et al. (2013) | Blessingt on, Ireland | very dense, glacially deposited fine sand | 10 t o 20 | 0.34 | 7 | 14 | Static tension test | 220 | pile capacity increased by 185% ov er 220 days |
| Puget Sound Lowlands | Silt, Till | - | 0.36 | 8.7 | dynamic testing | 0.23 | reported set-up factor of 1.0 to 4.0 |