# Numerical analysis of pile installation effects in cohesive soils - Publikacja - MOST Wiedzy

## Numerical analysis of pile installation effects in cohesive soils

### Abstrakt

In this thesis the empirical equation for radial effective stress calculation after displacement pile installation and following consolidation phase has been proposed. The equation is based on the numerical studies performed with Updated Lagrangian, Arbitrary Lagrangian-Eulerian and Coupled Eulerian-Lagrangian formulations as well as the calibration procedure with database containing world-wide 30 pile static loading tests in cohesive soils. The empirical formula has been validated with 10 pile static load tests performed in Poznań clay and its reliability has been compared with 7 pile design methods. In this thesis, the description of research methodology and brief review of Finite Element Method with emphasis on large deformation formulations have been given. The key soil parameters which influence the radial stresses after pile installation and subsoil consolidation, both modelled numerically, have been identified. Next, the numerical methods have been validated with a high quality instrumented pile installation test in London clay and simulations of CPT and CPT-u soundings in Koszalin and Poznań clays, respectively. As a consequence of numerical tests interpretation, the general form of the empirical relation for radial effective stress has been provided. This relation has been calibrated with high quality, 30 pile static load tests. Next, the reliability of pile bearing capacity prediction with the proposed empirical formula has been checked using the database of all 75 piles and reference piles in Poznań site. Besides the validation of the author's equation for radial effective stress after installation and subsequent consolidation, the numerical calculation for the reference pile in Poznań site has been carried out. Numerical calculations include large deformation analysis where all pile construction steps have been taken into account and simplified finite element model where author's empirical formula have been adopted to predict the load-settlement response of the reference pile. Finally, the limitations of the proposed formula are provided and the further possible research directions due to pile installation effects are pointed out.

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### Informacje szczegółowe

Kategoria:
Doktoraty, rozprawy habilitacyjne, nostryfikacje
Typ:
praca doktorska pracowników zatrudnionych w PG oraz studentów studium doktoranckiego
Język:
angielski
Rok wydania:
2018
DOI:
Cyfrowy identyfikator dokumentu elektronicznego (otwiera się w nowej karcie) 10.13140/rg.2.2.35636.35203
Bibliografia: test
1. Aquatic Park -total axial force has been calculated as the sum of pile tension capacityweight given by authors (Pelletier and Doyle, 1982). otwiera się w nowej karcie
2. Pentre -Clarke and Lambson (1993) reported peak and residual total axial force for LDP pile. In table 9.1 the peak value is used. The pile testes given by Chow (1997) are recovered from databases provided by Lehane et al. (2013) and Karlsrud (2012). (1993) otwiera się w nowej karcie
3. Tilbrook -the cyclic tests have been performed in Tilbrook (Karlsrud, 2012, 2014). otwiera się w nowej karcie
4. The Q SLT is provided for the first static loading test. The total axial force for LDP piles is a peak value (Clarke et al., 1993). otwiera się w nowej karcie
5. Canons Park -the data concerning the tests performed by Bond (1989) and Wardle et. al. (1992) are recovered from Lehane et al. (2013).
6. Cowden -pile data are based on Lehane and Jardine (1994a) paper and supplemented after Lehane et al. (2013).
7. Bothkennar -pile data are based on Lehane and Jardine (1994b) data and supplemented after Lehane et al. (2013).
8. Belfast -pile data are based on MaCabe and Lehane (2006), Doherty and Gavin (2011) papers and supplemented after Lehane et al. (2013).
9. In piles denoted by numbers from no. 31 to no. 59 no or ambiguous information about interface angle at failure has been given. Consequently, the values provided by Lehane et al. (2013) or estimated with relation δ f =⅔ϕ' cs (e.g., Tsubakihara et al., 1993) have been used. The other notes to this data set are as follows: otwiera się w nowej karcie
10. Haga, West Delta, Lierstranda and Onsoy -all data are adopted after Karlsrud (2012) database.
11. Cowden -undrained shear strength is taken from Lehane and Jardine (1994a) data and Karlsrud (2012) uses similar values. However, OCR values seem to be overestimated in Karlsrud's database, so Lehane and Jardine (1994a) OCRs are used. otwiera się w nowej karcie
12. Mortaiolo -data taken from Totani et al. (1994) and supplemented by Lehane et al. (2013) database. otwiera się w nowej karcie
13. Mexico city -the interface angle of 36º is a post-peak value after initial fast shearing stage. However, the laboratory tests shows residual values also close to 30º (Saldivar and Jardine, 2005). otwiera się w nowej karcie
14. Dublin -the interface angle of 32º is a peak value (Farrel et al., 1998). The high differences are encountered in pile shaft capacity during tension and compression test. Also extremely high pile toe capacity is recorded. Thus, reliability of those data is limited. Pile denoted by numbers from no. 60 to no. 75 are a group of poor quality data where no information is given about interface behaviour and effective angle of friction. Thus, the is assumed to be equal to 2,5 which is a medium value from previously reported piles. Consequently, corresponding stress ratio M is equal to 1,15. The following notes are made to this part of dataset:
15. Hamilton -data are adopted from Karlsrud (2012) thesis and they slightly different than in Lehane et al. (2013) database. otwiera się w nowej karcie
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19. Sandpoint -data are consistent with Lehane (2013) database. otwiera się w nowej karcie
20. Houston -data are adopted after Karlsrud (2012) thesis and they slightly differ from those reported by Lehane et al. (2013). otwiera się w nowej karcie
21. Sarapui -data are consistent with Lehane et al. (2013) paper.
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