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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
16. St. Alban -data are consistent with Karlsrud's (2012) database. otwiera się w nowej karcie
17. Noetsu Bridge -data are consistent with Lehane at al. (2013) paper. The undrained shear strength is estimated from CPT sounding. otwiera się w nowej karcie
18. Golden Ears Bridge -data are directly taken from Amimi et al. (2008) report and they are slightly different than reported by Lehane et al. (2013). otwiera się w nowej karcie
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.
22. Stjordal, Femern -data are taken from Karlsrud (2012) database. The calculated capacity versus measured pile capacity for collected data is presented in figure 9.3. The general observation is that a good agreement is achieved and most of data sets in 50% range from perfect fit. This is confirmed with average Q c /Q m of 1,02 and COV of 0,29. The satisfactory agreement have been also achieved for pile shaft capacity calculation (AVG=1,03 and COV=0,32). Two piles has been removed from analysis (pile no. 59 and no.
23. due to significant scatter from the rest database. The histogram with Gauss curve for the data presented in table 9.6 is shown in figure 9.4 and, as one can see, relatively good results 173 otwiera się w nowej karcie
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51. Bond, A.J., Jardine, R.J., 1991. Effects of installing displacement piles in a high OCR clay. Geotechnique 41, 341-363. otwiera się w nowej karcie
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