Settlement Of Single Pile Research Articles

Pile settlement in clay : McDonald, P; Moore, P J Proc 4th Australia-New Zealand conference on geomechanics, Perth, Western Australia, 14–18 May 1984 V2, P408–412. Publ Barton: Inst of Engineers, 1984

The settlement of single piles in clay is examined in relation to elastic solutions published by others. The critical parameter required for settlement analyses is the soil modulus. This parameter cannot be determined reliably by means of laboratory or field tests, other than full scale pile load tests from which an appropriate modulus can be back-calculated using elastic theory. A case study is presented in which the results of field and laboratory strength tests are evaluated and correlated with a modulus inferred from the measured pile settlements. An elastic finite element model is used to determine the influence of soil layering on settlements. It is shown that acceptable results may be obtained using an equivalent single modulus with published pile settlement solutions for homogeneous soil. (Author/TRRL)

Discussion of “Settlement of Single Piles in Nonhomogeneous Soil”

Discussion of “Settlement of Single Piles in Nonhomogeneous Soil”

Closure to “Settlement of Single Piles in Nonhomogeneous Soil”

Closure to “Settlement of Single Piles in Nonhomogeneous Soil”

Settlement of single piles in non-homogeneous soil : Poulos, H G University of Sydney School of Civil Engineering research report R333, Dec 1978, 49P

Settlement of single piles in non-homogeneous soil : Poulos, H G University of Sydney School of Civil Engineering research report R333, Dec 1978, 49P

Settlement of single piles in nonhomogeneous soil : Poulos, H G J Geotech Engng Div ASCE, V105, NGT5, May 1979, P627–641

Settlement of single piles in nonhomogeneous soil : Poulos, H G J Geotech Engng Div ASCE, V105, NGT5, May 1979, P627–641

Settlement of Single Piles in Nonhomogeneous Soil

An analysis, previously developed for evaluating the settlement of a pile in homogeneous soil, is extended to the case of nonhomogeneous soils. Comparisons with finite element solutions suggest that the analysis gives solutions of adequate accuracy for practical purposes. A series of parametric solutions is presented for a pile in a Gibson soil in which the modulus increases linearly with depth. The analysis is also found to be applicable to piles in a layered soil, except in the case where the pile is founded in soil that is more compressible than the overlaying strata. A simple approximate method is described for using the available solutions for uniform soils to calculate the settlement of piles in nonhomogeneous soils. The determination of soil modulus values is then examined briefly, and finally, some comparisons between measured and theoretical pile behavior are presented to indicate the possible practical consequences of assuming a soil profile to be nonhomogeneous rather than homogeneous.

Norwegian Experiences with Steel Piles to Rock

Synopsis The Paper reviews 25 years of Norwegian experience in the use of steel piles for foundations. The condition of soft clay overlying a hard and oftensteeply inclined rock surface which is common in Norway creates a number of problems in the design and driving of point bearing piles to bedrock. Methods of pile driving which have been evolved to ensure a satisfactory sealing of the pile point into rock are described in detail. The problems of the buckling of piles under load and of the corrosion of steel piles in the ground are discussed in the light of recorded experience. Finally, the settlements of single piles and of buildings are discussed.The settlement of a successful single pile is found approximately equal to the elastic compression of the pile, whereas observations indicate that thesettlements of buildings are two to four times this value. L'article passe en revue 25 ans d'expérience norvégienne dans I'emploi de pieux en acier pour fondations. Les conditions souvent rencontrées en Norvège, de l'argile recouvrant une surface rocheuse dure et souvent fortement inclinée, créent un certain nombre de problèmes dans I'exécution du dessin et l'enfoncement des pieux à pointes dans un sons-sol rocheux. Des méthodes d'enfoncement de pieux qui ont été développées pour assurer un scellement satisfaisant de la pointe de pieux dans le rocher, sont déccrites détail. Les problèmes du flambage des pieux sons pression et de la corrosion des pieux en acier dans le sol sont discutés an jour des expériences enrégistrées. Enfin, les tassements de pieux individuels et de bâtiments sont discutés. On remarque que le tassement d'un pieu individuel bien réussi est approximativement égal à la compression élastique du pieu, tandis que les observations indiquent que les tassements de bâtiments sont de deux à quatre fois cette valeur.