The fundamental parameters of rock strength, rock mass stiffness, and interface roughness that control the development of side shear in a rock socketed pile are discussed on the basis of results from laboratory model socket tests, constant stiffness direct shear tests, and instrumented prototype piles. Based on the understanding of these fundamental parameters and on a survey of socket field test results, an empirical design method is proposed for side shear only sockets. This design method considers both the maximum load capacity and settlement criteria for single sockets.
It is demonstrated that the development of side shear resistance of piles socketed in weak rock can be controlled by conditions of constant normal stiffness. To model this behaviour and to provide data for the development of more rational and economic methods of design, constant normal stiffness direct shear test equipment has been manufactured. The principles and details of this testing technique are presented along with a brief discussion of applications. On a démontré qu'il est possible de contrôler à l'aide des conditions de rigidité normale constante le développement de la résistance au cisaillement latéral des pieux implantés dans des roches tendres. Afin de modeliser ce comportement et d'obtenir des données pour la mise au point de méthodes plus rationnelles et plus économiques de la construction on a produit du matériel pour effectuer des essais de cisaillement direct à rigidité normale constante. Les principes et les détails des techniques de ces essais sont présentés avec une discussion sommaire de leurs applications.
F. A. Auld Fellow graduated from Durham University and gained a Ph.D. at the University of Newcastle upon Tyne. After holding posts in consulting engineering firms and at Leeds University he became chief design engineer at Cementation Mining, Ltd. He was a cofounder of I. W. Farmer & Partners, which in 1998 was reformed as Alan Auld Associates, Ltd., in Doncaster.
During the last thirty years, the Boulby Potash Mine has replaced the concrete shaft linings in sections of both shafts on two occasions following progressive deterioration. A third replacement lining is now under construction in the man shaft. This paper reports the results of two-dimensional (2D) and three-dimensional (3D) numerical modelling of the shaft linings and their surrounding strata. The numerical modelling, using FLAC 2D and FLAC 3D has considered the detrimental effect to lining stability of a weak rock zone surrounding the shafts at depth. The 3D modelling work has also taken into account the formation of an inset and roadway leading from the shaft. This research aimed to identify the failure mechanisms of the shaft linings in the affected zone and their causes. The research also supplied reference data to allow the prediction of stress and deformation conditions in the newly designed third shaft relining system.
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